CN203939019U - A kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure - Google Patents
A kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure Download PDFInfo
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- CN203939019U CN203939019U CN201420313664.9U CN201420313664U CN203939019U CN 203939019 U CN203939019 U CN 203939019U CN 201420313664 U CN201420313664 U CN 201420313664U CN 203939019 U CN203939019 U CN 203939019U
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- vertical drainage
- drainage plate
- permeable formation
- soft foundation
- preloading
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- 238000007596 consolidation process Methods 0.000 title claims abstract description 21
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 62
- 239000004744 fabric Substances 0.000 claims abstract description 35
- 239000004576 sand Substances 0.000 claims description 35
- 238000012545 processing Methods 0.000 claims description 20
- 239000011435 rock Substances 0.000 claims description 18
- 238000007789 sealing Methods 0.000 claims description 15
- 239000004746 geotextile Substances 0.000 claims description 12
- 238000003780 insertion Methods 0.000 claims description 8
- 230000037431 insertion Effects 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 7
- 239000004927 clay Substances 0.000 claims description 5
- 238000000034 method Methods 0.000 description 9
- 238000010276 construction Methods 0.000 description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 230000003014 reinforcing effect Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 3
- 210000004911 serous fluid Anatomy 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 239000012528 membrane Substances 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 238000007373 indentation Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 230000000246 remedial effect Effects 0.000 description 1
- 238000009738 saturating Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
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Abstract
The utility model discloses a kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure, it is included in the first woven cloth setting gradually on the upper soll layer in treatment of soft foundation region, the first permeable formation, the second permeable formation, preloading mud layer, the second woven cloth and diaphragm seal, also comprise the first long vertical drainage plate, the first short vertical drainage plate, Horizontal filter pipe arm, Horizontal filter pipe house steward, vacuum pump, the second vertical drainage plate, the first long vertical drainage plate and the first short vertical drainage plate insert in treatment of soft foundation region, Horizontal filter pipe arm is positioned in the first permeable formation, Horizontal filter pipe arm is connected with vacuum pump by Horizontal filter pipe house steward, the second vertical drainage plate inserts in preloading mud layer, advantage is by plugging two kinds of different vertical drainage plates of length in treatment of soft foundation region, plug vertical drainage plate in preloading mud layer, under vacuum condition, carry out again draining, can not only shorten the fixed cycle, and the supporting capacity of ground after consolidation process is large.
Description
Technical field
The utility model relates to a kind of reinforcing soft foundation treatment system, especially relates to a kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure.
Background technology
At present, the soft base of consolidation process has much to raise the process of site elevation, and activities is generally: first barged-in fill is carried out in place and be backfilled to design elevation; Then adopt the method such as vacuum method or Vacuum-loading Pre-pressing Method to carry out reinforcing soft foundation processing.At present, generally in reinforcing soft foundation processing procedure, the hydraulic reclamation soil body is carried out to consolidation process simultaneously, Vacuum-loading Pre-pressing Method is conventional method, but that the method exists is significantly not enough: 1) the fixed cycle long, the supporting capacity after former treatment of soft foundation region is fixed is little; 2) if utilize water as preloading pressure, the supporting capacity of the hydraulic reclamation solum after consolidation process limited (being less than or equal to 80kPa), and it is limited to process the degree of depth, so that restricted to a certain extent the promotion and application of the method; 3) if use mud bag as preloading pressure, after consolidation process, need to move away from mud bag, use inconvenient.
Summary of the invention
Technical problem to be solved in the utility model is to provide a kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure, and its fixed cycle is short, and the supporting capacity of ground after treatment is large, the processing degree of depth is high.
The utility model solves the problems of the technologies described above adopted technical scheme: a kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure, it is characterized in that comprising the first woven cloth, the first permeable formation, the first long vertical drainage plate, the first short vertical drainage plate, Horizontal filter pipe arm, Horizontal filter pipe house steward, vacuum pump, the second permeable formation, preloading mud layer, the second vertical drainage plate, the second woven cloth and diaphragm seal, the first described woven cloth is laid on the upper soll layer in treatment of soft foundation region, the first described permeable formation is layed in the first described woven cloth, the first described long vertical drainage plate and the first described short vertical drainage plate insert in treatment of soft foundation region through the first described permeable formation and the first described woven cloth, and first permeable formation of the top that makes the first described long vertical drainage plate and described the first short vertical drainage plate described in being arranged in, the first short vertical drainage plate described in one is positioned at the middle that forms the first long vertical drainage plate described in four of rectangle, described Horizontal filter pipe arm is positioned in the first described permeable formation, the top of the top of the first described long vertical drainage plate and the first described short vertical drainage plate is connected with described Horizontal filter pipe arm respectively, described Horizontal filter pipe arm is connected with described vacuum pump by described Horizontal filter pipe house steward, the second described permeable formation is layed on the first described permeable formation, described preloading mud layer is arranged on the second described permeable formation, the second described vertical drainage plate inserts in described preloading mud layer, and the bottom of the second described vertical drainage plate just extends in the second described permeable formation, the second described woven cloth is layed on described preloading mud layer, described diaphragm seal is layed in the second described woven cloth, and the sealing of described diaphragm seal covers the vacuum preloading processing region being made up for the treatment of of soft foundation region and described preloading mud layer.
The first described permeable formation is made up of the first non-woven geotextile that is layed in the first sand cushion in the first described woven cloth and be covered on the first described sand cushion, the top of the first described long vertical drainage plate and the first described short vertical drainage plate is arranged in the first described sand cushion, and described Horizontal filter pipe arm is embedded in the first described sand cushion.
The second described permeable formation is made up of the second non-woven geotextile that is arranged at the second sand cushion on the first described permeable formation and be covered on the second described sand cushion.
Build the earth rock cofferdam having with the design elevation equal altitudes in treatment of soft foundation region in the upper soll layer edge in treatment of soft foundation region, the first described woven cloth, the first described permeable formation, described the second permeable formation and described preloading mud layer are positioned at described earth rock cofferdam, described Horizontal filter pipe house steward is through described earth rock cofferdam, and the one end that is positioned at described earth rock cofferdam is connected with described Horizontal filter pipe arm, the one end being positioned at outside described earth rock cofferdam is connected with described vacuum pump.
On treatment of soft foundation region, dig the degree of depth along the edge of vacuum preloading processing region and be at least the sealing ditch of 2～3m, the edge of described diaphragm seal is pressed in described sealing ditch by clay, and vacuum preloading processing region is sealed completely.
The insertion depth of the first described long vertical drainage plate is 12～20m, and the insertion depth of the first described short vertical drainage plate is 8～12m.
Compared with prior art, the utility model has the advantage of:
1) the utility model by plugging two kinds of different vertical drainage plates of length in treatment of soft foundation region, on treatment of soft foundation region, serous fluid of dredger fill layer forms preloading mud layer and carries out piling prepressing, in preloading mud layer, plug vertical drainage plate, under vacuum condition, carry out again draining, this mode can not only be accelerated concretion of soft foundation speed, shorten the fixed cycle, and the supporting capacity of ground after consolidation process is large, after former treatment of soft foundation region is fixed, can reach 130～170kPa, after preloading mud layer is fixed, just can reach 60～80kPa without covering again in the above water or covering the loads such as sandbag, this external cause is reinforced under vacuum condition, can effectively improve the processing degree of depth of ground after treatment.
2) the utility model method, in raising site elevation, just can reach preloading combined vacuum pre-compressed effect without piling prepressing, has reduced cost, and can guarantee the resistance to overturning in place.
Brief description of the drawings
Fig. 1 is the layout schematic diagram of the utility model structure.
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiment is described in further detail the utility model.
The piling prepressing united vacuum precompressed soft foundation consolidation process of the one structure that the present embodiment proposes, as shown in Figure 1, it comprises the first woven cloth 8, the first permeable formation, the first long vertical drainage plate 1, the first short vertical drainage plate 2, Horizontal filter pipe arm 3, Horizontal filter pipe house steward 4, vacuum pump 5, the second permeable formation, preloading mud layer 6, the second vertical drainage plate 7, the second woven cloth 15 and diaphragm seal 16, the first woven cloth 8 is laid on the upper soll layer in treatment of soft foundation region, the first permeable formation is layed in the first woven cloth 8, the first long vertical drainage plate 1 and the first short vertical drainage plate 2 insert in treatment of soft foundation region through the first permeable formation and the first woven cloth 8, and make the top of the first long vertical drainage plate 1 and the first short vertical drainage plate 2 be arranged in the first permeable formation, a first short vertical drainage plate 2 is positioned at the middle of four the first long vertical drainage plates 1 that form rectangle, Horizontal filter pipe arm 3 is positioned in the first permeable formation, the top of the top of the first long vertical drainage plate 1 and the first short vertical drainage plate 2 is connected with Horizontal filter pipe arm 3 respectively, Horizontal filter pipe arm 3 is connected with vacuum pump 5 by Horizontal filter pipe house steward 4, the second permeable formation is layed on the first permeable formation, preloading mud layer 6 is arranged on the second permeable formation, the second vertical drainage plate 7 inserts in preloading mud layer 6, and the bottom of the second vertical drainage plate 7 just extends in the second permeable formation, the second woven cloth 15 is layed on preloading mud layer 6, diaphragm seal 16 is layed in the second woven cloth 15 and diaphragm seal 16 sealings cover the vacuum preloading processing region being made up for the treatment of of soft foundation region and preloading mud layer 6.
In this specific embodiment, the first permeable formation forms by being layed in the first sand cushion 9 in the first woven cloth 8 and the first non-woven geotextile 12 being covered on the first sand cushion 9, the top of the first long vertical drainage plate 1 and the first short vertical drainage plate 2 is arranged in the first sand cushion 9, and Horizontal filter pipe arm 3 is embedded in the first sand cushion 9.
In this specific embodiment, the second permeable formation forms by being arranged at the second sand cushion 10 on the first permeable formation and the second non-woven geotextile 11 being covered on the second sand cushion 10.
In this specific embodiment, enclose the earth rock cofferdam 13 of building with the design elevation equal altitudes in treatment of soft foundation region in the upper soll layer edge in treatment of soft foundation region, the first woven cloth 8, the first permeable formation, the second permeable formation and preloading mud layer 6 are positioned at earth rock cofferdam 13, Horizontal filter pipe house steward 4 is through earth rock cofferdam 13, and the one end (water inlet end) that is positioned at earth rock cofferdam 13 is connected with Horizontal filter pipe arm 3, the one end (water side) being positioned at outside earth rock cofferdam 13 is connected with vacuum pump 5; Along the edge of vacuum preloading processing region and be positioned to dig outside earth rock cofferdam 13 to be useful on and by clay, the edge of diaphragm seal 16 sealed and the degree of depth is at least the sealing ditch 14 of 2～3m, vacuum preloading processing region is sealed completely.
In this specific embodiment, the insertion depth of the first long vertical drainage plate 1 can be designed to 12～20m, and as being designed to 15m, the insertion depth of the first short vertical drainage plate 2 can be designed to 8～12m, as being designed to 10m; Horizontal filter pipe arm 3 and Horizontal filter pipe house steward 4 all adopt existing bellows; It is the jet vacuum pump of 7.5kW that vacuum pump 5 is selected power.
The detailed process that the structure that adopts the present embodiment to provide realizes reinforcing soft foundation processing is:
1. flatten treatment of soft foundation region, then first on the upper soll layer in treatment of soft foundation region, lay one deck the first woven cloth, in the first woven cloth, lay again one deck sand and form the first sand cushion, finally on the first sand cushion, lay one deck the first non-woven geotextile, form the first permeable formation by the first sand cushion and the first non-woven geotextile.
At this, the object in leveling treatment of soft foundation region is the upper soll layer surface in order to ensure the vertical treatment of soft foundation of the selfweight stress region of follow-up serous fluid of dredger fill.
In the time of Specific construction, the first woven cloth should be laid smooth, and elasticity will be evenly, and end wants anchor firmly, act as isolated silt particle and mixes, and ensures the drainability of the first permeable formation; The first sand cushion is laid and is formed by fine sand, and the thickness of the first sand cushion can be designed to 20～25cm; Owing to can pass the second permeable formation in the time plugging the second vertical drainage plate, mud in preloading mud layer may drain in the first permeable formation along the gap of jack like this, can cause the mud content of the first permeable formation to increase, therefore lay the first non-woven geotextile, can effectively prevent that like this mud in preloading mud layer from draining in the first permeable formation.
2. after position of p ile machine and draining sheet pile position registration, in treatment of soft foundation region, plug the first long vertical drainage plate and the first short vertical drainage plate through the first permeable formation and the first woven cloth, and make the top of the first long vertical drainage plate and the first short vertical drainage plate be arranged in the first permeable formation, make a first short vertical drainage plate be positioned at the middle of four the first long vertical drainage plates that form rectangle simultaneously.
In the time of Specific construction, the first long vertical drainage plate and the first short vertical drainage plate are inserted automatically by Gravitative Loads, can be aided with vibrating hammer and coordinate while running into inserted to play difficulty location; The width of the first long vertical drainage plate and the first short vertical drainage plate all can be designed to 8～12cm, the insertion depth of the first long vertical drainage plate can be made as 12～20m, the insertion depth of the first short vertical drainage plate can be made as 8～12m, air line distance between the first long vertical drainage plate and the first short vertical drainage plate is 0.7m～1.5m, and the first long vertical drainage plate and the first short vertical drainage plate all expose first permeable formation 15～20cm.
3. in the first permeable formation, arrange Horizontal filter pipe arm, then complete being connected of the first long vertical drainage plate and Horizontal filter pipe arm and being connected of the first short vertical drainage plate and Horizontal filter pipe arm, complete being again connected of Horizontal filter pipe arm and Horizontal filter pipe house steward, finally connect a vacuum pump in Horizontal filter pipe house steward's water side.
At this, it is the bellows of 4～6cm that Horizontal filter pipe arm can adopt diameter, it is the bellows of 6～8cm that Horizontal filter pipe house steward can adopt diameter, need on bellows, punch by rounded projections arranged along pipe shaft in use, make floral tube, wrap up one deck again and cover porose filter membrane as drainage layer, filter membrane requires to be adjacent to chimney filter, reaches only permeable not saturating sand; In the time that Specific construction is arranged Horizontal filter pipe arm, requiring horizontal spacing is 6～7m, and longitudinal pitch is 30～40m, can adopt the forms such as strip, pectination or featheriness, and form loop, and flap valve and pipe valve etc. can be set on Horizontal filter pipe arm; Vacuum pump is selected the jet vacuum pump of 7.5kW, in the time of Specific construction, and can every 900～1100m
2be equipped with a vacuum pump.
4. first on the first permeable formation, lay one deck sand and form the second sand cushion, then on the second sand cushion, cover one deck the second non-woven geotextile, form the second permeable formation by the second sand cushion and the second non-woven geotextile.
In the time of Specific construction, the thickness of the second sand cushion can be made as 20～25cm, and laying the second sand cushion utilizes the preloading mud layer discharging consolidation of top hydraulic reclamation, covers one deck 250g/m on the second sand cushion
2the second non-woven geotextile object be in order to isolate the second sand cushion and preloading mud layer.
5. first according to the design elevation in treatment of soft foundation region, build in the upper soll layer edge in treatment of soft foundation region and the earth rock cofferdam of design elevation equal altitudes, then form preloading mud layer to serous fluid of dredger fill to design elevation on the second permeable formation in earth rock cofferdam.
6. in preloading mud layer, plug the second vertical drainage plate, and the bottom of the second vertical drainage plate is just extended in the second permeable formation, in the time of Specific construction, can make the second vertical drainage plate insert the second sand cushion 20cm.
7. on preloading mud layer, lay successively the second woven cloth and diaphragm seal, and make the disposable vacuum preloading processing region being formed by treatment of soft foundation region and preloading mud layer that covers completely of diaphragm seal, then on treatment of soft foundation region, dig the degree of depth along the edge of vacuum preloading processing region and be at least 2～3m as sealing ditch that at least 2.5m is dark, recycling clay is by the edge indentation sealing ditch of diaphragm seal, so that vacuum preloading processing region seals completely.
At this, the effect of the second woven cloth is to prevent that diaphragm seal from contacting and being damaged with preloading mud layer; Diaphragm seal adopts existing 16 vacuum diaphragm, can on preloading mud layer, lay 1～3 layer; In the time of Specific construction, be the clay dry and cracked gas leakage under natural drying that prevents from sealing in ditch, in sealing ditch, cover water, good to guarantee sealing.
8. utilize vacuum pump, vacuum preloading processing region is carried out to vacuum preloading processing, realize the reinforcing in treatment of soft foundation region.
In the time of Specific construction, open vacuum pump, first try to take out, check the sealing situation of mechanical running status, vacuum preloading processing region; In vacuum draw running, vacuum under necessary continual observation diaphragm seal, require the vacuum under diaphragm seal to be more than or equal to 80kPa, turn on pump rate is more than or equal to 80%, vacuumize 90～120 days duration, if the vacuum under diaphragm seal is inadequate, the break operating condition of gas leakage situation and vacuum pump of sealing situation, the diaphragm seal that should check diaphragm seal and pipe-line system, find reason, adopt remedial measures, according to measured settlement hyperbola of fit, prediction final settlement, reaches 80% in conjunction with the degree of consolidation and judges when stop vacuumizing.
Claims (6)
1. a piling prepressing united vacuum precompressed soft foundation consolidation process structure, it is characterized in that comprising the first woven cloth, the first permeable formation, the first long vertical drainage plate, the first short vertical drainage plate, Horizontal filter pipe arm, Horizontal filter pipe house steward, vacuum pump, the second permeable formation, preloading mud layer, the second vertical drainage plate, the second woven cloth and diaphragm seal, the first described woven cloth is laid on the upper soll layer in treatment of soft foundation region, the first described permeable formation is layed in the first described woven cloth, the first described long vertical drainage plate and the first described short vertical drainage plate insert in treatment of soft foundation region through the first described permeable formation and the first described woven cloth, and first permeable formation of the top that makes the first described long vertical drainage plate and described the first short vertical drainage plate described in being arranged in, the first short vertical drainage plate described in one is positioned at the middle that forms the first long vertical drainage plate described in four of rectangle, described Horizontal filter pipe arm is positioned in the first described permeable formation, the top of the top of the first described long vertical drainage plate and the first described short vertical drainage plate is connected with described Horizontal filter pipe arm respectively, described Horizontal filter pipe arm is connected with described vacuum pump by described Horizontal filter pipe house steward, the second described permeable formation is layed on the first described permeable formation, described preloading mud layer is arranged on the second described permeable formation, the second described vertical drainage plate inserts in described preloading mud layer, and the bottom of the second described vertical drainage plate just extends in the second described permeable formation, the second described woven cloth is layed on described preloading mud layer, described diaphragm seal is layed in the second described woven cloth, and the sealing of described diaphragm seal covers the vacuum preloading processing region being made up for the treatment of of soft foundation region and described preloading mud layer.
2. the piling prepressing united vacuum precompressed soft foundation consolidation process of one according to claim 1 structure, it is characterized in that the first described permeable formation is made up of the first non-woven geotextile that is layed in the first sand cushion in the first described woven cloth and be covered on the first described sand cushion, the top of the first described long vertical drainage plate and the first described short vertical drainage plate is arranged in the first described sand cushion, and described Horizontal filter pipe arm is embedded in the first described sand cushion.
3. the piling prepressing united vacuum precompressed soft foundation consolidation process of one according to claim 1 and 2 structure, is characterized in that the second described permeable formation is made up of the second non-woven geotextile that is arranged at the second sand cushion on the first described permeable formation and be covered on the second described sand cushion.
4. the piling prepressing united vacuum precompressed soft foundation consolidation process of one according to claim 3 structure, it is characterized in that building in the upper soll layer edge in treatment of soft foundation region the earth rock cofferdam having with the design elevation equal altitudes in treatment of soft foundation region, the first described woven cloth, the first described permeable formation, the second described permeable formation and described preloading mud layer are positioned at described earth rock cofferdam, described Horizontal filter pipe house steward is through described earth rock cofferdam, and the one end that is positioned at described earth rock cofferdam is connected with described Horizontal filter pipe arm, the one end being positioned at outside described earth rock cofferdam is connected with described vacuum pump.
5. the piling prepressing united vacuum precompressed soft foundation consolidation process of one according to claim 4 structure, it is characterized in that on treatment of soft foundation region, digging the degree of depth along the edge of vacuum preloading processing region and be at least the sealing ditch of 2～3m, the edge of described diaphragm seal is pressed in described sealing ditch by clay, and vacuum preloading processing region is sealed completely.
6. the piling prepressing united vacuum precompressed soft foundation consolidation process of one according to claim 5 structure, is characterized in that the insertion depth of the first described long vertical drainage plate is 12～20m, and the insertion depth of the first described short vertical drainage plate is 8～12m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420313664.9U CN203939019U (en) | 2014-06-13 | 2014-06-13 | A kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420313664.9U CN203939019U (en) | 2014-06-13 | 2014-06-13 | A kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure |
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| CN203939019U true CN203939019U (en) | 2014-11-12 |
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| CN201420313664.9U Expired - Lifetime CN203939019U (en) | 2014-06-13 | 2014-06-13 | A kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104120711A (en) * | 2014-06-13 | 2014-10-29 | 宁波高新区围海工程技术开发有限公司 | Structure and method for conducting reinforcing processing on soft foundation by combining surcharge preloading and vacuum preloading |
| CN113684815A (en) * | 2021-08-20 | 2021-11-23 | 连云港巨基岩土工程有限公司 | Solid-liquid separation method for high-water-content soft material |
-
2014
- 2014-06-13 CN CN201420313664.9U patent/CN203939019U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104120711A (en) * | 2014-06-13 | 2014-10-29 | 宁波高新区围海工程技术开发有限公司 | Structure and method for conducting reinforcing processing on soft foundation by combining surcharge preloading and vacuum preloading |
| CN104120711B (en) * | 2014-06-13 | 2016-06-29 | 宁波高新区围海工程技术开发有限公司 | A kind of piling prepressing united vacuum precompressed soft foundation consolidation process structure and method |
| CN113684815A (en) * | 2021-08-20 | 2021-11-23 | 连云港巨基岩土工程有限公司 | Solid-liquid separation method for high-water-content soft material |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Jiangsu Reclaim Construction Technology Co.,Ltd. Assignor: NINGBO HIGH-TECH ZONE RECLAIM ENGINEERING TECHNOLOGY DEVELOPMENT Co.,Ltd. Contract record no.: 2015320000399 Denomination of utility model: Structure and method for conducting reinforcing processing on soft foundation by combining surcharge preloading and vacuum preloading Granted publication date: 20141112 License type: Exclusive License Record date: 20150601 |
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| LICC | Enforcement, change and cancellation of record of contracts on the licence for exploitation of a patent or utility model | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20141112 |