CN108108507B - Design method for reinforcing railway karst roadbed by high-strength geotextile - Google Patents
Design method for reinforcing railway karst roadbed by high-strength geotextile Download PDFInfo
- Publication number
- CN108108507B CN108108507B CN201710745410.2A CN201710745410A CN108108507B CN 108108507 B CN108108507 B CN 108108507B CN 201710745410 A CN201710745410 A CN 201710745410A CN 108108507 B CN108108507 B CN 108108507B
- Authority
- CN
- China
- Prior art keywords
- geotextile
- strain
- strength
- strength geotextile
- deformation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000004746 geotextile Substances 0.000 title claims abstract description 132
- 238000013461 design Methods 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 27
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 14
- 230000007774 longterm Effects 0.000 claims abstract description 39
- 238000004873 anchoring Methods 0.000 claims abstract description 13
- 238000012938 design process Methods 0.000 claims abstract description 5
- 238000004364 calculation method Methods 0.000 claims description 14
- 239000002689 soil Substances 0.000 claims description 12
- 239000000463 material Substances 0.000 claims description 6
- 239000000758 substrate Substances 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 3
- 239000000725 suspension Substances 0.000 claims description 3
- 230000002411 adverse Effects 0.000 claims description 2
- 239000000945 filler Substances 0.000 claims description 2
- 230000005484 gravity Effects 0.000 claims description 2
- 238000004519 manufacturing process Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 5
- 238000011161 development Methods 0.000 description 4
- 235000019994 cava Nutrition 0.000 description 2
- 238000005553 drilling Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000005067 remediation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007619 statistical method Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Theoretical Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Architecture (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A design method for reinforcing a railway karst roadbed by high-strength geotextile aims to solve the problem that theoretical basis and design method are lacked when the railway karst roadbed is reinforced by the high-strength geotextile in actual design. The method comprises the following steps: determining the size of a karst cave and the upper load of the high-strength geotextile; determining a deformation allowable value of a roadbed surface and a long-term strain and creep strain allowable value of the high-strength geotextile; determining the ultimate strength, the short-term tension-strain relation and the long-term post-tension-strain relation of the high-strength geotextile; calculating the tension force and the corresponding strain when the high-strength geotextile reaches the equilibrium position; calculating the deformation of the roadbed surface caused by the deformation of the high-strength geotextile; calculating the long-term strain and creep strain of the high-strength geotextile; and (5) calculating the length of the anchoring section to complete the design process.
Description
Technical Field
The invention relates to a design method for reinforcing a railway karst roadbed by high-strength geotextile. Belongs to the technical field of geotechnical engineering foundation treatment.
Background
Along with the rapid development of railway construction in China, railway subgrades passing through karst development areas are increasing in recent years. Karst cave collapse is sudden and extremely harmful to train operation, karst cave development has the characteristics of concealment and complexity, and the existing geological exploration means is difficult to effectively and comprehensively reveal the development characteristics of the karst cave collapse, so that great difficulty is brought to karst remediation. At present, the karst is generally treated by means of filling replacement, grouting, pile plate structures and the like, but the above means have limitations. The replacement and filling reliability is high, the construction is simple and convenient, but the method is only suitable for the shallow karst cave which can be exposed by the substrate; grouting reinforcement is widely applied, but construction quality and improvement effect are not easy to control, reinforcement radius is limited, collapse is still possible between grouting points, and in recent years, many cases of collapse are formed after grouting reinforcement; in addition, pressure grouting is adopted for grouting reinforcement, and the influence on the existing line is large; the spanning measure of the pile plate structure is the most stable, but the construction period is long and the construction cost is high.
The high-strength geotextile is different from common geotextile, the strength of the geotextile can reach 1200kN/m, the geotextile is laid on a substrate and can bear the upper load caused by cave collapse, the sudden damage of a roadbed structure caused by the cave collapse is avoided, and the time is provided for later maintenance. Generally, the high-strength geotextile is paved on the substrate to reinforce the karst roadbed and has the advantages of wide reinforcing range, good reinforcing effect, convenient construction and low manufacturing cost. However, the reinforcing measure lacks a design method and has no corresponding theoretical guidance when being applied to practice. Therefore, the research on the design method for reinforcing the karst subgrade by the high-strength geotextile is a key technical problem which needs to be solved urgently in the regulation of the karst of the railway subgrade.
Disclosure of Invention
The invention aims to solve the technical problem of providing a design method for reinforcing a railway karst roadbed by high-strength geotextile, so as to solve the problem that theoretical basis and design method are lacked when the railway karst roadbed is reinforced by the high-strength geotextile in actual design.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention relates to a design method for reinforcing a railway karst roadbed by high-strength geotextile, which comprises the following steps:
firstly, determining the size of a karst cave and the upper load of high-strength geotextile;
determining allowable values of deformation of the roadbed surface and allowable values of long-term strain and creep strain of the high-strength geotextile;
determining the ultimate strength, short-term tension-strain relationship and long-term use post-tension-strain relationship of the high-strength geotextile, wherein the short-term and long-term high-strength geotextile tension-strain relationships determined by the material characteristics are respectively expressed as follows:
FT＝J1ε (1)
FT＝J2εl (2)
in the formula: fTHigh geotextile tension force kN; j. the design is a square1The tensile force kN required by unit strain is generated for the high-strength geotextile; j. the design is a square2The tensile force kN required by unit strain of the high-strength geotextile after long-term use is generated; epsilon is the strain of the high-strength geotextile in the period; epsilonlStrain of the high-strength geotextile after long-term use;
fourthly, calculating the tension force and the corresponding strain when the high-strength geotextile reaches the balance position, simplifying a mechanical calculation model of the high-strength geotextile into a free suspension cable structure taking the edge of the karst cave as a fulcrum, and obtaining the following formula by mechanical balance:
in the formula: d is the diameter of the karst cave, m; q is the upper soil body and the external load of the high-strength geotextile, kN/m;
the formula (2) and the formula (3) are combined, so that the tensile force and the corresponding strain when the high-strength geotextile reaches the equilibrium position after the karst is collapsed can be obtained; comparing the calculated tension force with the allowable strength of the high-strength geotextile, and if the calculated tension force is not met, reselecting the high-strength geotextile; the allowable strength of the high-strength geotextile is calculated by dividing the ultimate strength by a comprehensive reduction coefficient, and the comprehensive reduction coefficient can be 2.5-5.0;
fifthly, calculating the deformation of the roadbed surface caused by the deformation of the high-strength geotextile, comparing the deformation with the allowable value of the roadbed surface, and if the deformation is not met, reselecting the geotextile;
for the first type of karst cave with larger difference between the length and the width, the calculation formula of the deformation of the road base surface is as follows:
for the second type of karst cave with the length and the width which are not quite different, the calculation formula of the deformation of the road surface is as follows:
in the formula: s is the deformation of the roadbed surface, m; h is the height of the soil body on the upper part of the high-strength geotextile; theta is the fracture surface inclination angle;
comparing the calculated deformation value of the roadbed surface with the allowable deformation value of the roadbed surface, and if the calculated deformation value of the roadbed surface does not meet the allowable deformation value of the roadbed surface, reselecting the geotextile;
calculating the long-term strain and creep strain of the high-strength geotextile, comparing with a limit value, and if the strain does not meet the limit value, reselecting the geotextile;
and seventhly, calculating the length of the anchoring section to finish the design process.
The design method has the advantages that the design method for reinforcing the railway karst subgrade by the high-strength geotextile is constructed from the aspects of controlling the deformation of the roadbed surface caused by karst collapse and controlling the long-term strain and creep of the high-strength geotextile, theoretical guidance is provided for actual design, and a technical problem faced by the karst improvement of the railway subgrade is effectively solved.
Detailed Description
The present invention will be described in further detail with reference to specific embodiments.
The invention relates to a design method for reinforcing a railway karst roadbed by high-strength geotextile, which comprises the following steps:
firstly, determining the size of a karst cave and the upper load of high-strength geotextile. The size of the karst cave is mainly determined according to field geological exploration and engineering practice, and can also be determined by adopting a probability statistical method. The upper load of the high-strength geotextile comprises an upper soil filling load, a track self weight and a train load.
Secondly, determining allowable values of deformation of the roadbed surface and allowable values of long-term strain and creep strain of the high-strength geotextile. According to the type and the speed per hour of the railway track, the allowable value of a ballastless track is 15mm under a general condition, and the allowable value of a ballasted track is 5-30 cm. In order to control the extension of the settlement of the substrate to the roadbed surface, the maximum total strain of the high-strength geotextile including creep is required to be controlled within 6%, and in order to reduce the possible adverse effect of long-term strain of the geotextile material caused by creep on the deformation of the roadbed surface, the maximum creep strain is required to be not more than 2%.
And thirdly, determining the ultimate strength, the short-term tension-strain relation and the long-term post-tension-strain relation of the high-strength geotextile. As the use time of the geotextile material increases, creep deformation occurs, so that the tension-strain relationship of the high-strength geotextile after long-term use is also determined. The tension-strain relationship of the short-term and long-term high-strength geotextile determined by the material characteristics can be respectively expressed as follows:
FT＝J1ε (1)
FT＝J2εl (2)
in the formula: fTHigh geotextile tension force kN; j. the design is a square1The tensile force kN required by unit strain is generated for the high-strength geotextile; j. the design is a square2The tensile force kN required by unit strain of the high-strength geotextile after long-term use is generated; epsilon is the strain of the high-strength geotextile in the period; epsilonlThe strain of the high-strength geotextile after long-term use.
Fourthly, calculating the tension force and the corresponding strain when the high-strength geotextile reaches the balance position:
after the karst cave sinks, the upper soil body and the external load are all born by the high-strength geotextile, so that a mechanical calculation model of the high-strength geotextile is simplified into a free suspension cable structure taking the edge of the karst cave as a fulcrum, and a formula can be obtained through mechanical balance:
in the formula: d is the diameter of the karst cave, m; q is the upper soil body and the external load of the high-strength geotextile, kN/m;
the formula (2) and the formula (3) are combined, so that the tensile force and the corresponding strain when the high-strength geotextile reaches the equilibrium position after the karst is collapsed can be obtained; comparing the calculated tension force with the allowable strength of the high-strength geotextile, and if the calculated tension force is not met, reselecting the high-strength geotextile; the allowable strength of the high-strength geotextile is calculated by dividing the ultimate strength by the comprehensive reduction coefficient, and the comprehensive reduction coefficient can be 2.5-5.0.
Fifthly, calculating the deformation of the roadbed surface caused by the deformation of the high-strength geotextile, comparing the deformation with the allowable value of the roadbed surface, and if the deformation is not met, reselecting the geotextile.
For the first type of karst caves with larger difference between the length and the width, such as rectangular karst cells and the like, the calculation formula of the deformation of the road base surface is as follows:
for a second type of karst cave with a small difference between the length and the width, such as a circular karst cave, the calculation formula of the deformation of the road surface is as follows:
in the formula: s is the deformation of the roadbed surface, m; h is the height of the soil body on the upper part of the high-strength geotextile; theta is the fracture surface inclination angle;
and comparing the calculated deformation value of the roadbed surface with the allowable deformation value of the roadbed surface, and if the calculated deformation value of the roadbed surface is not met, reselecting the geotextile.
And sixthly, calculating the long-term strain and creep strain of the high-strength geotextile, comparing the long-term strain and creep strain with a limit value, and if the long-term strain and creep strain of the high-strength geotextile do not meet the limit value, reselecting the geotextile. And (3) calculating the strain of the high-strength geotextile after long-term use, and subtracting the short-term strain from the long-term strain to obtain the creep strain. The long term and creep strains are compared to limits and if not the geotextile should be reselected.
And seventhly, calculating the length of the anchoring section to finish the design process.
The anchoring of the high-strength geotextile is realized by the friction force between the high-strength geotextile and the soil body, and the calculation formula of the anchoring length is as follows:
in the formula: l is the anchoring length of the high-strength geotextile, m; fs is a safety factor, m; gamma is the soil mass gravity of the upper part of the high-strength geotextile, kN/m3；
Is the friction angle between the filler and the upper surface and the lower surface of the high-strength geotextile.
The invention constructs a design method for reinforcing the railway karst subgrade by the high-strength geotextile from controlling the deformation of the roadbed surface caused by the karst collapse and the long-term strain and creep of the high-strength geotextile, provides theoretical guidance for practical design and effectively solves a technical problem faced by the treatment of the karst of the railway subgrade.
Examples
1. Design parameters
The exposed stratum of a certain line XLK4+ 540-XLK 4+660 is three-fold lower Tong-shun group (T1a) soluble rock, and karst phenomena such as gully, fluid trough, erosion depression and cavern can be seen in surface survey. Geophysical prospecting shows that the karst of the section is developed strongly and mainly erodes broken zones, fills karst caves and karst gaps. Drilling revealed the presence of a cavern, the maximum diameter of which was 1.6 m. The left side of the line is an existing ballastless track passenger transport line, the newly-built project is a low-speed ballast line, the filling height is 4-6 m, and the filling weight is 20kN/m3. If the existing line is greatly influenced by grouting reinforcement, the ballastless track slab is possible to be jacked up by grouting pressure, so that the karst subgrade is reinforced by adopting high-strength geotextile and surface water seepage prevention measures in the section.
2. Design process
Firstly, determining the size of a karst cave and the upper load of high-strength geotextile. Combining geological exploration and engineering experience, the diameter of the karst cave is conservative and is 1.6 m. And the load of the track and the train is 60kN/m, and the upper load q of the high-strength geotextile is 20 multiplied by 6+60 which is 150 kN/m.
Determining a deformation allowable value of the road base surface. The line is a low-speed ballast track, and the allowable deformation of a roadbed surface is 20 cm.
And thirdly, determining the tensile force and strain relation curve of the high-strength geotextile. The high-strength geotextile with the ultimate tensile strength of 1200kN is designed and preliminarily selected, and the test data shows that: the relationship between tensile force and strain in the short term is: fT12000 epsilon; after long-term use, the relationship between tensile force and strain is as follows: fT＝7200ε。
And fourthly, determining the tensile force and the strain when the high-strength geotextile reaches the equilibrium position. The mechanical balance formula is as follows:
carry-in short term tensile versus strain:
FT＝12000ε
yield ∈ 3.1%, FT372 kN. And taking the comprehensive reduction coefficient as 3, wherein the allowable strength of the high-strength geotextile is 1200/3-400 kN which is larger than 372kN, and the requirement is met.
Calculating the deformation of the road surface. For the first kind of karst cave, the calculation formula of the deformation of the road base surface is as follows:
for the second type of karst cave, the calculation formula of the deformation of the road base surface is as follows:
all meet the requirements.
Sixthly, calculating the long-term strain and creep of the high-strength geotextile by checking. The tension-strain relationship of the high-strength geotextile after long-term use is as follows:
FT＝7200ε
the mechanical balance formula is substituted, the mechanical balance formula and the long-term tension and strain relation curve of the high-strength geotextile can be combined, and if the strain is changed into epsilon, the epsilon can be obtained as 4.4 percent and less than 6 percentlThe-epsilon is 4.4% -3.1% < 1.3% < 2%, and meets the requirement.
And seventhly, calculating the minimum anchoring length. According to experience, the safety factor is 2.0, and the calculation formula of the length of the anchoring section is as follows:
the minimum required anchoring length is 4.4 m.
The calculation shows that the high-strength geotextile with the ultimate tensile strength of 1200kN is adopted to reinforce the karst roadbed, the strength, the long-term strain, the creep deformation and the roadbed surface deformation of the high-strength geotextile meet the requirements, and the design is completed.
Claims (6)
1. A design method for reinforcing a railway karst roadbed by high-strength geotextile comprises the following steps:
firstly, determining the size of a karst cave and the upper load of high-strength geotextile;
determining allowable values of deformation of the roadbed surface and allowable values of long-term strain and creep strain of the high-strength geotextile;
determining the ultimate strength, short-term tension-strain relationship and long-term use post-tension-strain relationship of the high-strength geotextile, wherein the short-term and long-term high-strength geotextile tension-strain relationships determined by the material characteristics are respectively expressed as follows:
FT＝J1ε (1)
FT＝J2εl (2)
in the formula: fTHigh geotextile tension force kN; j. the design is a square1The tensile force kN required by unit strain is generated for the high-strength geotextile; j. the design is a square2For the production unit of high-strength geotextile after long-term useThe tensile force required for strain, kN; epsilon is the strain of the high-strength geotextile in the period; epsilonlStrain of the high-strength geotextile after long-term use;
fourthly, calculating the tension force and the corresponding strain when the high-strength geotextile reaches the balance position, simplifying a mechanical calculation model of the high-strength geotextile into a free suspension cable structure taking the edge of the karst cave as a fulcrum, and obtaining the following formula by mechanical balance:
in the formula: d is the diameter of the karst cave, m; q is the upper soil body and the external load of the high-strength geotextile, kN/m;
the formula (2) and the formula (3) are combined, so that the tensile force and the corresponding strain when the high-strength geotextile reaches the equilibrium position after the karst is collapsed can be obtained; comparing the calculated tension force with the allowable strength of the high-strength geotextile, and if the calculated tension force is not met, reselecting the high-strength geotextile; the allowable strength of the high-strength geotextile is calculated by dividing the ultimate strength by a comprehensive reduction coefficient, and the comprehensive reduction coefficient can be 2.5-5.0;
fifthly, calculating the deformation of the roadbed surface caused by the deformation of the high-strength geotextile, comparing the deformation with the allowable value of the roadbed surface, and if the deformation is not met, reselecting the geotextile;
for the first type of karst cave with larger difference between the length and the width, the calculation formula of the deformation of the road base surface is as follows:
for the second type of karst cave with the length and the width which are not quite different, the calculation formula of the deformation of the road surface is as follows:
in the formula: s is the deformation of the roadbed surface, m; h is the height of the soil body on the upper part of the high-strength geotextile; theta is the fracture surface inclination angle;
comparing the calculated deformation value of the roadbed surface with the allowable deformation value of the roadbed surface, and if the calculated deformation value of the roadbed surface does not meet the allowable deformation value of the roadbed surface, reselecting the geotextile;
calculating the long-term strain and creep strain of the high-strength geotextile, comparing with a limit value, and if the strain does not meet the limit value, reselecting the geotextile;
and seventhly, calculating the length of the anchoring section to finish the design process.
2. The method for designing a high-strength geotextile reinforced railway karst roadbed as claimed in claim 1, wherein the method comprises the following steps: in the step I, the upper load of the high-strength geotextile comprises an upper filling load, a track self weight and a train load.
3. The method for designing a high-strength geotextile reinforced railway karst roadbed as claimed in claim 1, wherein the method comprises the following steps: in the second step, the allowable value of deformation of the roadbed is determined according to the type and the speed of the railway track, the allowable value of deformation of the roadbed of the ballastless track is 15mm, and the allowable value of deformation of the roadbed of the ballasted track is 5-30 cm.
4. The method for designing a high-strength geotextile reinforced railway karst roadbed as claimed in claim 1, wherein the method comprises the following steps: in the second step, in order to control the extension of the settlement of the substrate to the roadbed surface, the maximum total strain of the high-strength geotextile including creep is required to be controlled within 6 percent; in order to reduce the possible adverse effect of long-term strain of the geotechnical material due to creep on deformation of the road base surface, the maximum creep strain is required to be not more than 2%.
5. The method for designing a high-strength geotextile reinforced railway karst roadbed as claimed in claim 1, wherein the method comprises the following steps: in the step (sixthly), the strain of the high-strength geotextile after long-term use is obtained through the united vertical type (2) and the formula (3), and the creep strain is obtained by subtracting the short-term strain from the long-term strain; the long term and creep strains are compared to limits and if not the geotextile should be reselected.
6. The method for designing a high-strength geotextile reinforced railway karst roadbed as claimed in claim 1, wherein the method comprises the following steps: in the step (c), the anchoring of the high-strength geotextile is realized by the friction force between the high-strength geotextile and the soil body, and the anchoring length is calculated according to the following formula:
in the formula: l is the anchoring length of the high-strength geotextile, m; fs is a safety factor, m; gamma is the soil mass gravity of the upper part of the high-strength geotextile, kN/m3；
Is the friction angle between the filler and the upper surface and the lower surface of the high-strength geotextile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710745410.2A CN108108507B (en) | 2017-08-26 | 2017-08-26 | Design method for reinforcing railway karst roadbed by high-strength geotextile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710745410.2A CN108108507B (en) | 2017-08-26 | 2017-08-26 | Design method for reinforcing railway karst roadbed by high-strength geotextile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108108507A CN108108507A (en) | 2018-06-01 |
| CN108108507B true CN108108507B (en) | 2021-03-30 |
Family
ID=62206456
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710745410.2A Active CN108108507B (en) | 2017-08-26 | 2017-08-26 | Design method for reinforcing railway karst roadbed by high-strength geotextile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108108507B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056731B (en) * | 2018-07-06 | 2020-07-24 | 中铁二院工程集团有限责任公司 | Karst grouting reinforcement method next to existing ballastless track roadbed |
| CN111119197A (en) * | 2020-01-12 | 2020-05-08 | 桂林电子科技大学 | A method of controlling ground subsidence in covered karst area based on geotextiles |
| CN111058496B (en) * | 2020-01-13 | 2021-07-13 | 湖北省交通规划设计院股份有限公司 | Method for detecting bearing capacity of karst roadbed roof by prestressing |
| CN111395060B (en) * | 2020-03-24 | 2021-06-18 | 中铁二院工程集团有限责任公司 | Design and construction method for widening roadbed structure of existing cutting in karst area |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101144256A (en) * | 2007-09-30 | 2008-03-19 | 中铁二院工程集团有限责任公司 | Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof |
| CN103292719A (en) * | 2012-03-20 | 2013-09-11 | 水利部交通运输部国家能源局南京水利科学研究院 | Method using distributed type optical fibers to measure stress structure deformation and stress of geotechnical cloth |
| CN104179176A (en) * | 2014-08-08 | 2014-12-03 | 山东科技大学 | Anchor wire prestress loss and rock-soil body creep coupling based computing method for side slope creep values |
| WO2016092167A1 (en) * | 2014-12-11 | 2016-06-16 | Texinov | Geosynthetic for soil reinforcement with multi-modulus behaviour |
| CN107091615A (en) * | 2017-06-14 | 2017-08-25 | 四川睿铁科技有限责任公司 | A kind of intelligent geotextiles monitored suitable for high ferro subgrade deformation with controlling |
-
2017
- 2017-08-26 CN CN201710745410.2A patent/CN108108507B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101144256A (en) * | 2007-09-30 | 2008-03-19 | 中铁二院工程集团有限责任公司 | Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof |
| CN103292719A (en) * | 2012-03-20 | 2013-09-11 | 水利部交通运输部国家能源局南京水利科学研究院 | Method using distributed type optical fibers to measure stress structure deformation and stress of geotechnical cloth |
| CN104179176A (en) * | 2014-08-08 | 2014-12-03 | 山东科技大学 | Anchor wire prestress loss and rock-soil body creep coupling based computing method for side slope creep values |
| WO2016092167A1 (en) * | 2014-12-11 | 2016-06-16 | Texinov | Geosynthetic for soil reinforcement with multi-modulus behaviour |
| CN107091615A (en) * | 2017-06-14 | 2017-08-25 | 四川睿铁科技有限责任公司 | A kind of intelligent geotextiles monitored suitable for high ferro subgrade deformation with controlling |
Non-Patent Citations (2)
| Title |
|---|
| Load transfer mechanisms in geotextile-reinforced embankments overlying voids:Numerical approach and design;Pascal Villard等;《Geotextiles and Geomembranes》;20160210;381-395 * |
| 铁路路基岩溶动态设计软件的开发与应用;第5期;《高速铁路技术》;20161028;第7卷;30-34 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108108507A (en) | 2018-06-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Luo et al. | Long-term coupled effects of hydrological factors on kinematic responses of a reactivated landslide in the Three Gorges Reservoir | |
| Greenwood | Load tests on stone columns | |
| CN108108507B (en) | Design method for reinforcing railway karst roadbed by high-strength geotextile | |
| CN106894432B (en) | A kind of pile variation rigidity reinforcement cushion composite foundation and its construction method | |
| CN107604770A (en) | Non-fragment orbit low embankment substrate swelled ground pile foundation reinforcement afterwale method for determination of amount | |
| CN207525567U (en) | A kind of pile plate composite structure suitable for Steep Slope Embankment | |
| CN103572680B (en) | The roadbed filling construction method of coal mine gob | |
| Burtin et al. | Embankment on soft soil reinforced by CMC semi-rigid inclusions for the high-speed railway SEA | |
| Shirlaw et al. | Design issues related to jet grouted slabs at the base of excavations | |
| Gu et al. | Failure and Remediation of an Embankment on Rigid Column‐Improved Soft Soil: Case Study | |
| CN112084559B (en) | Calculation method for determining anchoring depth of steep-dip sliding-surface slide-resistant pile | |
| CN210238533U (en) | Coarse-grained rock block ultrahigh-filling foundation reinforcing structure | |
| Wei et al. | Design parameter optimization of beam foundation on soft soil layer with nonlinear finite element | |
| Jin-Wei et al. | Deformation monitoring and numerical simulation of retaining structure in subway station deep foundation pit | |
| Rizal et al. | Bridge Approach Embankments on Rigid Inclusions | |
| Dong et al. | Research on the influence law of bridge foundation settlement with seasonal underground water level change on high speed railway | |
| Desai et al. | Ground improvement of marine clay for highway construction in Mumbai, India | |
| Li et al. | Analysis of Load Transfer Law of Short Pile‐Net Composite Foundation for High‐Speed Railway | |
| Diab et al. | Geotechnical Challenges Associated with the Design of the REM Project in Montreal | |
| Zuo et al. | Research Article Study on the In Situ Test of the Treatment Effect for the Riverbank Soft Soil Subgrade in the Hetao Area | |
| Xie et al. | Study on the influence of large-span open-cut foundation pits over existing intercity railway | |
| Shen et al. | Study on the In Situ Test of the Treatment Effect for the Riverbank Soft Soil Subgrade in the Hetao Area | |
| Indraratna et al. | Stabilisation of ballast and subgrade with geosynthetic grids and drains for rail infrastructure | |
| Cadden et al. | Half Mile Long Ore Shed: DB Foundation Engineering | |
| Peiris et al. | of Ground Improvement of a Bridge Approach Embankment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |