CN111535106B - Method for reducing melting, sedimentation and deformation of permafrost region highway during operation - Google Patents
Method for reducing melting, sedimentation and deformation of permafrost region highway during operation Download PDFInfo
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- CN111535106B CN111535106B CN202010409533.0A CN202010409533A CN111535106B CN 111535106 B CN111535106 B CN 111535106B CN 202010409533 A CN202010409533 A CN 202010409533A CN 111535106 B CN111535106 B CN 111535106B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/06—Methods or arrangements for protecting foundations from destructive influences of moisture, frost or vibration
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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Abstract
The invention discloses a method for reducing melting, settling and deformation of a road in a permafrost region during operation, relates to the technical field of road engineering and geotechnical engineering, and particularly relates to a method for reducing melting, settling and deformation of a road in a permafrost region during operation. The invention aims to solve the problem that the existing method for reducing the melting, sedimentation and deformation of the road in the frozen soil area during the operation lacks continuous horizontal reinforcement elements to share the vertical acting force of the vehicle load; and external factors can cause the upper limit of permafrost below the roadbed to move downwards unevenly, so that the pavement above the permafrost continuously deforms unevenly. The method comprises the following steps: cutting and excavating a natural soil body; drilling vertical and inclined boreholes; setting a sleeve; backfilling a broken stone buffer layer; laying a reinforced layer of geosynthetic material; and backfilling coarse-grained soil, paving a pavement structure layer, and then performing roadbed construction. The method is used for reducing the melting, sedimentation and deformation of the road in the permafrost region during the operation.
Description
Technical Field
The invention relates to the technical field of road engineering and geotechnical engineering, in particular to a method for reducing melting, sedimentation and deformation of a road in a permafrost region during operation.
Background
China is the third frozen soil big country in the world, and the total area of frozen soil areas accounts for 22.4% of the area of China's soil for many years. The Qinghai-Tibet highway and the black Longjiang northand-Mobei highway have long road sections built on permafrost, and a large amount of road deformation is generated in the operation process. It is known that road surface deformation is usually caused by a reduction in the load-bearing capacity of the foundation soil of the roadbed during operation. This is due to various physical and geological effects, including the thawing of permafrost. The foundations of the subgrade containing the upper limit of permafrost may suffer from complex non-uniform deformation due to the unclear location of the upper limit of permafrost during the thawing process. Design decisions based on the assumption that the upper limit of permafrost is constant in time and space may be ineffective.
After the permafrost soft layer is removed and gravel is changed and filled on the highway in the north of the Heilongjiang desert, most settlement of the roadbed is finished in a short time after operation, and then the roadbed tends to be stable. But this method lacks continuous horizontal stiffening elements to share the vertical forces of the vehicle load; and external factors can cause the upper limit of permafrost below the roadbed to move downwards unevenly, so that the pavement above the permafrost continuously deforms unevenly.
Disclosure of Invention
The invention aims to solve the problem that the existing method for reducing the melting, sedimentation and deformation of the road in the frozen soil area during the operation lacks continuous horizontal reinforcement elements to share the vertical acting force of the vehicle load; and external factors can cause the upper limit of permafrost below the roadbed to move downwards unevenly, so that the pavement above the permafrost continuously deforms unevenly, and the method for reducing the melting, sedimentation and deformation of the permafrost region highway during operation is provided.
The method for reducing the melting, sedimentation and deformation of the permafrost region highway during operation specifically comprises the following steps:
firstly, excavating a natural soil body to obtain a cutting;
secondly, drilling construction is carried out between the bottom of the cutting and the upper limit position of the permafrost layer by square grids; the drilling construction comprises vertical drilling and inclined drilling, the inclined drilling is arranged on two sides along the road direction, and the vertical drilling is arranged in the middle;
thirdly, respectively putting a steel sleeve into the vertical drilling hole and the inclined drilling hole, filling sand into the lower part of the steel sleeve, and filling concrete into the upper part of the steel sleeve to form a pile body;
fourthly, backfilling a gravel buffer layer at the bottom of the cutting;
fifthly, laying a geosynthetic reinforcement layer on the top of the broken stone buffer layer; the geosynthetic reinforced layer is horizontally paved by filling crushed stones;
and sixthly, backfilling coarse-grained soil in the cutting to the bottom of the road surface structure layer to form a coarse-grained soil backfill layer, then laying the road surface structure layer, and then carrying out roadbed construction.
The invention has the beneficial effects that:
the invention can reduce or eliminate the possibility of deformation in the road operation process on permafrost; the high reliability of road operation under complex engineering and geological conditions is guaranteed; the cost of repairing the pavement structure layer caused by the action of various physical and geological negative factors on the roadbed is eliminated, and the highway operation cost is reduced.
Drawings
FIG. 1 is a schematic view of the present invention for reducing the melting, settling and deformation of a road in a permafrost region during operation; wherein 1 is a pavement structure layer, 2 is a coarse-grained soil backfill layer, 3 is a broken stone buffer layer, 4 is a geosynthetic material reinforced layer, 5 is a pile body, and 6 is an upper limit position of a permafrost layer.
Detailed Description
The first embodiment is as follows: the embodiment is described with reference to fig. 1, and the method for reducing the melting, settling and deformation of the permafrost region road during operation specifically comprises the following steps:
firstly, excavating a natural soil body to obtain a cutting;
secondly, drilling construction is carried out on the bottom of the cutting to the upper limit position 6 of the permafrost layer by square grids; the drilling construction comprises vertical drilling and inclined drilling, the inclined drilling is arranged on two sides along the road direction, and the vertical drilling is arranged in the middle;
thirdly, respectively putting a steel sleeve into the vertical drilling hole and the inclined drilling hole, filling sand into the lower part of the steel sleeve, and filling concrete into the upper part of the steel sleeve to form a pile body 5;
fourthly, backfilling a gravel buffer layer 3 at the bottom of the cutting;
fifthly, laying a geosynthetic reinforcement layer 4 on the top of the broken stone buffer layer 3; the geosynthetic reinforced layer 4 is horizontally paved by filling crushed stones;
and sixthly, backfilling coarse-grained soil in the cutting to the bottom of the road surface structural layer 1 to form a coarse-grained soil backfill layer 2, then laying the road surface structural layer 1, and then carrying out roadbed construction.
This embodiment redistributes the load between the sections through the structure of the geosynthetic reinforcement in combination with the crushed stone filling the space of the geosynthetic reinforcement, thereby ensuring that the stress is transferred from the overloaded area to the adjacent underloaded area and is subjected to tensile stress. Thus, considering from the crushed rock breaker, relatively uniform loads are transferred to the vertical and inclined pilings and the soil mass therebetween, thereby significantly reducing the pulling force. The number of layers of the geosynthetic reinforced layer is determined by the interaction efficiency of the geosynthetic reinforced layer structure under the actual calculation and the given load effect. At the upper part of the pile body, the pile body is compressed by the soil body due to the pressure from the geosynthetic reinforcement layer and the crushed stone buffer layer, and at the lower part, a frictional force is generated along the side surface thereof. Therefore, the roadbed foundation is reinforced by adopting the vertical and inclined pile bodies, the broken stone buffer layers and the overlapped' geosynthetic reinforced layers, so that the reduction of various deformations in the roadbed foundation, the embankment and the pavement structure layer is even completely eliminated.
The embodiment can ensure the stability of the pavement structure layer at any time and in any space in the permafrost region during operation.
The depth of excavation of this embodiment is not less than standard freezing depth, and is not less than 3 ~ 3.5 m.
The physical process of eliminating road deformation caused by permafrost thawing in the embodiment is as follows: in the initial stage of road operation, when the upper limit of the permafrost layer is consistent with the designed elevation, the steel sleeve sinking into the drill hole to the upper limit of the permafrost is used as an end-bearing pile, and the weight of the embankment, the pavement structure layer and the vehicle load is transferred to the upper limit of the permafrost. The transfer and distribution of the load on the pile is carried out by means of the laid rock breaker and the geosynthetic reinforcement.
In further operation of the road, the permafrost upper limit may be degraded due to the combined influence of natural factors and technical factors, with the upper limit decreasing. In this case, the lower end of the steel casing is in a layer of melted soil, which has a lower load-bearing capacity. The mode of action of original end-bearing pile has changed this moment, and the steel casing has become a friction pile, and its work is as follows: the contact surface of the outer side of the pipe and the soil body bears the load. The transverse compression in the soil body ensures the transmission scheme of the vertical load in the soil body, the pressure applied to the soil body by the weight of the vertical load embankment, the pavement structure layer and the vehicle load among the vertical pile bodies is transmitted and distributed on the pile by the broken stone buffer layer and the geosynthetic material reinforced layer. Moreover, the vertical piles located at the two side edges of the road axis undergo significant horizontal deformation, causing the vertical piles to bend until they break. Thus, the edge pilings are designed to be inclined to the road axis, which enables the computational model of the edge pilings to be changed: it is characterized by that the pile body can be pressed and bent at the same time. Such a design avoids damage to the edge pilings, which is advantageous for the pilings structure due to the significantly reduced bending moments and the changed pressure transfer to the pilings.
The second embodiment is as follows: the first difference between the present embodiment and the specific embodiment is: and in the step one, the excavation depth is not less than the standard freezing depth. The rest is the same as the first embodiment.
The third concrete implementation mode: the present embodiment differs from the first or second embodiment in that: in the second step, the pile distance of the drilling construction is 2-2.5 m, and the aperture is 0.35-0.45 m. The others are the same as in the first or second embodiment.
The fourth concrete implementation mode: the difference between this embodiment mode and one of the first to third embodiment modes is: in the second step, the inclined drill holes arranged on the two sides form a trapezoidal section together with the gravel buffer layer 3 and the upper limit position 6 of the perennial frozen soil layer; the inclined angle of the inclined drilling hole relative to the vertical drilling hole is 10-15 degrees. The rest is the same as one of the first to third embodiments.
The fifth concrete implementation mode: the difference between this embodiment and one of the first to fourth embodiments is: and fourthly, the thickness of the broken stone buffer layer 3 is 0.3-0.4 m. The rest is the same as one of the first to fourth embodiments.
The sixth specific implementation mode: the difference between this embodiment and one of the first to fifth embodiments is: in the fifth step, laying the geosynthetic reinforcement layer 4 on the top of the broken stone buffer layer 3, and dividing into three conditions: firstly, when the pile length is less than 5m, a layer of geosynthetic material reinforced layer 4 is laid; secondly, laying two layers of geosynthetic reinforced layers 4 when the pile length is 5-9 m; thirdly, when the length of the pile is larger than 9m, three layers of geosynthetic material reinforced layers 4 are laid. The rest is the same as one of the first to fifth embodiments.
The seventh embodiment: the difference between this embodiment and one of the first to sixth embodiments is: the thickness of the single-layer geosynthetic material reinforced layer 4 is 0.2-0.25 m. The rest is the same as one of the first to sixth embodiments.
The following examples were used to demonstrate the beneficial effects of the present invention:
the first embodiment is as follows: the method for reducing the melting, sedimentation and deformation of the permafrost region highway during operation specifically comprises the following steps:
firstly, excavating a natural soil body to obtain a cutting;
secondly, drilling construction is carried out on the bottom of the cutting to the upper limit position 6 of the permafrost layer by square grids; the drilling construction comprises vertical drilling and inclined drilling, the inclined drilling is arranged on two sides along the road direction, and the vertical drilling is arranged in the middle; the pile pitch of the drilling construction is 2-2.5 m, and the aperture is 0.35-0.45 m; the inclined drill holes arranged on the two sides form a trapezoidal section together with the gravel buffer layer 3 and the upper limit position 6 of the perennial frozen soil layer; the inclined bore hole is inclined at an angle of 15 degrees relative to the vertical bore hole;
thirdly, respectively putting a steel sleeve into the vertical drilling hole and the inclined drilling hole, filling sand into the lower part of the steel sleeve, and filling concrete into the upper part of the steel sleeve to form a pile body 5;
fourthly, backfilling a gravel buffer layer 3 at the bottom of the cutting;
fifthly, laying a geosynthetic reinforcement layer 4 on the top of the broken stone buffer layer 3; the geosynthetic reinforced layer 4 is horizontally paved by filling crushed stones;
and sixthly, backfilling coarse-grained soil in the cutting to the bottom of the road surface structural layer 1 to form a coarse-grained soil backfill layer 2, then laying the road surface structural layer 1, and then carrying out roadbed construction.
The method can reduce or eliminate the possibility of deformation in the road operation process on permafrost; the high reliability of road operation under complex engineering and geological conditions is guaranteed; the cost of repairing the pavement structure layer caused by the action of various physical and geological negative factors on the roadbed is eliminated, and the highway operation cost is reduced.
Claims (6)
1. A method for reducing melting, sedimentation and deformation of a permafrost region highway during operation is characterized by comprising the following steps:
firstly, excavating a natural soil body to obtain a cutting;
secondly, drilling construction is carried out between the bottom of the cutting and the upper limit position (6) of the permafrost layer by square grids; the drilling construction comprises vertical drilling and inclined drilling, the inclined drilling is arranged on two sides along the road direction, and the vertical drilling is arranged in the middle; the inclined drill holes arranged on the two sides form a trapezoidal section together with the gravel buffer layer (3) and the permafrost upper limit position (6); the inclined angle of the inclined drilling hole relative to the vertical drilling hole is 10-15 degrees;
thirdly, respectively putting a steel sleeve into the vertical drilling hole and the inclined drilling hole, filling sand into the lower part of the steel sleeve, and filling concrete into the upper part of the steel sleeve to form a pile body (5);
fourthly, backfilling a gravel buffer layer (3) at the bottom of the cutting;
fifthly, laying a geosynthetic reinforcement layer (4) on the top of the broken stone buffer layer (3); the geosynthetic reinforced layer (4) is horizontally paved by filling crushed stones;
and sixthly, backfilling coarse-grained soil in the cutting to the bottom of the road surface structural layer (1) to form a coarse-grained soil backfill layer (2), then laying the road surface structural layer (1), and then carrying out roadbed construction.
2. The method of claim 1, wherein the excavation depth in step one is no less than the standard freezing depth.
3. The method for reducing the melting, settling and deformation of the road in the permafrost region during the operation according to claim 1, wherein in the second step, the pile pitch of the drilling construction is 2-2.5 m, and the hole diameter is 0.35-0.45 m.
4. The method for reducing the melting, settling and deformation of the road in the permafrost region during the operation process according to claim 1, wherein the thickness of the broken stone buffer layer (3) in the step four is 0.3-0.4 m.
5. The method for reducing the melting, settling and deformation during road operation in permafrost regions according to claim 1, characterized in that the step five of laying the geosynthetic reinforcement layer (4) on top of the macadam breaker layer (3) is divided into three cases: firstly, when the pile length is less than 5m, a layer of geosynthetic material reinforced layer (4) is laid; secondly, laying two layers of geosynthetic reinforced layers (4) when the pile length is 5-9 m; thirdly, when the length of the pile is more than 9m, three layers of geosynthetic reinforcement layers (4) are laid.
6. The method for reducing the melting, settling and deformation during road operation in permafrost regions according to claim 5, wherein the thickness of the single-layer geosynthetic reinforcement layer (4) is 0.2-0.25 m.
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| CN202010409533.0A CN111535106B (en) | 2020-05-14 | 2020-05-14 | Method for reducing melting, sedimentation and deformation of permafrost region highway during operation |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2379405C1 (en) * | 2008-11-07 | 2010-01-20 | Государственное образовательное учреждение высшего профессионального образования "Тверской государственный технический университет" | Embankment on frozen soil |
| CN102817298A (en) * | 2012-08-29 | 2012-12-12 | 中铁十五局集团有限公司 | Construction method on frozen soil |
| CN105442626A (en) * | 2015-12-23 | 2016-03-30 | 中国电力工程顾问集团西北电力设计院有限公司 | Composite inclined column expansion foundation structure applied to power transmission line in permafrost region |
| CN207109475U (en) * | 2017-08-17 | 2018-03-16 | 浙江交工集团股份有限公司 | It is close to mountain high-filled subgrade stabilization and Deformation control structure |
| CN110306393A (en) * | 2019-07-11 | 2019-10-08 | 哈尔滨工业大学 | A kind of involution form high temperature permafrost area reinforcement heat melts a road structure |
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2020
- 2020-05-14 CN CN202010409533.0A patent/CN111535106B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2379405C1 (en) * | 2008-11-07 | 2010-01-20 | Государственное образовательное учреждение высшего профессионального образования "Тверской государственный технический университет" | Embankment on frozen soil |
| CN102817298A (en) * | 2012-08-29 | 2012-12-12 | 中铁十五局集团有限公司 | Construction method on frozen soil |
| CN105442626A (en) * | 2015-12-23 | 2016-03-30 | 中国电力工程顾问集团西北电力设计院有限公司 | Composite inclined column expansion foundation structure applied to power transmission line in permafrost region |
| CN207109475U (en) * | 2017-08-17 | 2018-03-16 | 浙江交工集团股份有限公司 | It is close to mountain high-filled subgrade stabilization and Deformation control structure |
| CN110306393A (en) * | 2019-07-11 | 2019-10-08 | 哈尔滨工业大学 | A kind of involution form high temperature permafrost area reinforcement heat melts a road structure |
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