CN220888177U - Soft-rock replacement structure for valley phase soft soil foundation in red-layer mountain area - Google Patents
Soft-rock replacement structure for valley phase soft soil foundation in red-layer mountain area Download PDFInfo
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- CN220888177U CN220888177U CN202322506652.XU CN202322506652U CN220888177U CN 220888177 U CN220888177 U CN 220888177U CN 202322506652 U CN202322506652 U CN 202322506652U CN 220888177 U CN220888177 U CN 220888177U
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Abstract
The utility model relates to the technical field of pavement construction, in particular to a soft rock filling structure of a valley phase soft soil foundation in a red layer mountain area, which comprises an impermeable geomembrane, a soft rock filling layer, a geocell and a embankment filling body which are sequentially arranged from bottom to top, wherein drainage ditches are arranged on two sides of the embankment filling body, and a broken stone blind ditch is arranged at the lower part of the drainage ditches; the soft rock filling layer is soft rock with compressive strength of more than 5Mpa in excavation, and the layer thickness is 1.0-3.0 m; the embankment filling body is soft rock in excavation. Can solve the problem of higher construction cost of the existing replacement and filling when constructing highways in the valleys of the mountain areas of the red layers.
Description
Technical Field
The utility model relates to the technical field of pavement construction, in particular to a soft rock filling structure of a valley phase soft soil foundation in a red layer mountain area.
Background
The red layer mainly refers to a stratum formed by land-phase red sandstone, conglomerate and shale deposited in a tropical or subtropical drought environment in China, is mainly accumulated in a broken basin formed by mountain making sports in a middle-life Yanshan period, and mainly appears in an interlayer interbedded layer, and is red in main color from the appearance.
The valley regions of mountain areas are generally distributed with a large amount of weak soil, while the properties of the weak soil of valley phases of red mountain areas are greatly different from those of coastal plain areas, and the main aspects are that: the soil body causes mostly by slope flood; the thickness of the weak soil is 3-5m, generally not more than 10m, and the lower part of the covering layer is bedrock; the physical and mechanical parameters such as water content w, porosity e, static cone penetration Ps value and the like can not reach the indexes of soft soil. In addition, the hilly land and the hilly land are alternately arranged, the lengths of the excavated cutting and the filled embankment sections on the construction route are frequently alternately arranged in small sections of tens of meters to hundreds of meters, the filling height difference is large, and the section type difference of the embankment section is obvious from that of the expressway embankment in the coastal plain area.
The red layer is a typical easy-to-slip stratum due to the uniqueness of forming conditions and special engineering properties, the problem of slope stability is very outstanding, and a plurality of landslide disasters often occur in rainy seasons, so that when a highway is built in a valley region of a red layer mountain area, a filling-in cushion method is generally adopted to carry out filling-in treatment on a shallow foundation, more particularly, gravel, hard rock rolled sheet stones or outsourcing sheet stones are filled into a filling-in embankment foundation, and the outsourcing sheet stones are taken as an example, the outsourcing sheet stones have a high purchase price of 140 yuan/cube, and the filling-in cost is high in the overall construction cost.
Disclosure of utility model
The utility model provides a soft-soil foundation soft-rock filling structure for a valley phase of a red-layer mountain area, which can solve the problem of higher filling construction cost in the prior art when roads are built by the valley phase of the red-layer mountain area.
The application provides the following technical scheme:
A soft rock replacement structure of a valley phase soft soil foundation in a red layer mountain area comprises an impermeable geomembrane, a soft rock replacement layer, a geocell and a embankment filling body which are sequentially arranged from bottom to top, wherein drainage ditches are arranged on two sides of the embankment filling body, and a gravel blind ditch is arranged at the lower part of the drainage ditches; the soft rock filling layer is soft rock with compressive strength of more than 5Mpa in excavation, and the layer thickness is 1.0-3.0 m; the embankment filling body is soft rock in excavation.
The beneficial effects are that:
1. The embankment filling body is formed by filling soft rocks such as mudstones and muddy sandstones in the excavated areas, the characteristic that a large amount of soft rocks are distributed in the valleys of the red mountain areas is utilized, the problem that the expressway in the red mountain areas lacks the outward purchasing pain point of hard rock filling materials is solved, the excavated soft rocks are fully utilized, the distance between abandoned parts is reduced, meanwhile, the construction time for filling is shortened, the work efficiency is improved, the highway foundation treatment cost with small filling height in the red mountain areas is obviously reduced, the compression strength of the soft rocks is limited to be above 5Mpa for controlling the quality of the filling materials, and when the compression strength of the soft rocks is less than 5Mpa, the compression strength of the soft rocks is insufficient to ensure the strength of the soft rock filling layers, and the requirement on the strength in the road subgrade design cannot be met. The thickness of the soft rock filling layer is generally required to be smaller than 3.0m, if the thickness is larger than 3m, a large amount of foundation soil needs to be excavated, the cost is high due to the overlarge filling scale, and the economic benefit brought by adopting the technical scheme cannot be reflected; conversely, if the filling thickness is too small, the strength and deformation resistance of the foundation cannot be improved when it is smaller than 1.0 m.
2. The broken stone blind ditch is an underground drainage channel and is mainly used for draining upper layer stagnant water, providing a water body migration channel, preventing seepage geomembranes are mainly used for timely sealing foundation pit surfaces, preventing local upper layer stagnant water from softening a soft rock replacement and filling layer and improving the durability of the soft rock replacement and filling layer.
3. The geotechnical grid is arranged on the soft rock filling layer, and the geotechnical grid is used for reinforcing a soft foundation and is combined with the soft rock filling layer, so that the bearing capacity of the foundation can be rapidly improved, the development of settlement is controlled, and the side limit effect on a road base can effectively distribute loads to a wider subbase, so that the thickness of the base is reduced, and the construction cost is reduced.
Further, the impermeable geomembrane comprises a geotextile with a weight of 200 g/square meter and a membrane with a thickness of 0.5mm, wherein the geotextile is two layers, and the membrane is positioned between the two layers of geotextiles.
The beneficial effects are that: the membrane is positioned between two layers of geotechnical cloth, and has a specific thickness and weight, so that the membrane can effectively separate the permeation of moisture and pollutants, and simultaneously has a better tensile strength, thus guaranteeing the anti-seepage requirement, guaranteeing reasonable manufacturing cost and being more beneficial to popularization.
Further, the geocell is provided with a plurality of layers, the height of a single-layer cell is 5cm, the grid size is 400mmx400mm, and the distance between adjacent layers is 0.5m.
The beneficial effects are that: the geotechnical cells are provided with multiple layers, the height, the size and the distance are met, the stable roadbed can be further ensured, and the gravity and the pressure contacted with the ground are transversely dispersed and reduced.
Further, the depth of the crushed stone blind ditch is more than or equal to 1.0m, the bottom width is 0.5-0.8 m, and the side wall slope ratio is 1:0.5.
The beneficial effects are that: by adopting the scheme, the drainage performance and stability of the drainage channel are further ensured. Further, steps with the width more than or equal to 2.0m and the height less than or equal to 2.0m are excavated below the impermeable geomembrane.
Further, steps with the width b1 more than or equal to 2.0m and the height h5 less than or equal to 2.0m are excavated under the impermeable geomembrane.
The beneficial effects are that: further improving the stability of the filling structure; the device is particularly suitable for slopes and has wider application range.
Drawings
FIG. 1 is a schematic view of a highway according to a first embodiment of the present utility model;
Fig. 2 is a schematic structural diagram of a highway according to a second embodiment of the present utility model.
Detailed Description
The following is a further detailed description of the embodiments:
reference numerals: the inner covering layer 1, the lower bedrock 2, the weathered line 3, the rock-soil dividing line 4, the ground line 5, the embankment filling body 6, the drainage ditch 7, the broken stone blind ditch 8, the soft rock replacement filling layer 9, the impermeable geomembrane 10, the geocell 11 and the step 12.
Example 1
As shown in fig. 1, a highway with a total length of 31.1Km is a bidirectional four-lane highway, the design speed is 120Km/H, the roadbed width b=25.5 m, the embankment working point is located in a low hilly area, the topography cutting relative height difference is 30-50 m, the highway is a gully topography, the ground line 5 is gentle, the road is traversed by the embankment 6, the filling height h=10m, the current ground surface is a paddy field, the thickness h1=3.5-5.5 m of the covering layer 1 in the gully according to the ground survey, the soft soil thickness of the surface layer is 0.8-1.5 m, and the soft lower lying layer is not left, the lower bedrock 2 is dwarf series parallel-joint J3sn mauve sandy mudstone, the weathered line 3 is 1.2m below the rock-soil dividing line 4, the value of the geostatic penetration Ps of 0.8-1.5 m on the surface layer is=0.61-0.84 Mpa, the value of the geostatic penetration Ps of 2.7-4.0 m on the lower part is=0.92-1.15 Mpa, the natural water content w=32.8% of the soil body, the porosity ratio e=0.923, the liquid limit wl=38.8%, the plastic limit wp=24.3%, the plastic index ip=14.5, and the compression modulus Es 100-200=4.2 Mpa, which are typical representatives of the gentle valley and soft soil filling embankment in the topography of a low mountain area of a red layer.
The soft rock replacement structure for the valley phase soft soil foundation in the red mountain area comprises a layer of impermeable geomembrane 10, a soft rock replacement layer 9, two layers of geocells 11, a embankment filling body 6, drainage ditches positioned on two sides of the embankment filling body 6 and gravel blind ditches 8 positioned on the lower part of the drainage ditches.
The thickness h2 of the soft rock replacement filling layer 9 is 2.0m, silty sandstone, argillaceous sandstone and sandy mudstone materials with natural compressive strength greater than 5.0Mpa in excavation are adopted and crushed into soft rock stones with the thickness of more than or equal to 15cm along the long axis direction, the compactness of the soft rock replacement filling layer is greater than 96%, 2% of drainage transverse slopes are formed on two sides of the embankment by excavation of the foundation pit at the lower part of the soft rock replacement filling layer, the foundation pit at the position of the drainage ditch 7 is required to be excavated to be 1.0m outside the side ditch, and the excavation slope ratio is 1:1.
Roadbed drainage ditch lower part rubble blind ditch 8, degree of depth h3 is 1.0m, and the base width is 0.6m, and two side slope ratio 1:0.5, the broken stone is purchased externally, the required grain diameter is 2-5 cm, the saturated compressive strength is more than 30Mpa, the broken stone blind ditch is mainly used for draining upper layer stagnant water, a water body migration channel is provided, and if groundwater is developed, a vertical and horizontal blind ditch in a 'well' -shaped structure can be arranged.
The impermeable geomembrane 10 is paved at the bottom of the pit, has the technical parameters of two layers of geotextiles and one layer of membrane, is positioned between the two layers of geotextiles, has the weight of 200g/m 2 and the thickness of 0.5mm, is mainly used for timely sealing the foundation pit surface, prevents local upper layer water stagnation from softening the soft rock replacement and filling layer and improves the durability of the soft rock replacement and filling layer.
The embankment filling body 6 is formed by filling mudstones, argillaceous sandstones and the like in the excavation, no requirement is imposed on the natural strength, 50cm embankment filling layers 6 are filled firstly, then the geocell 11 is laid, the layer spacing h4 is 0.5m, the technical parameters are that the cell height is 5cm, the grid size is 400mmx400mm, the unit width breaking tension is more than or equal to 180KN/m, the mesh belt connecting nodes of the work cell are formed by one-time injection molding, and the geocell mainly plays a role in controlling uneven settlement.
The specific construction steps of the embodiment are as follows:
S1: preparing materials, namely selecting rock samples from the section slopes after the expressway slopes are excavated, performing compressive strength test, selecting soft rock with natural compressive strength of more than 5Mpa, and crushing the soft rock into soft rock stones with the long axis direction of 30cm and the thickness of more than or equal to 15 cm;
S2: construction lofting, checking a replacement and filling processing range according to a design drawing, and checking geological conditions by adopting static cone penetration, wherein the number of static cone penetration points of one working point is not less than 3 points, and mainly rechecking the thickness of a covering layer and the softness of foundation soil;
The geological condition should satisfy: the natural water content in the physical and mechanical indexes of the soil body is more than or equal to 25% and less than or equal to 35%, the pore ratio is more than or equal to 0.7 and less than or equal to 1.0, the compression modulus is more than or equal to 3 and less than or equal to 8Mpa, and the static sounding index is more than or equal to 0.4 and less than or equal to 1.3Mpa; the stratum structure is a covering layer and bedrock, and the thickness of the covering layer is 3-8 m; the embankment filling height is 8-12 m.
S3: excavating a foundation pit, namely excavating the foundation pit by adopting an excavator, wherein the single excavation width is more than or equal to 6m, and paving an impermeable geomembrane;
s4: constructing a soft rock filling layer, namely adopting a 26T single steel wheel road roller, and carrying out static pressure once, vibration rolling four times and static pressure once again so as to ensure that the compactness of the soft rock filling layer is greater than 96%;
s5: turning the direction, repeating the steps S3 and S4, and completing the soft rock filling layer replacement construction of the whole field;
S6: and filling the embankment, filling the embankment by adopting common soft rock, and paving geocells at a position 50cm above the filling layer.
Example two
As shown in fig. 2, a highway with a full length of 48.8Km is a bidirectional six-lane highway, the design speed is 120Km/H, the roadbed width b=34.5m, the working point of the embankment is located at the exit section of the tunnel, the ground elevation is 312.0-724.14 m, the relative altitude difference of the topography cutting is 230-250 m, the exit section is a gully topography, the ground line 5 has a certain transverse slope, the road is traversed by the embankment filling body 6, the filling height h=12m, the current ground surface is a paddy field, the thickness H of the cover layer 1 in the gully of the land survey is 12.5-4.5 m, the thickness of the surface layer is 0.5-1.1 m, the soft foundation layer is no soft lower lying layer, the lower foundation rock 2 is dwarf sand temple J2s purple red mudstone clamp sandstone, the weathered line 3 is 1.1m below the rock boundary 4, the surface layer is 0.5-1.1 m, the value of the soil cone penetration Ps is 0.68-0.91, the lower layer is 2.7-4.0.0.0 m, the depth of the fill level of the surface layer is 0.95.5-1.1 m, the typical slope is represented by the gradient index of the slope, the depth of the soft foundation = 1.3.3-4.3 = 3% and the water content of the soft foundation = 3 = 3.3% is represented by the typical slope.
The first embodiment adopts a soft rock filling structure of a red mountain valley phase soft soil foundation, and comprises a layer of impermeable geomembrane 10, a soft rock filling layer 9, 2 layers of geocells 11, a embankment filling body 6 and a gravel blind ditch 8 at the lower part of a roadbed unilateral drainage ditch.
The present embodiment is different in that:
The thickness h2 of the soft rock exchange layer 9 is 2.5m, and the natural compressive strength of the soft rock exchange layer is required to be 10Mpa by adopting materials such as argillite siltstone, marl and the like in tunnel slag.
The steps 12 are excavated, the steps 12 of the embodiment are multi-layer to form a step shape, the width b1 of each step is more than or equal to 2.0m, and the height h5 of each step is less than or equal to 2.0m, in the embodiment, as shown in fig. 2, the steps are 20m+10m+10m+5m+2m+2m+2m+2m, and the step heights are respectively 0.5m, 0.8m, 0.5m and 0.3m in sequence from the lower part to the upper part of the slope.
Roadbed drainage ditch lower part rubble blind ditch 8, degree of depth h3 is 1.2m, and the base width is 0.8m, and two side slope ratio 1:0.5, the broken stone is rolled by limestone in tunnel slag, the grain size is 2-5 cm, the saturation compressive strength of the parent rock is larger than 30Mpa, and the broken stone blind ditch is mainly used for draining upper layer stagnant water and providing a transverse water migration channel of a slope zone.
The above is merely an embodiment of the present utility model, and the present utility model is not limited to the field of the present embodiment, but the specific structure and characteristics of the present utility model are not described in detail. It should be noted that modifications and improvements can be made by those skilled in the art without departing from the structure of the present utility model, and these should also be considered as the scope of the present utility model, which does not affect the effect of the implementation of the present utility model and the utility of the patent. The protection scope of the present utility model is subject to the content of the claims, and the description of the specific embodiments and the like in the specification can be used for explaining the content of the claims.
Claims (5)
1. The utility model provides a red layer mountain area valley looks soft soil ground soft rock trades fills out structure which characterized in that: the anti-seepage soil engineering membrane, the soft rock exchange filling layer, the soil engineering cell and the embankment filling body are sequentially arranged from bottom to top, drainage ditches are arranged on two sides of the embankment filling body, and a broken stone blind ditch is arranged at the lower part of the drainage ditches;
The soft rock filling layer is formed by soft rock with compressive strength greater than 5Mpa in excavation, and the layer thickness is 1.0-3.0 m;
The embankment filling body is formed by soft rock in the excavation.
2. The soft rock exchange structure of a valley phase soft soil foundation of a red layer mountain area according to claim 1, wherein: the impermeable geomembrane comprises geotextiles with the weight of 200 g/square meter and a membrane with the thickness of 0.5mm, wherein the geotextiles are two layers, and the membrane is positioned between the two layers of geotextiles.
3. The soft rock exchange structure of a valley phase soft soil foundation of a red layer mountain area according to claim 2, wherein: the geocell is provided with a plurality of layers, the height of a single-layer cell is 5cm, the grid size is 400mmx400mm, and the distance between adjacent layers is 0.5m.
4. A red layer mountain valley phase soft soil foundation soft rock reclamation structure as recited in claim 3, wherein: the depth of the crushed stone blind ditch is more than or equal to 1.0m, the bottom width is 0.5-0.8 m, and the side wall slope ratio is 1:0.5.
5. The soft rock exchange structure of a valley phase soft soil foundation of a red layer mountain area according to claim 4, wherein: and excavating steps with the width being more than or equal to 2.0m and the height being less than or equal to 2.0m under the impermeable geomembrane.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202322506652.XU CN220888177U (en) | 2023-09-14 | 2023-09-14 | Soft-rock replacement structure for valley phase soft soil foundation in red-layer mountain area |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202322506652.XU CN220888177U (en) | 2023-09-14 | 2023-09-14 | Soft-rock replacement structure for valley phase soft soil foundation in red-layer mountain area |
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- 2023-09-14 CN CN202322506652.XU patent/CN220888177U/en active Active
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