CN203361173U - Anchoring supporting structure for side slope in permafrost region - Google Patents
Anchoring supporting structure for side slope in permafrost region Download PDFInfo
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- CN203361173U CN203361173U CN 201320392477 CN201320392477U CN203361173U CN 203361173 U CN203361173 U CN 203361173U CN 201320392477 CN201320392477 CN 201320392477 CN 201320392477 U CN201320392477 U CN 201320392477U CN 203361173 U CN203361173 U CN 203361173U
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- side slope
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- lattice beam
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- 238000004873 anchoring Methods 0.000 title abstract description 8
- 239000010410 layer Substances 0.000 claims abstract description 25
- 230000001681 protective effect Effects 0.000 claims abstract description 8
- 239000002344 surface layer Substances 0.000 claims description 13
- 238000010276 construction Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000002689 soil Substances 0.000 abstract description 24
- 230000001932 seasonal effect Effects 0.000 abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 4
- 230000009471 action Effects 0.000 abstract description 2
- 238000001556 precipitation Methods 0.000 abstract description 2
- 239000011241 protective layer Substances 0.000 abstract 3
- 239000003795 chemical substances by application Substances 0.000 abstract 1
- 230000009993 protective function Effects 0.000 abstract 1
- 230000008014 freezing Effects 0.000 description 6
- 238000007710 freezing Methods 0.000 description 6
- 244000025254 Cannabis sativa Species 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 241000196324 Embryophyta Species 0.000 description 3
- 230000037396 body weight Effects 0.000 description 3
- 241000320721 Gymnopogon Species 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 230000003139 buffering effect Effects 0.000 description 2
- 230000009172 bursting Effects 0.000 description 2
- 230000008018 melting Effects 0.000 description 2
- 238000002844 melting Methods 0.000 description 2
- 239000005413 snowmelt Substances 0.000 description 2
- 238000010257 thawing Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000009331 sowing Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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Abstract
The utility model relates to an anchoring supporting structure for a side slope in a permafrost region. According to an anchoring measure of the side slope in the permafrost region and under the action of frozen-heave force, the phenomenon that an impervious bed exists on a soil body is caused due to the fact that freeze and melt of water of the soil body are uneven, and the protective measure of the side slope can easily lose the protective function through interference of heavy precipitation or the external agent. According to the anchoring supporting structure for the side slope in the permafrost region, a side slope protective layer is arranged on the side slope face, the slide slope protective layer comprises a lattice beam face layer and a slope face protective base layer, anchor rods are arranged in a slope body, elastic structures are arranged at the two ends of a portion, arranged in the side slope protective layer, of each anchor rod respectively, the elastic structures are fixedly connected with lattice beams or hanging nets of the lattice beam face layer and geogrids of the slope face protective base layer, and each elastic structure is composed of a spring and a gasket in a welded mode. Due to the fact that the springs are arranged at the connecting positions, acting force generated by sliding of the slope body can be effectively reduced, the sliding of the slope body of the side slope in the permafrost region is caused by frost heaving under the condition of seasonal changes, stability of the anchor rods of the side slope is effectively protected, and overall safety of a side slope protective system is effectively maintained.
Description
Technical field
the utility model belongs to the road construction technical field, is specifically related to a kind of Permafrost Area slope anchorage supporting and protection structure.
Background technology
Because ever-frozen ground has limited the exchange of moisture between earth's surface and ever-frozen ground and its underpart soil layer, strongly and widely the seasonal freezing-thawing action causes the dissimilar Periglacial Process of Permafrost Area very active, such feature appears on the side slope that the highway engineering of building at Permafrost Area or other geotechnical engineerings form: under the impact of rainfall or other natural forces or human activity, two freezing fronts very easily appear in side slope top and side, the change of inside soil body moisture density owing to freezing, soil expansion tilts and fracture occurs to the tiny erosion groove occurred on side slope, until the soil body and domatic disengaging, secondly, slope soil levels owing to melting is inhomogeneous, causes impervious layer to occur, on waterproof interface, because snowmelt runoff causes frictional force, reduces, and when topsoil body weight power is greater than interface frictional force, sliding and making slope instability appears in the soil body, in addition, the positions such as the precipitous place of the furrow bank joined in side slope or the drop of ditch head, soil body upper strata frost heaving amount is greater than bottom, and bursting by freezing also is greater than bottom, makes the soil body to the raceway groove lopsidedness, and during thawing, avalanche occurs because of the reduction of shear strength in the soil body.
At present, the common support pattern of highway engineering side slope has anchor pole (anchor cable)+lattice beam, anchor pole, anchor pole+sprayed mortar, soil blocking pile (wall), anchor pole+soil blocking pile, plant biological bag bank protection, skeleton grass planting bank protection, the hydraulic pressure forms such as grass planting, anchoring linked network alien earth sparging grass planting, plant biological bag protection of sowing grass seeds by duster.The side slope guard technologies such as comprehensive slope protection measures anchoring+lattice beam that the plant engineering that the local area of take is widely used in the highway engineering side slope is wanted to take into account, skeleton grass planting, anchoring linked network are example, the common ground of this technology is to utilize lattice beam or the skeleton that is arranged at the side slope face and be arranged at the anchor pole composition in the body of slope, skeleton or lattice beam (frame) utilize anchor rod anchored on side slope, grass planting in the gridiron skeleton.The permanent supporting that focuses on side slope of this anchor measure, seasonal moisture in the permafrost region side slope along with frozen soil layer changes, under the effect of frost-heave force, slope soil is because moisture is inhomogeneous when freezing and melt, cause impervious layer to occur, on waterproof interface, because causing frictional force, snowmelt runoff reduces, when topsoil body weight power is greater than interface frictional force, sliding appears in the soil body, in addition, soil body upper strata frost heaving amount is greater than bottom, bursting by freezing also is greater than bottom, make the soil body to the anchor pole generation slippage in raceway groove, come to nothing, thereby lost the drawknot effect to side slope top skeleton part.Therefore, in the slope support engineering of Permafrost Area, the side slope protection technology of use based on anchor measure, the form of its side slope surface layer and structure itself non-support function, under frost heave and continuity unfreezing that anchor pole causes in the frozen soil seasonal variety, anchor pole (anchor cable) was once lose efficacy, and the surface layer on side slope only becomes the measure that slope runoff is had to certain retardation, and, under precipitation or exogenic force interference, slope protection measures very easily loses safeguard function.
Summary of the invention
The purpose of this utility model is to provide and a kind ofly can effectively prevents that the permafrost region slope anchorage from losing the Permafrost Area slope anchorage supporting and protection structure of protective because of the frozen soil layer seasonal variety.
The technical scheme that the utility model adopts is:
A kind of Permafrost Area slope anchorage supporting and protection structure, the side slope face is provided with the side slope protection layer, and the side slope protection layer comprises surperficial lattice beam surface layer and the slope protection basalis of bottom, in the body of slope, is provided with anchor pole, it is characterized in that:
The reinforcing bar protective slope structure that described lattice beam surface layer is gird type slope protection structure or linked network, the geo-grid that slope protection basalis bottom is laid;
The two ends that described anchor pole is arranged in the part of side slope protection layer are provided with elastic construction, and lattice beam or the linked network of an end and lattice beam surface layer fix, and the infall of the other end and slope protection basalis bottom geo-grid fixes.
Described elastic construction is welded to form by spring and pad.
Described side slope protection layer is provided with the shrinkage joint of offering perpendicular to domatic.
The utlity model has following advantage:
After the slope anchorage measure of Permafrost Area adopts anchor structure of the present utility model, the soil layer on side slope top is along with the seasonal moisture of frozen soil layer changes, under the effect of frost-heave force, slope soil is because moisture is freezing and melting when inhomogeneous, when the topsoil body weight power produced is greater than interface frictional force, certain slip appears in the soil body, and due to the existence of connecting portion spring, thereby the active force that can effectively weaken this slip generation is effectively protected the stability of side slope anchor pole, thereby effectively safeguard the general safety of side slope protection system, and it is simple and convenient to construct, be easy to promote.
The accompanying drawing explanation
Fig. 1 is anchor pole linked network protection plan view.
Fig. 2 is anchor pole linked network protection elevation.
Fig. 3 is anchoring safeguard structure schematic diagram.
In figure, the 1-excavation slope, 2-designs side slope, 3-spring, 4-pad, 5-steel mesh reinforcement, 6-lattice beam surface layer, 7-anchor pole, 8-geo-grid, 9-anti-skid stud, 10-spilled water hole, 11-shrinkage joint, 12-road surface, 13-slope protection basalis, 14-side slope protection layer.
The specific embodiment
Below in conjunction with the specific embodiment, the utility model is described in detail.
A kind of Permafrost Area slope anchorage supporting and protection structure described in the utility model, its side slope face is provided with side slope protection layer 14, side slope protection layer 14 both sides are respectively excavation slope 1 and design side slope 2, on side slope protection layer 14, are provided with perpendicular to the domatic shrinkage joint of offering 11.Side slope protection layer 14 comprises surperficial lattice beam surface layer 6 and the slope protection basalis 13 of bottom, the reinforcing bar protective slope structure that lattice beam surface layer 6 is gird type slope protection structure or linked network, the geo-grid 8 that slope protection basalis 13 bottoms are laid.
Be provided with anchor pole 7 in the body of slope, arrange perpendicular to excavation slope 1, level interval and vertical interval are 100-200mm.Anchor pole 7 diameters are 12-20cm, and long is 150-300cm, and periphery has the grouting of M30, and after grouting, diameter increases to 40cm, and length has increased 20cm.The two ends that anchor pole 7 is arranged in the part of side slope protection layer are provided with elastic construction, and elastic construction is welded to form by spring 3 and pad 4.Wherein lattice beam or the linked network of an end and lattice beam surface layer 6 are welded and fixed, in order to the deformation of buffering and counteracting side slope surface layer; The infall of the other end and slope protection basalis 13 bottom geo-grid 8 fixes, the deformation of buffering and counteracting basic unit.
Also be provided with anti-skid stud 9 and spilled water hole 10 perpendicular to excavation slope 1 in the body of slope, wherein the level interval of spilled water hole and vertical interval are 200-300cm.
It is cited that content of the present utility model is not limited to embodiment, and the conversion of any equivalence that those of ordinary skills take technical solutions of the utility model by reading the utility model manual, be claim of the present utility model and contain.
Claims (3)
1. a Permafrost Area slope anchorage supporting and protection structure, the side slope face is provided with side slope protection layer (14), side slope protection layer (14) comprises surperficial lattice beam surface layer (6) and the slope protection basalis (13) of bottom, is provided with anchor pole (7) in the body of slope, it is characterized in that:
The reinforcing bar protective slope structure that described lattice beam surface layer (6) is gird type slope protection structure or linked network, the geo-grid (8) that slope protection basalis (13) bottom is laid;
The two ends that described anchor pole (7) is arranged in the part of side slope protection layer are provided with elastic construction, and lattice beam or the linked network of an end and lattice beam surface layer (6) fix, and the infall of the other end and slope protection basalis (13) bottom geo-grid (8) fixes.
2. a kind of Permafrost Area slope anchorage supporting and protection structure according to claim 1 is characterized in that:
Described elastic construction is welded to form by spring (3) and pad (4).
3. a kind of Permafrost Area slope anchorage supporting and protection structure according to claim 2 is characterized in that:
Described side slope protection layer (14) is provided with perpendicular to the domatic shrinkage joint of offering (11).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320392477 CN203361173U (en) | 2013-07-03 | 2013-07-03 | Anchoring supporting structure for side slope in permafrost region |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320392477 CN203361173U (en) | 2013-07-03 | 2013-07-03 | Anchoring supporting structure for side slope in permafrost region |
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| Publication Number | Publication Date |
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| CN203361173U true CN203361173U (en) | 2013-12-25 |
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| CN 201320392477 Expired - Fee Related CN203361173U (en) | 2013-07-03 | 2013-07-03 | Anchoring supporting structure for side slope in permafrost region |
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| CN (1) | CN203361173U (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104153377A (en) * | 2014-08-06 | 2014-11-19 | 中钢集团马鞍山矿山研究院有限公司 | Rib densification distribution method of pier beam integral structure |
| CN104314088A (en) * | 2014-11-06 | 2015-01-28 | 兰州理工大学 | Seasonal permafrost region self-thermoregulation returning energy-consuming slope supporting structure and construction method |
| CN104831739A (en) * | 2015-05-07 | 2015-08-12 | 重庆交通大学 | Integrally reinforced type side slope lattice assembly |
| CN106522250A (en) * | 2016-12-30 | 2017-03-22 | 西南交通大学 | Prestress anchoring structure suitable for freeze thawed-slope reinforcement in frozen soil region |
| CN107094486A (en) * | 2017-06-22 | 2017-08-29 | 中国海洋大学 | A kind of side slope plants raw sow grass seeds by duster layer reinforcing device and method |
| CN107100172A (en) * | 2015-08-31 | 2017-08-29 | 罗海军 | Without inner support basement construction method for supporting |
| CN107190759A (en) * | 2017-07-05 | 2017-09-22 | 中国神华能源股份有限公司 | GSZ solid slope method, the selection method of GSZ and GSZ component |
| CN107386453A (en) * | 2017-08-14 | 2017-11-24 | 上海二十冶建设有限公司 | High-rise House on stilts construction method |
| CN110295614A (en) * | 2019-06-13 | 2019-10-01 | 中国一冶集团有限公司 | Permafrost region slope retaining apparatus and system |
| CN113133380A (en) * | 2021-05-17 | 2021-07-20 | 兰州大学 | Ecological restoration method for cold and arid region side slope and abandoned mine |
-
2013
- 2013-07-03 CN CN 201320392477 patent/CN203361173U/en not_active Expired - Fee Related
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104153377B (en) * | 2014-08-06 | 2016-03-30 | 中钢集团马鞍山矿山研究院有限公司 | Pier beam integrative-structure add densely covered muscle method |
| CN104153377A (en) * | 2014-08-06 | 2014-11-19 | 中钢集团马鞍山矿山研究院有限公司 | Rib densification distribution method of pier beam integral structure |
| CN104314088A (en) * | 2014-11-06 | 2015-01-28 | 兰州理工大学 | Seasonal permafrost region self-thermoregulation returning energy-consuming slope supporting structure and construction method |
| CN104314088B (en) * | 2014-11-06 | 2016-04-13 | 兰州理工大学 | Seasonal frozen soil region self-temperature-regulating return power consumption slope body supporting and protection structure and construction method |
| CN104831739A (en) * | 2015-05-07 | 2015-08-12 | 重庆交通大学 | Integrally reinforced type side slope lattice assembly |
| CN107100172B (en) * | 2015-08-31 | 2018-12-18 | 罗海军 | Without inner support basement construction method for supporting |
| CN107100172A (en) * | 2015-08-31 | 2017-08-29 | 罗海军 | Without inner support basement construction method for supporting |
| CN106522250A (en) * | 2016-12-30 | 2017-03-22 | 西南交通大学 | Prestress anchoring structure suitable for freeze thawed-slope reinforcement in frozen soil region |
| CN107094486A (en) * | 2017-06-22 | 2017-08-29 | 中国海洋大学 | A kind of side slope plants raw sow grass seeds by duster layer reinforcing device and method |
| CN107094486B (en) * | 2017-06-22 | 2019-08-23 | 中国海洋大学 | A kind of side slope plant raw sow grass seeds by duster layer reinforcing device and method |
| CN107190759A (en) * | 2017-07-05 | 2017-09-22 | 中国神华能源股份有限公司 | GSZ solid slope method, the selection method of GSZ and GSZ component |
| CN107386453A (en) * | 2017-08-14 | 2017-11-24 | 上海二十冶建设有限公司 | High-rise House on stilts construction method |
| CN107386453B (en) * | 2017-08-14 | 2019-05-24 | 上海二十冶建设有限公司 | High-rise House on stilts construction method |
| CN110295614A (en) * | 2019-06-13 | 2019-10-01 | 中国一冶集团有限公司 | Permafrost region slope retaining apparatus and system |
| CN113133380A (en) * | 2021-05-17 | 2021-07-20 | 兰州大学 | Ecological restoration method for cold and arid region side slope and abandoned mine |
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| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20131225 |
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| CX01 | Expiry of patent term | ||
| CU01 | Correction of utility model |
Correction item: Termination upon expiration of patent Correct: Revocation of Patent Expiration and Termination False: On July 21, 2023, the expiration and termination of 39 volumes and 2902 issues of patents Number: 29-02 Volume: 39 |
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| CU01 | Correction of utility model | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20131225 |