CN101126238A - Cloth bag grouting pile-forming method - Google Patents
Cloth bag grouting pile-forming method Download PDFInfo
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- CN101126238A CN101126238A CNA2007100531797A CN200710053179A CN101126238A CN 101126238 A CN101126238 A CN 101126238A CN A2007100531797 A CNA2007100531797 A CN A2007100531797A CN 200710053179 A CN200710053179 A CN 200710053179A CN 101126238 A CN101126238 A CN 101126238A
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Abstract
The invention relates to a method to construct the pile by injecting grout through a bag, which is characterized in that the method comprises the procedures: 1) a pile hole is formed in the soil with a hole-making machine; 2) a bag is sleeved outside a grout injection tube and the bag is bound on the grout injection tube with a strip segment by segment along the axial direction, the two ends of the bag is tightly bundled, the lower end of the grout injection tube is sealed and the grout injection tube is provided with an injection hole on the tube wall; 3) the grout injection tube which is sleeved with the bag is placed into the pile hole; 4) the grout injection tube is used for injecting grout into the bag section by section from the bottom to the top, the next section is injected until the design pressure of the present section is reached until the whole bag is filled with grout and a whole pile body is formed. The invention adopts the bag pile to enhance the soft underlying soil, which can commendably control the investment and solve the problem of sedimentation and stability. As the bag has the separation effect, the grout can facilitate the surrounding soil to compact and expel the water by expanding the bag; the formed pile body is relatively regular and the intensity of the pile body is higher and controllable.
Description
Technical field:
The present invention relates to ground processing in the building field, relate in particular to a kind of cloth bag grouting pile-forming method that is applicable to reinforced soft soil ground.
Background technology
Technical scheme that ground is handled and stake type have a variety of, need very high drilling cramp and broader place as agitation pile, CFG stake etc.When the soft or hard soil layer was the alternating layers shape, other conventional ground stabilization means existed reinforcement depth limited, the technological deficiency that hard formation is difficult to penetrate.
Summary of the invention
The objective of the invention is in order to solve the deficiency that the above-mentioned background technology exists, propose the cloth bag grouting pile-forming method and the special slip casting pipe thereof of a kind of controlled investment well and solution settlement stability problem.
For achieving the above object, the present invention adopts following technical scheme: cloth bag grouting pile-forming method is characterized in that this method may further comprise the steps:
1) in soil layer, uses boring machine pile hole;
2) cloth bag is enclosed within outside the Grouting Pipe, with cloth bag with the merogenesis colligation vertically of soft band on Grouting Pipe, cloth bag two ends respectively colligation are tight, the Grouting Pipe lower end closed is provided with injected hole on the Grouting Pipe tube wall;
3) Grouting Pipe that will be with cloth bag is inserted in the stake hole;
4) pursue joint slip casting in cloth bag from bottom to top by Grouting Pipe, after every joint is annotated design pressure, pour down a joint,, form a complete pile body until cloth bag is filled with.
In such scheme, in described step 2, described Grouting Pipe is made up of Grouting Pipe body, tube end locating piece and neck positioning sleeve, described neck positioning sleeve is enclosed within on the Grouting Pipe tube wall, described end locating piece is positioned at Grouting Pipe body bottom, the colligation of cloth bag lower end is on the locating piece of Grouting Pipe end, and cloth bag upper end colligation is on Grouting Pipe neck positioning sleeve; In described step 3, Grouting Pipe neck positioning sleeve is placed the design elevation place of bag pile in the hole, Grouting Pipe end locating piece is placed a bottom, hole.
Seal with plug in described Grouting Pipe body lower end, this plug can be blocked Grouting Pipe neck positioning sleeve.
In such scheme, in described step 2, described Grouting Pipe can also be by the Grouting Pipe body, guide pipe and slip casting rifle head are formed, merogenesis is provided with injected hole vertically on the guide pipe tube wall, described slip casting rifle head comprises the short tube of an external diameter less than above-mentioned guide pipe internal diameter, short tube inserts in the guide pipe, on the tube wall of short tube, be provided with rifle head injected hole, what seal between being provided with guide pipe body and short tube on the short tube tube wall on rifle head injected hole both sides only starches piston, described short tube lower end closed, the upper end is connected with the Grouting Pipe body, cloth bag is enclosed within outside the guide pipe, and merogenesis colligation vertically is on the tube wall between adjacent two injected holes, and tighten respectively on the guide pipe body at the cloth bag two ends; In described step 4, slip casting rifle head pursues joint slip casting in cloth bag from bottom to top by the injected hole of guide pipe body, after every joint is annotated design pressure, promotes slip casting rifle head, pours down a joint, until cloth bag is filled with, forms a complete pile body.
Preferably be with the elastic tape that injected hole can be blocked in the injected hole position of above-mentioned guide pipe.
The present invention utilizes Grouting Pipe slip casting in cloth bag, slurries should adopt the Portland cement slurries, label is not less than PO32.5, also a certain proportion of flyash can be gone into disastrously,, an amount of swell soil can be added during stirring for preventing slurries premature disengagement and precipitation, the key property of slurries should reach: viscosity 30 "～35 ", proportion 1.4～1.5, bleed rate＜3%, uniaxial compressive strength＞2.4～2.8MPa (be 7 days the length of time).
Grouting pressure is mainly considered factors such as the buried depth, soil body confined pressure of grouting pile, is generally 0.2～0.5Mpa, adopts low pressure when buried depth is shallow, adopts big value when buried depth is big, should strict control grouting pressure in the slip casting process; The slurries injection rate should be according to the control of factors such as expanded diameter and eyelet quantity, size, and the injection rate of general minor diameter, shallow embedding stake is controlled at 10～12L/min, and the injection rate of major diameter, buried stake is controlled at 50～75L/min, must guard against blindly excessive.
Cloth bag is selected φ 300～400mm roll type for use, generally selects unit area 230g/m for use
2, CRB bursting strength 〉=5.5KN, effective aperture O
900.07～0.5mm, tearing strength 〉=0.9KN, coefficient of permeability K=1 * 10
-2～10
-3Cm/s.
The present invention adopts bag pile to reinforce weak soil layer for sleeping in down, well controlled investment and solution settlement stability problem.Because the buffer action of cloth bag is arranged, and cement paste reaches the compacted peripheral soil body by the expansion cloth bag, separates out moisture, form the column pile body of rule, and strength of the mixing pile is higher, controlled.
The present invention has following characteristics:
1, the cement grout cloth bag that expands under pressure, the compacted soil body forms the vertical drainage passage, plays vertical reinforced action, improves the bearing capacity and the composite modulus of foundation soil;
2, grouting pressure and slurries injection rate etc. can be controlled by metering device;
3, pile body length, intensity, stake footpath etc. are controlled, can implement to reinforce in the designated depth scope;
4,, be mainly used in and reinforce homogeneous, alternating layers shape soft foundation as vertical reinforcement; Also can be used as transversal reinforcement, be used for the slope reinforcement of loose ground;
5, look working environment, geologic setting condition, optional majority kind construction equipment pore-forming pile;
6, cloth bag size and correlation technique parameter should be purpose to satisfy grouting pressure and slurries controlled.
Description of drawings
Fig. 1 is embodiment 1 a pile schematic diagram.
Fig. 2 is embodiment 2 pile schematic diagrames.
Fig. 3 is embodiment 2 Grouting Pipe generalized sections.
The specific embodiment
Embodiment 1: referring to Fig. 1, Fig. 1 has shown the forming process of buried bag pile in the alternating layers weak soil.
The method of present embodiment may further comprise the steps:
1) in soil layer, uses boring machine pile hole 5.Boring machine adopts general geology rig, circle round rig or vibration sinking tube machine, can suitably dispose slurry coat method as required.When adopting the rig pore-forming, opening diameter 〉=91mm, general clear water circulation for the stratum, hole that easily collapses, is used mud circulation instead when creeping into.When adopting vibration sinking tube machine pore-forming, the aperture is generally greater than 100mm, and assurance bagging Grouting Pipe can be put into by immersed tube; Can adopt the construction of lantern ring type immersed tube when the construction super long pile, it is excessive to avoid the hole body to tilt;
2) cloth bag 1 is enclosed within outside the Grouting Pipe 2, prick one Cowhells button or thin galvanized wire along the Grouting Pipe length direction every 30～50cm, with the cloth bag colligation on Grouting Pipe, to guarantee that cloth bag enters in the hole smoothly, Grouting Pipe 2 lower ends are by plug 6 sealings, cloth bag 1 lower end colligation is on Grouting Pipe end locating piece 3, the upper end colligation is on Grouting Pipe neck positioning sleeve 4, Grouting Pipe neck positioning sleeve 4 is enclosed within on Grouting Pipe 2 outer walls, Grouting Pipe end locating piece 3 is positioned at Grouting Pipe 2 bottoms, is provided with injected hole on Grouting Pipe 2 bottom tube walls.
3) Grouting Pipe and the Grouting Pipe positioning element that will be with cloth bag inserts in the stake hole, Grouting Pipe neck positioning sleeve 4 is placed the design elevation place of bag pile in the hole 5, Grouting Pipe end locating piece 3 places 5 bottoms, a hole, to cloth bag 1 internal pressure slip casting, grouting pressure is generally 0.2～0.5Mpa from Grouting Pipe 2.
In the time of in slurries enter into cloth bag, along with entering of slurries, the cloth bag of bottommost begins to expand, and rise Cowhells button or the galvanized wire of colligation disconnected on the Grouting Pipe surface, the soil body around the extruding, slowly promote Grouting Pipe after reaching 0.2～0.5Mpa pressure, in cloth bag, be injected into the slurries of design flow, Grouting Pipe is proposed, rely on ground, Grouting Pipe bottom plug 6 and the neck positioning sleeve 4 that is enclosed within outside the Grouting Pipe to peg graft, return on the slurries in the shutoff cloth bag, guarantee that slurries are controlled at formation pile body 7 in the cloth bag effectively.
Embodiment 2: referring to Fig. 2, Fig. 2 has shown the forming process of shallow embedding bag pile in the homogeneous weak soil.
The method of present embodiment is substantially the same manner as Example 1, difference is, in described step 2, described Grouting Pipe is by Grouting Pipe body 21, guide pipe 22 and slip casting rifle head are formed, merogenesis is provided with injected hole vertically on guide pipe 22 tube walls, described slip casting rifle head comprises the short tube 10 of an external diameter less than above-mentioned guide pipe 22 internal diameter of tube body, short tube 10 inserts in the guide pipe 22, on the tube wall of short tube 10, be provided with rifle head injected hole 11, sealing only starches piston 12 between being provided with guide pipe 22 bodys and short tube 10 on the short tube tube wall on rifle head injected hole 11 both sides, described short tube 10 lower end closed, the upper end is connected with Grouting Pipe body 21.Cloth bag 1 is enclosed within outside guide pipe 22 bodys, and merogenesis colligation vertically is on the tube wall between adjacent two injected holes, tighten respectively on guide pipe 22 bodys at the cloth bag two ends.
In described step 4, slip casting rifle head pursues joint slip casting in cloth bag 1 from bottom to top by the injected hole of guide pipe 22 bodys, along with entering of slurries, the cloth bag of bottommost begins to expand, the soil body around the cloth bag of expansion begins to push, and just colligation is risen disconnected at the Cowhells button or the galvanized wire 9 on Grouting Pipe body surface, after every joint is annotated design pressure, promote slip casting rifle head, pour down a joint, until cloth bag is filled with, form a complete pile body.
Select for use about φ 50mm at described guide pipe 22 bodys of present embodiment, wall thickness 3.5～4.0mm, compressive strength is not less than the high-quality pvc pipe of 1.0Mpa, pvc pipe is cut a hole the injected hole of 6～9 φ 3～5mm vertically on tube wall every 30～50cm, be with the elastic tape 8 that injected hole can be blocked in the injected hole position, during slip casting, slurries enter in the cloth bag from injected hole, and slip casting is when finishing, because the existence of elastic tape 8 is arranged, slurries also can not backflow in the Grouting Pipe body.
The cloth bag of above-mentioned two embodiment is selected φ 300～400mm roll type for use, generally selects unit area 230g/m for use
2, CRB bursting strength 〉=5.5KN, effective aperture 0
900.07～0.5mm, tearing strength 〉=0.9KN, coefficient of permeability K=1 * 10
-2～10
-3Cm/s.
The problem of noting during slip casting of the present invention:
1) from bottom to top by joint slip casting, every joint can slowly promote Grouting Pipe body 21 when annotating design slurry amount and satisfying pressure condition, pours down a joint.For buried major diameter bag pile, when grouting amount surpasses 3m and grouting pressure and reaches designing requirement, can slowly promote Grouting Pipe body 21, put forward pipe speed and be controlled at 0.4～0.6m/min.
2) grouting pressure is generally 0.2～0.5Mpa, in case surpass design pressure, carries Grouting Pipe body 21 on should be in time.Carry on should stopping when grouting pressure descends in putting forward the pipe process, treat to continue slowly to promote Grouting Pipe body 21 after grouting pressure returns to designing requirement.
3) the slurries injection rate should be according to the control of factors such as expanded diameter and eyelet quantity, size, and the injection rate of general minor diameter, shallow embedding stake is controlled at 10～12L/min; The injection rate of major diameter, buried stake is controlled at 50～75L/min.
When 4) grouting amount and pressure all meet design requirement, can extract Grouting Pipe, flushing grouting pipeline and relevant device use to get hole slip casting ready.The slip casting of every hole finishes, and should open return valve before the dismounting Grouting Pipe, to discharge the pressure of filling system.
Claims (5)
1. cloth bag grouting pile-forming method is characterized in that this method may further comprise the steps:
1) in soil layer, uses boring machine pile hole;
2) cloth bag is enclosed within outside the Grouting Pipe, with cloth bag with the merogenesis colligation vertically of soft band on Grouting Pipe, cloth bag two ends respectively colligation are tight, the Grouting Pipe lower end closed is provided with injected hole on the Grouting Pipe tube wall;
3) Grouting Pipe that will be with cloth bag is inserted in the stake hole;
4) pursue joint slip casting in cloth bag from bottom to top by Grouting Pipe, after every joint is annotated design pressure, pour down a joint,, form a complete pile body until cloth bag is filled with.
2. cloth bag grouting pile-forming method according to claim 1, it is characterized in that in described step 2, described Grouting Pipe is made up of Grouting Pipe body, tube end locating piece and neck positioning sleeve, described neck positioning sleeve is enclosed within on the Grouting Pipe tube wall, described end locating piece is positioned at Grouting Pipe body bottom, the colligation of cloth bag lower end is on the locating piece of Grouting Pipe end, and cloth bag upper end colligation is on Grouting Pipe neck positioning sleeve; In described step 3, Grouting Pipe neck positioning sleeve is placed the design elevation place of bag pile in the hole, Grouting Pipe end locating piece is placed a bottom, hole.
3. cloth bag grouting pile-forming method according to claim 2 is characterized in that sealing with plug in described Grouting Pipe body lower end, and this plug can be blocked Grouting Pipe neck positioning sleeve.
4. cloth bag grouting pile-forming method according to claim 1, it is characterized in that in described step 2, described Grouting Pipe is by the Grouting Pipe body, guide pipe and slip casting rifle head are formed, merogenesis is provided with injected hole vertically on the guide pipe tube wall, described slip casting rifle head comprises the short tube of an external diameter less than above-mentioned guide pipe internal diameter, short tube inserts in the guide pipe, on the tube wall of short tube, be provided with rifle head injected hole, what seal between being provided with guide pipe body and short tube on the short tube tube wall on rifle head injected hole both sides only starches piston, described short tube lower end closed, the upper end is connected with the Grouting Pipe body, cloth bag is enclosed within outside the guide pipe, and merogenesis colligation vertically is on the tube wall between adjacent two injected holes, and tighten respectively on the guide pipe body at the cloth bag two ends; In described step 4, slip casting rifle head pursues joint slip casting in cloth bag from bottom to top by the injected hole of guide pipe body, after every joint is annotated design pressure, promotes slip casting rifle head, pours down a joint, until cloth bag is filled with, forms a complete pile body.
5. cloth bag grouting pile-forming method according to claim 4 is characterized in that in described step 2, is with the elastic tape that injected hole can be blocked in the injected hole position of guide pipe body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200710053179A CN100582380C (en) | 2007-09-10 | 2007-09-10 | Cloth bag grouting pile-forming method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200710053179A CN100582380C (en) | 2007-09-10 | 2007-09-10 | Cloth bag grouting pile-forming method |
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| Publication Number | Publication Date |
|---|---|
| CN101126238A true CN101126238A (en) | 2008-02-20 |
| CN100582380C CN100582380C (en) | 2010-01-20 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN200710053179A Active CN100582380C (en) | 2007-09-10 | 2007-09-10 | Cloth bag grouting pile-forming method |
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Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101644049B (en) * | 2009-06-03 | 2012-02-22 | 广东省航盛建设集团有限公司 | Slurry injection technique of double-valve sleeve valve tube of cloth bag |
| CN102409674A (en) * | 2011-09-07 | 2012-04-11 | 中国电力科学研究院 | Cloth bag wall protection micro pile and construction method thereof |
| CN103015398A (en) * | 2013-01-09 | 2013-04-03 | 陈绍文 | Bridge abutment liquefied foundation reinforcing method and reinforcing expansion body |
| CN103243710A (en) * | 2013-05-17 | 2013-08-14 | 中国十七冶集团有限公司 | Vibration immersed pipe woven bag pile |
| CN103573274A (en) * | 2013-11-11 | 2014-02-12 | 浙江大学 | Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation |
| CN103711122A (en) * | 2013-12-09 | 2014-04-09 | 杭州江润科技有限公司 | Cloth bag squeezing concrete branch pile and construction method |
| CN104328782A (en) * | 2014-11-27 | 2015-02-04 | 北京中铁润海科技有限公司 | Expansive pouring device and method for governing railway roadbed sedimentation and deformation |
| CN104389314A (en) * | 2014-12-10 | 2015-03-04 | 山东大学 | Grouting reinforcement device and method for shallow clay |
| CN104452741A (en) * | 2014-11-30 | 2015-03-25 | 中铁二十局集团第一工程有限公司 | Technique for constructing reinforcing cloth bag grouting pile of coastal soft soil foundation |
| CN105484265A (en) * | 2014-09-18 | 2016-04-13 | 江苏昌鑫基础工程有限公司 | Novel cloth bag grouting system |
| CN106677160A (en) * | 2016-11-18 | 2017-05-17 | 山东大学 | Series mold bag retrusive type subsection slip casting device and slip casting method |
| CN108755699A (en) * | 2018-06-07 | 2018-11-06 | 上海勘察设计研究院(集团)有限公司 | The deformation control method and device of a kind of foundation pit periphery soil body |
| CN110644461A (en) * | 2019-09-30 | 2020-01-03 | 上海隆基建设股份有限公司 | Foundation treatment method |
| CN110685272A (en) * | 2019-09-23 | 2020-01-14 | 苏交科集团股份有限公司 | Method for treating soft foundation settlement overrun by utilizing inclined-hole cloth bag pile |
| CN111893987A (en) * | 2020-08-04 | 2020-11-06 | 湖南宏禹工程集团有限公司 | Rapid reinforcement treatment method for sludge foundation covered with miscellaneous fill |
| CN111945703A (en) * | 2020-08-19 | 2020-11-17 | 福建省燕城建设工程有限公司 | Drainage structure for foundation stabilization and drainage method thereof |
| CN112176781A (en) * | 2019-07-05 | 2021-01-05 | 北京华铁时代建设发展有限公司 | Method for controlling subgrade settlement of high-speed rail operation |
| CN113047264A (en) * | 2021-03-16 | 2021-06-29 | 中国地质大学（武汉） | Air bag hole sealing type cloth bag grouting method |
| CN115305905A (en) * | 2022-07-14 | 2022-11-08 | 北京中岩大地科技股份有限公司 | Method for reinforcing soft foundation interlayer combined with pile foundation construction |
-
2007
- 2007-09-10 CN CN200710053179A patent/CN100582380C/en active Active
Cited By (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101644049B (en) * | 2009-06-03 | 2012-02-22 | 广东省航盛建设集团有限公司 | Slurry injection technique of double-valve sleeve valve tube of cloth bag |
| CN102409674A (en) * | 2011-09-07 | 2012-04-11 | 中国电力科学研究院 | Cloth bag wall protection micro pile and construction method thereof |
| CN102409674B (en) * | 2011-09-07 | 2015-01-21 | 中国电力科学研究院 | Cloth bag wall protection micro pile and construction method thereof |
| CN103015398A (en) * | 2013-01-09 | 2013-04-03 | 陈绍文 | Bridge abutment liquefied foundation reinforcing method and reinforcing expansion body |
| CN103243710A (en) * | 2013-05-17 | 2013-08-14 | 中国十七冶集团有限公司 | Vibration immersed pipe woven bag pile |
| CN103573274B (en) * | 2013-11-11 | 2016-01-20 | 浙江大学 | Soft foundation shield tunnel subsidence controls steel sleeve grouting and reinforcing device |
| CN103573274A (en) * | 2013-11-11 | 2014-02-12 | 浙江大学 | Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation |
| CN103711122A (en) * | 2013-12-09 | 2014-04-09 | 杭州江润科技有限公司 | Cloth bag squeezing concrete branch pile and construction method |
| CN105484265A (en) * | 2014-09-18 | 2016-04-13 | 江苏昌鑫基础工程有限公司 | Novel cloth bag grouting system |
| CN104328782B (en) * | 2014-11-27 | 2016-06-29 | 北京中铁润海科技有限公司 | A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof |
| CN104328782A (en) * | 2014-11-27 | 2015-02-04 | 北京中铁润海科技有限公司 | Expansive pouring device and method for governing railway roadbed sedimentation and deformation |
| CN104452741A (en) * | 2014-11-30 | 2015-03-25 | 中铁二十局集团第一工程有限公司 | Technique for constructing reinforcing cloth bag grouting pile of coastal soft soil foundation |
| CN104389314A (en) * | 2014-12-10 | 2015-03-04 | 山东大学 | Grouting reinforcement device and method for shallow clay |
| CN104389314B (en) * | 2014-12-10 | 2016-07-20 | 山东大学 | A kind of shallow clay grouting and reinforcing device and method |
| CN106677160A (en) * | 2016-11-18 | 2017-05-17 | 山东大学 | Series mold bag retrusive type subsection slip casting device and slip casting method |
| CN108755699A (en) * | 2018-06-07 | 2018-11-06 | 上海勘察设计研究院(集团)有限公司 | The deformation control method and device of a kind of foundation pit periphery soil body |
| CN108755699B (en) * | 2018-06-07 | 2020-10-30 | 上海勘察设计研究院(集团)有限公司 | Deformation control method and device for foundation pit peripheral soil body |
| CN112176781A (en) * | 2019-07-05 | 2021-01-05 | 北京华铁时代建设发展有限公司 | Method for controlling subgrade settlement of high-speed rail operation |
| CN110685272A (en) * | 2019-09-23 | 2020-01-14 | 苏交科集团股份有限公司 | Method for treating soft foundation settlement overrun by utilizing inclined-hole cloth bag pile |
| CN110644461A (en) * | 2019-09-30 | 2020-01-03 | 上海隆基建设股份有限公司 | Foundation treatment method |
| CN111893987A (en) * | 2020-08-04 | 2020-11-06 | 湖南宏禹工程集团有限公司 | Rapid reinforcement treatment method for sludge foundation covered with miscellaneous fill |
| CN111945703A (en) * | 2020-08-19 | 2020-11-17 | 福建省燕城建设工程有限公司 | Drainage structure for foundation stabilization and drainage method thereof |
| CN111945703B (en) * | 2020-08-19 | 2021-10-19 | 福建省燕城建设工程有限公司 | Drainage structure for foundation stabilization and drainage method thereof |
| CN113047264A (en) * | 2021-03-16 | 2021-06-29 | 中国地质大学（武汉） | Air bag hole sealing type cloth bag grouting method |
| CN115305905A (en) * | 2022-07-14 | 2022-11-08 | 北京中岩大地科技股份有限公司 | Method for reinforcing soft foundation interlayer combined with pile foundation construction |
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| CN100582380C (en) | 2010-01-20 |
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Owner name: THE FORTH SURVEY AND DESIGN INSTITUTE (GROUP) CO., Free format text: FORMER NAME: THE FOURTH SURVEY AND DESIGN INSTITUTE OF CHINA RAILWAY |
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Address after: 430080 No. 745 Heping Avenue, Wuchang District, Hubei, Wuhan Patentee after: The forth Survey and Design Institute (Group) Co., Ltd. Of CRCC Address before: Tiesiyuan Technology Center No. 745 Yang Park 430080 peace road in Hubei province Wuhan City Qingshan District Patentee before: The Fourth Survey and Design Institute of China Railway |