CN203320371U - Ballastless track high-speed railway cutting foundation bed structure for a seasonally frozen ground area - Google Patents
Ballastless track high-speed railway cutting foundation bed structure for a seasonally frozen ground area Download PDFInfo
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- CN203320371U CN203320371U CN2013203234609U CN201320323460U CN203320371U CN 203320371 U CN203320371 U CN 203320371U CN 2013203234609 U CN2013203234609 U CN 2013203234609U CN 201320323460 U CN201320323460 U CN 201320323460U CN 203320371 U CN203320371 U CN 203320371U
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Abstract
The utility model discloses a ballastless track high-speed railway cutting foundation bed structure for a seasonally frozen ground area, which is used for effectively controlling the water content of filling in a foundation bed range to not exceed the water content of start frost heaving so as to prevent frost heaving deformation from the source, meet the control requirements of a ballastless track high-speed railway for the structural deformation of the foundation bed and guarantee the high smoothness, stability and durability of the track structure. The cutting foundation bed comprises a composite waterproof and drainage layer, a foundation bed lower bottom layer, a drainage type foundation bed upper bottom layer, a drainage type foundation bed surface layer and a road bed surface waterproof layer which are paved or filled on an original-state foundation soil layer on the bottom surface of a filling change layer of the foundation bed sequentially from bottom to top, wherein drainage constructions are arranged on two sides of the cutting foundation bed; the elevation of the drainage surface of the drainage structure at the lower part of the drainage construction is lower than the elevation of the lower bottom surface of the composite waterproof and drainage layer; and the designed freezing depth of the cutting foundation bed extends from the upper surface of the road bed surface waterproof layer to the upper surface of the foundation bed lower bottom layer.
Description
Technical field
The utility model relates to ballastless track of high-speed railway, particularly a kind of frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure.
Background technology
Non-fragment orbit is the track structure form that a kind of concrete material high by intensity, that rigidity is large replaces loose railway ballast material, himself keeps the ability of how much states and stability to strengthen, and maintenance load reduces, and at home and abroad in high-speed railway, is widely adopted.But it is poor that the deficiency of ballastless track structure maximum is the inhomogeneous deformation adaptive capacity on basis under line, once structure generation destroys, comfortableness and safety that not only impact is driven a vehicle, the difficulty of maintenance is also larger, therefore intensity, rigidity, plastic strain and the vertical and horizontal uniformity on basis under line proposed to strict requirement.
For the non-fragment orbit high-speed railway of building at frozen ground regions, the frost-heaving deformation that the roadbed superstructure produces often be can not ignore the impact of track structure, excessive frost-heaving deformation may affect Track regularity, the cracking that even causes concrete bearing layer (base), the track structure state deteriorating, affect traffic safety and long service performance thereof.So the frost-heaving deformation that how to overcome roadbed superstructure (in depth of frost penetration scope) is one of key technical problem of frozen ground regions non-fragment orbit high-speed railway.
The condition that roadbed produces frost-heaving deformation is: at first need in the soil body to have enough moisture; Next is that atmospheric temperature reduces to make in the soil body and subzero temperature occurs.Therefore, how the generation essential measure that prevents frost-heaving deformation also should from controls the soil body water content or adopts corresponding Insulation to prevent these two aspects of subzero temperature effectively.Laying heat insulating material on the roadbed top layer is the measure of taking the earliest prevention of frost heave, and it reduces the cold that natural surface transmits to roadbed, thereby reach the effect that reduces the roadbed frost heave by the thermal resistance effect of laying heat insulating material.When being placed in low temperature atmospheric environment lower time of whole road structure long period, the heat insulation effect of the method is also desirable not to the utmost.Simultaneously, the operation of laying heat insulating material is more complicated, high expensive, is not suitable for while building roadbed on a large scale and uses, and is applied in the high-speed railway superstructure, and under long-term dynamic loading, its durability is difficult to guarantee.Thereby, adopt an effective measure, the water content of roadbed superstructure is controlled at below initial frost heave water content all the time, can fundamentally solve the frost-heaving deformation problem.Really, the anti-drainage measure of subgrade construction always comes into one's own, as the setting of gutter, gutter, catchwater; Lay the waterproof bed course at foundation surface and prevent that the measures such as infiltration embankment of underground water from being all the anti-draining means that subgrade construction is commonly used.Yet, be close to harsh grade Deformation control requirement for the non-fragment orbit high-speed railway, how frost-heaving deformation is controlled in rational scope, exceeded the understanding of prior art to geotechnical engineering anti-freeze expansion problem, also not having can be for the experience of directly using for reference.
In sum, along with non-fragment orbit high-speed railway building on a large scale at frozen ground regions, in the urgent need to the non-fragment orbit cutting bed of rapid transit railway structure and the construction method thereof that are applicable to frozen ground regions of a cover system, realize frost-heaving deformation is effectively controlled.
The utility model content
Technical problem to be solved in the utility model is to provide a kind of frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure, be no more than initial frost heave water content effectively to control the water content of banketing in the bedding scope, prevent the generation of frost-heaving deformation from source, thereby make it to meet the control requirement of non-fragment orbit high-speed railway to the foundation bed structure distortion, guarantee high ride, stability and the durability of track structure.
It is as follows that the utility model solves the technical scheme that its technical problem adopts:
Frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure of the present utility model is characterized in that: this cutting bedding is included in bedding and changes on the original state foundation soil of packing course bottom surface under the compound anti-drainage blanket from bottom to top laying successively or fill, bedding bottom, dewatering type surface layer of subgrade bed, road bed waterproofing course on bottom, dewatering type bedding; Cutting bedding both sides arrange drain structure, and the draining face absolute altitude of drain structure bottom discharge structure is lower than the bottom surface absolute altitude of compound anti-drainage blanket; The design frost depth of cutting bedding by road bed waterproofing course upper surface to bottom upper surface under bedding.
It is as follows that the utility model solves another technical scheme that its technical problem adopts:
Frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure of the present utility model is characterized in that: this cutting bedding is included in bedding and changes on the original state foundation soil of packing course bottom surface the following drainage blanket of compound anti-drainage blanket, bedding, dewatering type bottom layer of subgrade, dewatering type surface layer of subgrade bed, the road bed waterproofing course of from bottom to top laying successively or filling; Cutting bedding both sides arrange drain structure, and the draining face absolute altitude of drain structure bottom discharge structure is lower than the bottom surface absolute altitude of compound anti-drainage blanket; The design frost depth of cutting bedding by road bed waterproofing course upper surface to compound anti-drainage blanket upper surface.
The beneficial effects of the utility model are, solved the difficult problem that prior art exists, can effectively control the water content of banketing in the bedding scope and be no more than initial frost heave water content, prevent the generation of frost-heaving deformation from source, thereby make it to meet the control requirement of non-fragment orbit high-speed railway to the foundation bed structure distortion, guarantee high ride, stability and the durability of track structure; Construction technology is simple, and technology is reasonable, fills system easy to control the quality, can carry out operation extensive, streamlined, and efficiency of construction is high, construction quality good.
The accompanying drawing explanation
This manual comprises following two width accompanying drawings:
Fig. 1 is the sectional schematic diagram of the utility model frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure embodiment 1;
Fig. 2 is the sectional schematic diagram of the utility model frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure embodiment 2;
Shown in figure the structure and corresponding mark: on road bed waterproofing course 1, dewatering type surface layer of subgrade bed 2, dewatering type bedding under bottom 3a, dewatering type bottom layer of subgrade 3b, bedding bottom 4a, the following drainage blanket 4b of bedding, compound anti-drainage blanket 5, gutter 6, weeper drain 7, bedding change packing course bottom surface original state foundation soil 8, design frost depth Z.
The specific embodiment
Below in conjunction with drawings and Examples, the utility model is further illustrated.
With reference to the embodiment 1 shown in Fig. 1, the utility model frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure, be included in bedding and change on packing course bottom surface original state foundation soil 8 under the compound anti-drainage blanket 5 from bottom to top laying successively or fill, bedding bottom 3a, dewatering type surface layer of subgrade bed 2, road bed waterproofing course 1 on bottom 4a, dewatering type bedding; Cutting bedding both sides arrange drain structure, and the draining face absolute altitude of drain structure bottom discharge structure is lower than the bottom surface absolute altitude of compound anti-drainage blanket 5; The design frost depth Z of cutting bedding by road bed waterproofing course 1 upper surface to bottom 4a upper surface under bedding.This embodiment 1 is applicable to freeze the deeply relatively shallowly cutting foundation bed structure of district (design frost depth is less than 2.7m), and design frost depth Z is Z
1+ 0.5m, Z
1For dark standard value is frozen in the zone actual measurement.Usually, the thickness of road bed waterproofing course 1 is 0.1m, and the thickness of dewatering type surface layer of subgrade bed 2 is 0.3m, and on the dewatering type bedding, the thickness of bottom 3a is Z-0.4m, and under bedding, the thickness of bottom 4a is 2.7-Zm.
With reference to Fig. 1, described drain structure generally consists of top discharge structure and bottom discharge structure, the top discharge structure is gutter 6, and the bottom discharge structure is weeper drain 7, and the draining face absolute altitude of this weeper drain 7 is usually less than the bottom surface absolute altitude 5cm of compound anti-drainage blanket 5.Compound anti-drainage blanket 5 consists of medium coarse sand leveling layer, composite earthwork rete, medium coarse sand topping from bottom to top, and the thickness of medium coarse sand leveling layer, medium coarse sand topping is generally 5cm.
With reference to Fig. 1, road bed waterproofing course 1 can effectively stop surface water under ooze.If ooze under a small amount of surface water, on dewatering type surface layer of subgrade bed 2, dewatering type bedding, bottom 3a all adopts infiltration soil to fill, can guarantee to infiltrate the interior water of bedding and discharge in time outside bedding, the compound anti-drainage blanket 5 that bedding changes on packing course bottom surface original state foundation soil 8 can avoid Groundwater infiltration in foundation bed structure.In bedding on road bed waterproofing course 1, dewatering type surface layer of subgrade bed 2, dewatering type bedding bottom 3a, compound anti-drainage blanket 5 and gutter 6 and weeper drain 7 jointly formed foundation bed structure Comprehensive Preventing drainage system, when meeting the foundation bed structure load bearing requirements, effectively prevent that in bedding, water content surpasses initial frost heave water content, reach the purpose that prevents frost heave.For the benefit of draining, bedding changes under packing course bottom surface original state foundation soil 8, compound anti-drainage blanket 5, bedding the upper surface of bottom 3a, dewatering type surface layer of subgrade bed 2 on bottom 4a, dewatering type bedding and all has 5% crown slope, and road bed waterproofing course 1 end face (TB10621-2009) arranges crown slope by respective design standard " Design of High-speed Railway standard (trying) ".
The filling material of road bed waterproofing course 1 is bituminous concrete, its osmotic coefficient k>=10
-6Cm/s, bending tensile strength R
B>=4MPa, freeze thawing Ratio of split strength TSR>=70%, standard Marshall stability MS>=5kN.The filling material of dewatering type surface layer of subgrade bed 2 is graded broken stone, after its compacting, should meet K
30>=190MPa/m, coefficient of consolidation>=0.97, E
Vd>=55MPa, osmotic coefficient k>=10
-3Cm/s.On the dewatering type bedding, the filling material of bottom 3a is A, B group filler, should meet rubble class and cobble soil K after its compacting
30>=150MPa/m or sandy soil and granule soil K
30>=130MPa/m, coefficient of consolidation>=0.95, E
Vd>=40MPa/m, osmotic coefficient k>=10
-3Cm/s.Under bedding, bottom 4a filling material is A, B group filler, rubble class and cobble soil K after its compacting
30>=150MPa/m or sandy soil and granule soil K
30>=130MPa/m, coefficient of consolidation>=0.95, E
Vd>=40MPa/m.Above-mentioned A, B organize filler, meet " railway bed design specifications " (TB10001-2005) and " Design of High-speed Railway standard (trying) " index of correlation requirement (TB10621-2009) simultaneously.The allowable bearing that bedding changes packing course bottom surface original state foundation soil 8 is not less than 200kPa.
Reference is by the embodiment 2 shown in Fig. 2, frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure of the present utility model, be included in bedding and change on packing course bottom surface original state foundation soil 8 the following drainage blanket 4b of compound anti-drainage blanket 5, bedding, dewatering type bottom layer of subgrade 3b, dewatering type surface layer of subgrade bed 2, the road bed waterproofing course 1 of from bottom to top laying successively or filling; Cutting bedding both sides arrange drain structure, and the draining face absolute altitude of drain structure bottom discharge structure is lower than the bottom surface absolute altitude of compound anti-drainage blanket 5; The design frost depth Z of cutting bedding by road bed waterproofing course 1 upper surface to compound anti-drainage blanket 5 upper surfaces.This embodiment 2 is applicable to freeze the cutting foundation bed structure of district (design frost depth is greater than 2.7m) deeply deeper, and design frost depth Z is Z
1+ 0.5m, Z
1For dark standard value is frozen in the zone actual measurement.Usually, the thickness of described road bed waterproofing course 1 is 0.1m, and the thickness of dewatering type surface layer of subgrade bed 2 is 0.3m, and the thickness of dewatering type bottom layer of subgrade 3b is 2.3m, and the thickness of the following drainage blanket 4b of bedding is Z-2.7m.
With reference to Fig. 2, described drain structure generally consists of top discharge structure and bottom discharge structure, the top discharge structure is gutter 6, and the bottom discharge structure is weeper drain 7, and the draining face absolute altitude of this weeper drain 7 is usually less than the bottom surface absolute altitude 5cm of compound anti-drainage blanket 5.Compound anti-drainage blanket 5 consists of medium coarse sand leveling layer, composite earthwork rete, medium coarse sand topping from bottom to top, and the thickness of medium coarse sand leveling layer, medium coarse sand topping is generally 5cm.
With reference to Fig. 2, road bed waterproofing course 1 can effectively stop surface water under ooze.If ooze under a small amount of surface water, dewatering type surface layer of subgrade bed 2, dewatering type bottom layer of subgrade 3b all adopt infiltration soil to fill, can guarantee to infiltrate the interior water of bedding and discharge timely outside bedding, the compound anti-drainage blanket 5 that bedding changes on packing course bottom surface original state foundation soil 8 can avoid Groundwater infiltration in foundation bed structure.In bedding, road bed waterproofing course 1, dewatering type surface layer of subgrade bed 2, dewatering type bottom layer of subgrade 3b, compound anti-drainage blanket 5 and gutter 6 and weeper drain 7 have formed foundation bed structure Comprehensive Preventing drainage system jointly, when meeting the foundation bed structure load bearing requirements, effectively prevent that in bedding, water content surpasses initial frost heave water content, reach the purpose that prevents frost heave.For the benefit of draining, the upper surface that described bedding changes packing course bottom surface original state foundation soil 8, compound anti-drainage blanket 5, the following drainage blanket 4b of bedding, dewatering type bottom layer of subgrade 3b, dewatering type surface layer of subgrade bed 2 all has 5% crown slope, and road bed waterproofing course 1 end face (TB10621-2009) arranges crown slope by respective design standard " Design of High-speed Railway standard (trying) ".
The filling material of road bed waterproofing course 1 is bituminous concrete, its osmotic coefficient k>=10
-6Cm/s, bending tensile strength R
B>=4MPa, freeze thawing Ratio of split strength TSR>=70%, standard Marshall stability MS>=5kN.The filling material of dewatering type surface layer of subgrade bed 2 is graded broken stone, after its compacting, should meet K
30>=190MPa/m, coefficient of consolidation>=0.97, E
Vd>=55MPa, osmotic coefficient k>=10
-3Cm/s.Dewatering type bottom layer of subgrade 3b filling material is A, B group filler, rubble class and cobble soil K after its compacting
30>=150MPa/m or sandy soil and granule soil K
30>=130MPa/m, coefficient of consolidation>=0.95, E
Vd>=40MPa/m, osmotic coefficient k>=10
-3Cm/s.The filling material of the following drainage blanket 4b of bedding is A, B group filler, rubble class and cobble soil K after its compacting
30>=130MPa/m or sandy soil and granule soil K
30>=110MPa/m, coefficient of consolidation>=0.92, transmission coefficient>=0.9210
-3Cm/s.Above-mentioned A, B organize filler, meet " railway bed design specifications " (TB10001-2005) and " Design of High-speed Railway standard (trying) " index of correlation requirement (TB10621-2009) simultaneously.The allowable bearing that bedding changes packing course bottom surface original state foundation soil 8 is not less than 200kPa.
Claims (14)
1. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure is characterized in that: this cutting bedding is included in bedding and changes on packing course bottom surface original state foundation soil (8) under the compound anti-drainage blanket (5) from bottom to top laying successively or fill, bedding bottom (3a), dewatering type surface layer of subgrade bed (2), road bed waterproofing course (1) on bottom (4a), dewatering type bedding; Cutting bedding both sides arrange drain structure, and the draining face absolute altitude of drain structure bottom discharge structure is lower than the bottom surface absolute altitude of compound anti-drainage blanket (5); The design frost depth Z of cutting bedding by road bed waterproofing course 1 upper surface to bottom (4a) upper surface under bedding.
2. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 1, it is characterized in that: the filling material of described road bed waterproofing course (1) is bituminous concrete, its osmotic coefficient k>=10
-6Cm/s, bending tensile strength R
B>=4MPa, freeze thawing Ratio of split strength TSR>=70%, standard Marshall stability MS>=5kN.
3. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 1, it is characterized in that: the filling material of described dewatering type surface layer of subgrade bed (2) is graded broken stone, after its compacting, meets K
30>=190MPa/m, coefficient of consolidation>=0.97, E
Vd>=55MPa, osmotic coefficient k>=10
-3Cm/s.
4. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 1 is characterized in that: on described dewatering type bedding, the filling material of bottom (3a) is A, B group filler, meets rubble class and cobble soil K after its compacting
30>=150MPa/m or sandy soil and granule soil K
30>=130MPa/m, coefficient of consolidation>=0.95, E
Vd>=40MPa/m, osmotic coefficient k>=10
-3Cm/s.
5. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 1 is characterized in that: bottom under described bedding (4a) filling material is A, B group filler, wherein, and to rubble class and cobble soil K after its compacting of A, B group filler
30>=150MPa/m or sandy soil and granule soil K
30>=130MPa/m, coefficient of consolidation>=0.95, E
Vd>=40MPa/m.
6. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 1, it is characterized in that: the allowable bearing that described bedding changes packing course bottom surface original state foundation soil (8) is not less than 200kPa.
7. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as described as claim 1 to 6 any one, it is characterized in that: the thickness of described road bed waterproofing course (1) is 0.1m, the thickness of dewatering type surface layer of subgrade bed (2) is 0.3m, the thickness of bottom on the dewatering type bedding (3a) is Z-0.4m, and the thickness of bottom under bedding (4a) is 2.7-Zm; Described bedding changes under packing course bottom surface original state foundation soil (8), compound anti-drainage blanket (5), bedding the upper surface of bottom (3a), dewatering type surface layer of subgrade bed (2) on bottom (4a), dewatering type bedding and all has 5% crown slope, and road bed waterproofing course 1 end face is by respective design criterion settings crown slope.
8. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure, it is characterized in that: this cutting bedding is included in bedding and changes on packing course bottom surface original state foundation soil (8) compound anti-drainage blanket (5), the following drainage blanket of bedding (4b), dewatering type bottom layer of subgrade (3b), dewatering type surface layer of subgrade bed (2), the road bed waterproofing course (1) of from bottom to top laying successively or filling; Cutting bedding both sides arrange drain structure, and the draining face absolute altitude of drain structure bottom discharge structure is lower than the bottom surface absolute altitude of compound anti-drainage blanket (5); The design frost depth of cutting bedding (Z) by road bed waterproofing course (1) upper surface to compound anti-drainage blanket (5) upper surface.
9. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 8, it is characterized in that: the filling material of described road bed waterproofing course (1) is bituminous concrete, its osmotic coefficient k>=10
-6Cm/s, bending tensile strength R
B>=4MPa, freeze thawing Ratio of split strength TSR>=70%, standard Marshall stability MS>=5kN.
10. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 8, it is characterized in that: the filling material of described dewatering type surface layer of subgrade bed (2) is graded broken stone, after its compacting, meets K
30>=190MPa/m, coefficient of consolidation>=0.97, E
Vd>=55MPa, osmotic coefficient k>=10
-3Cm/s.
11. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 8 is characterized in that: the filling material of described dewatering type bottom layer of subgrade (3b) is A, B group filler, rubble class and cobble soil K after its compacting
30>=150MPa/m or sandy soil and granule soil K
30>=130MPa/m, coefficient of consolidation>=0.95, E
Vd>=40MPa/m, osmotic coefficient k>=10-3cm/s.
12. frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 8 is characterized in that: the filling material of the following drainage blanket of described bedding (4b) is A, B group filler, rubble class and cobble soil K after its compacting
30>=130MPa/m or sandy soil and granule soil K
30>=110MPa/m, coefficient of consolidation>=0.92, osmotic coefficient k>=10
-3Cm/s.
13. a kind of frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as claimed in claim 8, it is characterized in that: the allowable bearing that described bedding changes packing course bottom surface original state foundation soil (8) is not less than 200kPa.
14. as frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure as described in claim 8 to 13 any one, it is characterized in that: the thickness of described road bed waterproofing course (1) is 0.1m, the thickness of dewatering type surface layer of subgrade bed 2 is 0.3m, the thickness of dewatering type bottom layer of subgrade (3b) is 2.3m, and the thickness of the following drainage blanket of bedding (4b) is Z-2.7m; The upper surface that described bedding changes packing course bottom surface original state foundation soil (8), compound anti-drainage blanket (5), the following drainage blanket of bedding (4b), dewatering type bottom layer of subgrade (3b), dewatering type surface layer of subgrade bed (2) all has 5% crown slope, and road bed waterproofing course 1 end face is by respective design criterion settings crown slope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203234609U CN203320371U (en) | 2013-06-06 | 2013-06-06 | Ballastless track high-speed railway cutting foundation bed structure for a seasonally frozen ground area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203234609U CN203320371U (en) | 2013-06-06 | 2013-06-06 | Ballastless track high-speed railway cutting foundation bed structure for a seasonally frozen ground area |
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| Publication Number | Publication Date |
|---|---|
| CN203320371U true CN203320371U (en) | 2013-12-04 |
Family
ID=49659737
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013203234609U Withdrawn - After Issue CN203320371U (en) | 2013-06-06 | 2013-06-06 | Ballastless track high-speed railway cutting foundation bed structure for a seasonally frozen ground area |
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| CN (1) | CN203320371U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103255694A (en) * | 2013-06-06 | 2013-08-21 | 中铁二院工程集团有限责任公司 | Cutting bed structure of ballast-less rail type high-speed railway in seasonal frozen-earth area |
| CN105178133A (en) * | 2015-08-03 | 2015-12-23 | 中铁西北科学研究院有限公司 | Disc-shaped ecological water drainage facility in permafrost region and construction method for disc-shaped ecological water drainage facility |
-
2013
- 2013-06-06 CN CN2013203234609U patent/CN203320371U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103255694A (en) * | 2013-06-06 | 2013-08-21 | 中铁二院工程集团有限责任公司 | Cutting bed structure of ballast-less rail type high-speed railway in seasonal frozen-earth area |
| CN103255694B (en) * | 2013-06-06 | 2015-09-30 | 中铁二院工程集团有限责任公司 | Frozen ground regions non-fragment orbit cutting bed of rapid transit railway structure |
| CN105178133A (en) * | 2015-08-03 | 2015-12-23 | 中铁西北科学研究院有限公司 | Disc-shaped ecological water drainage facility in permafrost region and construction method for disc-shaped ecological water drainage facility |
| CN105178133B (en) * | 2015-08-03 | 2017-12-22 | 中铁西北科学研究院有限公司 | Permafrost region dish Demonstration for Ecological Sanitation facility and its construction process |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20131204 Effective date of abandoning: 20150930 |
|
| RGAV | Abandon patent right to avoid regrant |