CN212427130U - Mudstone high-fill side slope structure - Google Patents
Mudstone high-fill side slope structure Download PDFInfo
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- CN212427130U CN212427130U CN202020560068.6U CN202020560068U CN212427130U CN 212427130 U CN212427130 U CN 212427130U CN 202020560068 U CN202020560068 U CN 202020560068U CN 212427130 U CN212427130 U CN 212427130U
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Abstract
The utility model belongs to the technical field of the engineering, a high fill side slope supporting construction is related to, specifically is mudstone high fill side slope structure. This structure is including setting up slope top, first order side slope, second level side slope, third level side slope, fourth level side slope … … nth grade side slope and the last stage side slope at the top, its characterized in that: a first-stage side slope is close to the top slope top; laying structural ribs in the first-stage side slope and the second-stage side slope in a layered mode, and arranging stress ribs in the third-stage side slope, the fourth-stage side slope … …, the nth-stage side slope and the last-stage side slope in a layered mode; a hard macadam band is provided in the range of 5m before and after the potentially most dangerous fracture surface. The utility model discloses the design of the high mudstone fill side slope of mainly used height over 40m solves the high mudstone fill side slope shear strength and low and influence side slope safety and stability's problem, avoids increasing the side slope by a wide margin and administers the investment simultaneously.
Description
Technical Field
The utility model belongs to the technical field of the engineering, a high fill side slope supporting construction is related to, specifically is mudstone high fill side slope structure.
Background
According to the regulations of the current national standard GB 50330-plus 2013, the soil slope with the height of more than 15m is called a high slope. Due to randomness and uncertainty of filling mechanical parameters, a large amount of assumption and simplification of a design analysis method and the like, the safety and stability problems of the high slope, particularly the high fill slope with the height of more than 40m, are more prominent.
At present, the selectable treatment modes of high fill slopes with the height of more than 40m are limited, and the slope rate method is recommended to be preferentially adopted by the current technical standard. Considering that when the slope rate method is simply applied to the high fill side slope, the problems of side slope shallow collapse, large land occupation of the side slope due to small comprehensive slope rate, large earth and stone volume and the like are easily caused, the treatment mode of the reinforced earth technology combined slope rate method can be adopted in the engineering practice of the high fill side slope with the height of more than 40 m. The mudstone is a sedimentary rock formed by compacting, dehydrating and recrystallizing weakly consolidated clay, and mudstone gravels formed after excavation of the mudstone generally belong to a huge (coarse) grained soil material and have the shape characteristics of gravels, so when the mudstone is used as a filler of a high-fill side slope, the shear strength of the mudstone is generally considered according to the gravels. Because of higher shear strength, the safety and stability of the mudstone high fill side slope with the height of more than 40m can meet the requirements of the current technical standard after the mudstone high fill side slope is treated by a reinforced earth technology, and the mudstone high fill side slope has more ideal slope rate. However, engineering practice shows that the mudstone belongs to soft rock and is easy to weather and soften, and a large-scale direct shear test on site shows that the shear strength of the mudstone filler is usually smaller than that of broken stones, so that the safety of the high-fill side slope is directly influenced. In contrast, two types of measures have been mainly taken in the past: firstly, the filler of the high-fill side slope is completely changed into hard broken stones such as limestone from mudstone, the shear strength of the side slope filler is improved to a design value, but the cost is very high, firstly, a large amount of broken stones need to be purchased, and secondly, the field level design is greatly influenced; and secondly, the structural reinforcing band on the upper layer of the side slope is changed into a stressed reinforcing band, namely, the anti-sliding capacity of the geotechnical reinforcing band is increased, and of course, the area of the reinforcing band is inevitably increased greatly, and the investment is correspondingly increased.
Disclosure of Invention
The utility model aims at solving the problems in the prior art and providing a mudstone high-fill side slope structure. The structure is mainly used for designing the mudstone high-fill side slope with the height exceeding 40m, solves the problem that the shear strength of the mudstone high-fill side slope is low so as to influence the safety and stability of the side slope, and simultaneously avoids greatly increasing the side slope treatment investment.
In order to realize the invention purpose of the utility model, the technical scheme of the utility model is as follows:
a mudstone high-fill side slope structure comprises a slope top, a first-stage side slope, a second-stage side slope, a third-stage side slope, a fourth-stage side slope … …, an nth-stage side slope and a last-stage side slope, wherein the slope top close to the top is the first-stage side slope; laying structural ribs in the first-stage side slope and the second-stage side slope in a layered mode, and arranging stress ribs in the third-stage side slope, the fourth-stage side slope … …, the nth-stage side slope and the last-stage side slope in a layered mode; 5m before and after the potentially most dangerous fracture surface are arranged as a filling improvement area, and a hard gravel belt is laid in the area. Hard broken stones such as limestone are adopted for paving in the filler improvement area, fillers mainly comprising mudstone are adopted in other ranges, qualified fillers such as clay, silty clay, sandy soil and broken stones with appropriate water content can be mixed into the mudstone, but the proportion of the mudstone is not lower than 70%; the height of each stage of side slope is 6-8 m.
The spacing of each layer of the construction rib belt is 0.3-1.0 m, and the length of the construction rib belt is 2-6 m.
The distance between every two layers of the stress rib belts is 0.3-1.0 m, and the length of the stress rib belts is 10-60 m.
The slope surface of each grade of side slope is provided with a grass planting slope surface.
The adjacent two-stage side slopes are connected through a berm, namely a berm is arranged between the first-stage side slope and the second-stage side slope, and a berm … … is arranged between the nth-stage side slope and the last-stage side slope between the second-stage side slope and the third-stage side slope.
The width of the street is 1.5 m-3 m.
A drainage ditch is arranged in the horse channel, the depth of the drainage ditch can be set as required, but the depth of the drainage ditch is smaller than the height of the plane of the horse channel and the height of the first layer of the rib belt as much as possible.
The surface of the pavement is a concrete hardened surface layer.
The grass planting slope surfaces outside the first-stage side slope and the second-stage side slope adopt geotextile bag hanging nets for spray-seeding grass planting or vegetation geotextile bags, and the structural rib belt reverse bags are fixed below the geotextile bags or the vegetation geotextile bags.
The grass planting slope surfaces outside the third-stage side slope, the fourth-stage side slope … …, the nth-stage side slope and the last-stage side slope adopt geotextile bag hanging nets to spray-plant grass or vegetation geotextile bags, and the stressed rib belts are reversely wrapped and fixed below the geotextile bags or vegetation geotextile bags. Namely, the soil engineering bags or the plant soil engineering bags are paved into the slope surface, and green plants are planted on the slope surface, so that the slope surface is prevented from being damaged by rain wash, and the slope surface is beautified. The stressed rib belts or the construction rib belts wrap the laid geotextile bags or the plant-growing geotextile bags to play a role in fixing, the length of wrapping part of the rib belts is about 2m generally, and the length does not account for the length of the rib belts.
The construction reinforced belts and the stress reinforced belts can adopt common geotechnical materials such as geogrids, geotextiles, geomembranes, geotechnical belts and the like.
Compared with the prior art, the invention has the beneficial effects that:
(one), the utility model discloses with the filler of each 5 m's within range around the potential most dangerous fracture surface of mudstone high fill side slope by the mudstone improvement for hard rubble such as limestone, improved side slope shear strength, ensure that it is not less than the design value, the at utmost has reduced the rubble quantity simultaneously.
(II), the utility model discloses combine with geotechnological reinforcement technique, avoid the side slope shallow layer to slump, improve the deep slip safety and stability coefficient of side slope, simultaneously, reduce the muscle area, reduce side slope occupation of land and earth and stone volume.
Description of the drawings:
fig. 1 is a schematic diagram of a mudstone high fill side slope structure in the utility model.
Fig. 2 is a schematic structural view of the fairway described in this application.
Fig. 3 is a schematic diagram of the calculation of the most dangerous fracture surface by the mediocre geotechnical calculation software in example 1.
Wherein, 1-slope top, 2-construction rib belt, 3-stress rib belt, 4-horse path, 5-drainage ditch, 6-slope bottom, 7-first grade side slope, 8-second grade side slope, 9-third grade side slope, 10-nth grade side slope, 11-last grade side slope, 12-earth bag, 13-potential most dangerous rupture surface, 14-hard broken stone belt.
Detailed Description
In order to facilitate the understanding of the present invention, the process described in the present invention will be further described with reference to the accompanying drawings and the detailed description. It should not be understood that the scope of the above-described subject matter of the present invention is limited to the following examples.
A mudstone high-fill side slope structure comprises a slope top, a first-stage side slope, a second-stage side slope, a third-stage side slope, a fourth-stage side slope … …, an nth-stage side slope and a last-stage side slope, wherein the slope top close to the top is the first-stage side slope; laying structural ribs in the first-stage side slope and the second-stage side slope in a layered mode, and arranging stress ribs in the third-stage side slope, the fourth-stage side slope … …, the nth-stage side slope and the last-stage side slope in a layered mode; dividing the front and rear 5m of the most dangerous potential fracture surface into a filler improvement area, and arranging a hard broken stone belt in the area, namely paving hard broken stones such as limestone in the area, wherein the rest areas adopt fillers mainly comprising mudstone, and the mudstone can be doped with qualified fillers such as clay, silty clay, sandy soil, broken stones and the like with proper water content, but the proportion of the mudstone is not lower than 70%; the height of each stage of side slope is 6-8 m.
The spacing of each layer of the construction rib belt is 0.3-1.0 m, and the length of the construction rib belt is 2-6 m. Preferably, the spacing of each layer of construction band is 0.5m and the length is 4 m.
The distance between every two layers of the stress rib belts is 0.3-1.0 m, and the length of the stress rib belts is 10-60 m. Preferably, the spacing between each layer of the stressed rib belt is 0.5m, and the length is 40 m.
The slope surface of each grade of side slope is provided with a grass planting slope surface.
The adjacent two-stage side slopes are connected through a berm, namely a berm is arranged between the first-stage side slope and the second-stage side slope, and a berm … … is arranged between the nth-stage side slope and the last-stage side slope between the second-stage side slope and the third-stage side slope.
The width of the street is 1.5 m-3 m.
A drainage ditch is arranged in the horse channel, the depth of the drainage ditch can be set as required, but the depth of the drainage ditch is smaller than the height of the plane of the horse channel and the height of the first layer of the rib belt as much as possible.
The surface of the pavement is a concrete hardened surface layer.
The grass planting slope surfaces outside the first-stage side slope and the second-stage side slope adopt geotextile bag hanging nets for spray-seeding grass planting or vegetation geotextile bags, and the structural rib belt reverse bags are fixed below the geotextile bags or the vegetation geotextile bags.
The grass planting slope surfaces outside the third-stage side slope, the fourth-stage side slope … …, the nth-stage side slope and the last-stage side slope adopt geotextile bag hanging nets to spray-plant grass or vegetation geotextile bags, and the stressed rib belts are reversely wrapped and fixed below the geotextile bags or vegetation geotextile bags. Namely, the soil engineering bags or the plant soil engineering bags are paved into the slope surface, and green plants are planted on the slope surface, so that the slope surface is prevented from being damaged by rain wash, and the slope surface is beautified. The stressed rib belts or the construction rib belts wrap the laid geotextile bags or the plant-growing geotextile bags to play a role in fixing, the length of wrapping part of the rib belts is about 2m generally, and the length does not account for the length of the rib belts.
The construction reinforced belts and the stress reinforced belts can adopt common geotechnical materials such as geogrids, geotextiles, geomembranes, geotechnical belts and the like.
Example 1:
a mudstone high-fill side slope structure, the total height of which is 48 m. Including setting up slope top, first order side slope, second level side slope, third level side slope, fourth grade side slope, fifth level side slope, the sixth level side slope at the top, wherein, be close to the top slope top be the first order side slope, down be second level side slope, third level side slope … … in proper order. And structural ribs are paved in the first-stage side slope and the second-stage side slope in a layered mode, and stressed ribs are arranged in the third-stage side slope and the fourth-stage side slope … … in a layered mode. The height of each grade of side slope is 8 m. Slope is naturally set on the 1 st and 2 nd slopes at the top of the slope by adopting a slope rate method, and the slope rates of the first and second slopes are 1: 2; slope is put to tertiary side slope, fourth level side slope, fifth level side slope, sixth level side slope adoption geotechnological reinforcement technique combination slope rate method, and the slope rate of tertiary side slope, fourth level side slope, fifth level side slope, sixth level side slope is 1: 1.5. dividing the front and back 5m of the most dangerous potential fracture surface into a filler improved area, paving a hard broken stone belt in the area (namely, all the fillers in the area adopt hard broken stones such as limestone, the particle size of the broken stones is not more than 200mm), and adopting mud rock materials in the other areas. The slope surface of each grade of side slope is provided with a grass planting slope surface.
The calculation of the potentially most dangerous fracture surface can be determined by calculation software, which is the prior art. For example, the results calculated by the principle geotechnical calculation software in this embodiment are shown in fig. 3:
the potential most dangerous fracture surface can be drawn according to the measurement, the coordinate of the sliding center of the potential most dangerous fracture surface is calculated to be X-22.342, Y-87.335 (the relative origin of the coordinate is the slope toe of the sixth slope), and the radius of the sliding arc is R-82.188 m.
The spacing of each layer of construction bands was 0.5m, and the length of the construction bands was 4 m.
The distance between each layer of the stress rib belt is 0.5m, and the length of the stress rib belt is 40 m.
The adjacent two-stage side slopes are connected through a berm, namely a first berm is arranged between the first-stage side slope and the second-stage side slope, and a second berm … … is arranged between the second-stage side slope and the third-stage side slope; the width of the street is 2 m. A drainage ditch is arranged in the horse channel, and the depth of the drainage ditch is 15 cm.
The surface of the pavement is a concrete hardened surface layer.
The grass planting slope surfaces outside the first-stage side slope and the second-stage side slope are sprayed and sown with the geotextile bag hanging net for grass planting, and the construction rib belts are reversely wrapped and fixed under the geotextile bag.
And the grass planting slopes outside the third-level side slope, the fourth-level side slope, the fifth-level side slope and the sixth-level side slope are also sprayed with the geotextile bag net for grass planting, and the stress rib belts are reversely wrapped and fixed under the geotextile bags. The soil engineering bags are paved into a slope surface, and the green plants are planted by hanging the net, so that the slope surface is prevented from being damaged by rain wash, and the slope surface is beautified. The stressed rib belt or the construction rib belt wraps the laid geotextile bag to play a role in fixing, the length of the rib belt wrapping the geotextile bag is 2m, and the length of the rib belt is not counted into the length of the rib belt.
The construction rib belts and the stress rib belts both adopt geogrids.
The specific practical steps are as follows:
1) leveling the field, removing impurities, and excavating the foundation bed to a sixth-level bottom geogrid laying elevation of the side slope.
2) And shearing the 1 st layer of geogrid according to the requirement, reserving the length required by the grid turn-up, and laying according to the specified position. When the grating is laid, the rolling direction is perpendicular to the side line, the grating is smoothly spread, and the ground is fixed by U-shaped nails every 1.5-2.0 m on the laid grating.
3) And calculating the intersection coordinates of the potential most dangerous fracture surface and the layer, and performing paying-off marking on the areas 5m away from the front and back of the layer to serve as the improved areas of the filler.
4) The front end (slope) of the geogrid is compacted and fixed by a geotextile bag, the rear end of the geogrid is pulled tightly by a tension beam, and then the geogrid is paved and rolled to fill soil. Wherein, hard gravels are adopted in the filler improvement range, and mud rock fillers are adopted in the rest. The filling soil between the two layers of the geogrids is compacted in two layers, and the thickness of each layer after compaction is 25 cm.
5) The layer of grid is wrapped around the geotextile bag and laid on the filling. Cutting and positioning and laying the 2 nd layer of geogrid according to requirements, and connecting the 2 nd layer of geogrid and the 1 st layer of geogrid reverse wrapping section together by using a geogrid connecting rod.
6) And repeating the steps until the top of the slope.
7) And installing anchor bolts on the slope geotextile bags, hanging the special geogrid net for greening through the anchor bolts, and spraying plant-growing matrix to finish slope construction.
The stressed reinforcement belt adopts geogrid.
Although the present invention has been described in detail with reference to specific embodiments thereof, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the scope of the invention encompassed by the appended claims.
Claims (10)
1. The utility model provides a mudstone high fill side slope structure, includes slope top (1), first order side slope (7), second level side slope (8), third level side slope (9), fourth level side slope … … nth level side slope (10) and last stage side slope (11) that set up at the top, its characterized in that: a first-stage side slope (7) is arranged close to the top slope top (1); laying structural ribs (2) in the first-stage side slope (7) and the second-stage side slope (8) in a layered mode, and arranging stress ribs (3) in the third-stage side slope (9), the fourth-stage side slope … …, the nth-stage side slope (10) and the last-stage side slope (11) in a layered mode; 5m before and after the potentially most dangerous fracture surface (13) are arranged as filling improvement areas, and hard gravel belts (14) are laid in the filling improvement areas.
2. The mudstone high fill slope structure of claim 1, wherein: the height of each stage of side slope is 6-8 m, and the adjacent two stages of side slopes are connected through a berm (4).
3. The mudstone high fill slope structure of claim 1, wherein: the spacing of each layer of the construction rib belt (2) is 0.3-1.0 m, and the length of the construction rib belt (2) is 2-6 m.
4. The mudstone high fill slope structure of claim 1, wherein: the distance between every two layers of the stress rib belts (3) is 0.3-1.0 m, and the length of the stress rib belts (3) is 10-60 m.
5. The mudstone high fill slope structure of claim 1, wherein: the slope surface of each grade of side slope is provided with a grass planting slope surface (6).
6. The mudstone high fill slope structure of claim 2, wherein: the width of the pavement (4) is 1.5-3 m.
7. The mudstone high fill slope structure of claim 2, wherein: a drainage ditch (5) is arranged in the horse way (4).
8. The mudstone high fill slope structure of claim 2, wherein: the surface of the pavement (4) is a concrete hardened surface layer.
9. The mudstone high fill slope structure of claim 5, wherein: the grass planting slope surface (6) outside the first-stage side slope (7) and the second-stage side slope (8) is stacked by adopting a soil engineering bag or a plant-growing soil engineering bag (12), and the construction reinforced belt (2) is reversely wrapped and fixed below the soil engineering bag or the plant-growing soil engineering bag (12).
10. The mudstone high fill slope structure of claim 5, wherein: the grass planting slope surfaces (6) outside the third-stage side slope (9), the fourth-stage side slope … …, the nth-stage side slope (10) and the last-stage side slope (11) are stacked by adopting soil engineering bags or plant-growing soil engineering bags (12), and the stress reinforcement belts (3) are reversely wrapped and fixed below the soil engineering bags or plant-growing soil engineering bags (12).
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113322984A (en) * | 2021-06-07 | 2021-08-31 | 长沙理工大学 | Quick repairing structure for shallow landslide of soil slope with more than two levels and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113322984A (en) * | 2021-06-07 | 2021-08-31 | 长沙理工大学 | Quick repairing structure for shallow landslide of soil slope with more than two levels and construction method thereof |
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Effective date of registration: 20221202 Address after: 610056 No. 18, Section 2, Dongfeng Road, Chenghua District, Chengdu City, Sichuan Province Patentee after: China Power Construction Engineering Consulting Environmental Engineering Co.,Ltd. Address before: No.16, Dongfeng Road, Chenghua District, Chengdu, Sichuan 610056 Patentee before: Southwest Electric Power Design Institute CO., Ltd. of China Power Engineering Consulting Group |