CN112726638A - Expansive soil cutting slope protection structure and construction method - Google Patents
Expansive soil cutting slope protection structure and construction method Download PDFInfo
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- CN112726638A CN112726638A CN202011480530.2A CN202011480530A CN112726638A CN 112726638 A CN112726638 A CN 112726638A CN 202011480530 A CN202011480530 A CN 202011480530A CN 112726638 A CN112726638 A CN 112726638A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/202—Securing of slopes or inclines with flexible securing means
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
- E02D3/106—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0084—Geogrids
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0085—Geotextiles
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Abstract
The invention provides a protection structure of an expansive soil cutting slope and a construction method, wherein the protection structure comprises a bottom protection structure, a middle protection structure and a top protection structure; the bottom protection structure sequentially comprises a first waterproof geotextile, a basic drainage cushion layer and a first reinforcing rib layer from bottom to top, and an infiltration ditch is arranged in the basic drainage cushion layer; the middle protective structure sequentially comprises an internal drainage layer, a second reinforcement layer and an inclined plane cultivation soil layer from inside to outside, the internal drainage layer is connected with the basic drainage cushion layer and can drain water to the basic drainage cushion layer, the second reinforcement layer is arranged on the first reinforcement layer, and the inclined plane cultivation soil layer is positioned on a road surface; the top protection structure comprises a second waterproof geotextile and a top protection layer, the second waterproof geotextile is arranged at the top of the middle protection structure, and the top protection layer is arranged on the second waterproof geotextile. The construction method is a method for constructing the protective structure. The invention can effectively treat the expansive soil slope and maintain the stable structure of the slope matrix.
Description
Technical Field
The invention relates to the technical field of slope protection engineering, in particular to an expansion diagram cutting slope protection structure and a construction method.
Background
At present, the traditional treatment method of the road expansive soil road cutting slope is generally to relieve the slope or masonry structure protection, the protection principle of relieving the slope is to reduce the gliding load by overexcavating the soil body, the protection principle of the masonry structure protection is to use bricks and stones as building materials, and the bricks and the stones are built with mortar or small stone concrete to form hard protection so as to increase the anti-sliding force of the bricks and the stones. Because the expansive soil is cohesive soil with the volume expanded violently after being soaked in water and the volume contracted obviously after being dehydrated, the slope constructed by the traditional treatment method is easy to crack, partially collapse and the like due to the influence of rainwater for a long time, and the driving safety of the highway is also influenced once the slope collapses. When the traditional treatment method is used for constructing a side slope, the overedged expansive soil also needs to be removed, so that the land acquisition of a road is increased, and the project construction cost is increased.
Disclosure of Invention
The invention aims to provide a protection structure of an expansive soil cut slope, which can effectively treat the expansive soil slope, maintain the stability of a slope matrix structure and prevent the phenomena of cracking, local collapse and the like.
The second purpose of the invention is to provide a construction method of the expansive soil cut slope protection structure, which can effectively treat the expansive soil slope, maintain the stability of the slope matrix structure and prevent the phenomena of cracking, local collapse and the like.
In order to achieve the first object, the invention provides a protection structure of an expansive soil cut slope, which comprises at least one slope matrix, wherein the slope matrix comprises a bottom protection structure, a middle protection structure and a top protection structure; the bottom protection structure is positioned below a road surface and sequentially comprises a first waterproof geotextile, a basic drainage cushion layer and a first reinforcing rib layer from bottom to top, an infiltration ditch is arranged in the basic drainage cushion layer, and the infiltration ditch extends along the extension direction of the basic drainage cushion layer; the middle protection structure is arranged on the bottom protection structure in an upward extending mode along the inclined plane of the side slope, the middle protection structure sequentially comprises an internal drainage layer, a second reinforced layer and an inclined plane cultivation soil layer from inside to outside, the internal drainage layer is connected with the basic drainage cushion layer, the internal drainage layer is used for draining water to the basic drainage cushion layer, the second reinforced layer is arranged on the first reinforced layer, and the inclined plane cultivation soil layer is located above the road surface; the top protection structure comprises a second waterproof geotextile and a top protection layer, the second waterproof geotextile is arranged at the top of the middle protection structure, and the top protection layer is arranged on the second waterproof geotextile.
According to the scheme, the slope is protected from the bottom, the middle and the bottom of the slope in a multi-angle manner by arranging the bottom protection structure, the middle protection structure and the top protection structure, and the structural strength and the structural stability of the expansive soil cut slope are improved; the foundation drainage cushion layer and the infiltration ditch are arranged at the bottom, so that the excess moisture at the bottom of the slope matrix can be drained timely, and the moisture balance and the structural strength of the bottom of the slope matrix can be ensured; the drainage layer is arranged in the foundation drainage cushion layer to drain water, so that redundant water in the middle of the slope matrix can be drained quickly, and the water balance and the structural strength of the slope are guaranteed; by arranging the second waterproof geotextile at the top, the redundant moisture in the slope above the slope matrix can be transversely discharged out of the slope cultivation soil layer along the second waterproof geotextile, so that the redundant moisture can be prevented from entering the slope matrix, and the moisture balance and the structural strength of the slope matrix are further improved; through set up first ribbed layer and second ribbed layer in the side slope base member, be favorable to improving the self structural strength of side slope base member, prevent phenomenons such as fracture, local collapse.
The first waterproof geotextile is of a groove structure with an upward opening, the middle part of the first waterproof geotextile is sunken downwards to form an infiltration ditch mounting groove, the infiltration ditch is arranged in the infiltration ditch mounting groove, and one side of the first waterproof geotextile, which is close to the inclined plane, extends upwards to the inclined plane; the basic drainage cushion layer is a gravel layer, the basic drainage cushion layer is filled in the groove structure and the infiltration groove mounting groove, and one side of the basic drainage cushion layer, which is close to the inclined plane, extends upwards to form a convex part; first muscle layer and road surface parallel and level add, first muscle layer includes the first geogrid of rubble soil and at least one deck, and first geogrid adopts the fixed rubble soil of anti-package mode, and in the one side that is close to the inclined plane, the terminal surface on first muscle layer adjoins with the side of bellying.
According to the scheme, the foundation drainage cushion layer is formed by backfilling the broken stones, so that the water insulation and drainage functions are realized; the infiltration ditch is arranged in the infiltration ditch mounting groove, so that the infiltration ditch is positioned at a lower position, and the excess moisture in the foundation drainage cushion can be quickly gathered into the infiltration ditch mounting groove and discharged out of the side slope matrix through the infiltration ditch; through setting up the anti-gravel soil of package of first geogrid, the gravel soil has advantages such as the permeability is strong, shear strength is high, closely knit degree is high, compressive deformation is low as the road bed filling material, is favorable to improving bottom plate protective structure's structural strength, prevents to take place the phenomenon of collapsing.
The further proposal is that the inner drainage layer is a gravel layer, the bottom of the inner drainage layer is connected with the convex part, and the inner drainage layer drains water downwards through the convex part; the second adds muscle layer and includes inflation soil and multilayer second geogrid, and multilayer second geogrid is cascaded setting, and inflation soil is located between the adjacent two-layer second geogrid, and the inflation soil is fixed to the mode that the second geogrid adopted the anti-package.
According to the scheme, the inner drainage layer is arranged to drain water downwards through the protruding part, so that redundant water can be drained downwards in time, and the expansive soil in the second reinforced layer is prevented from being infiltrated by water in a transitional manner; the second geogrid is arranged to fix the expansive soil in a reverse wrapping mode, so that the structural strength of the expansive soil is improved; the expansive soil is the expansive soil in the process of over-digging the side slope, is favorable for removing the expansive soil, reduces the cost for removing the expansive soil and reduces the construction cost.
The second waterproof geotextile extends upwards along the inclined plane and extends into the inclined plane at one side close to the inclined plane, and the second waterproof geotextile penetrates through the inclined plane at one side far away from the inclined plane to cultivate a soil layer; still be provided with top bed course and escape canal on one side that waterproof geotechnological cloth of second is close to the inclined plane, and the top bed course is the gravel bed course, and the top bed course is located the top protective layer, and the top surface undercut of top protective layer is followed in the escape canal, and the escape canal setting is on the top bed course.
The further scheme is that the protective structure comprises more than two side slope base bodies, all the side slope base bodies are arranged in a ladder shape along the inclined planes of the side slopes, and the internal drainage layers of all the side slope base bodies are connected with each other and drain water downwards.
According to the scheme, the arrangement of more than two slope matrixes is beneficial to specifically arranging the slope matrixes with proper quantity according to the slopes with different heights so as to protect the whole slope.
In order to achieve the second purpose, the construction method of the expansive soil cutting slope protection structure comprises a slope base body construction step, wherein the slope base body construction step comprises an overexcavation step and a protection structure construction step, the overexcavation step comprises the steps of overexcavating a slope surface on an inclined plane of a slope and leveling the slope surface, overexcavating a groove at the bottom of the slope, wherein the groove is positioned below a road surface, and rolling and leveling the bottom of the groove; the step of constructing the protective structure comprises the steps of constructing a bottom protective structure, constructing a middle protective structure and constructing a top protective structure, wherein the bottom protective structure, the middle protective structure and the top protective structure are arranged from bottom to top in sequence.
The further proposal is that before the step of constructing the bottom protective structure is executed, a infiltration trench pre-installation groove is dug downwards at the bottom of the groove; the step of constructing the bottom protective structure comprises the following steps: laying first waterproof geotextile on the groove bottom and the groove walls on two sides of the groove, and laying the middle part of the first waterproof geotextile downwards in the infiltration ditch pre-installation groove to form the infiltration ditch installation groove; applying an infiltration ditch for drainage in the infiltration ditch installation groove; filling a basic drainage cushion layer on the first waterproof geotextile and the infiltration ditch mounting groove, so that an upward convex bulge is formed on one side of the basic drainage cushion layer close to the inclined plane, and the basic drainage cushion layer is a gravel layer; applying on basic drainage bed course and making first muscle layer, first muscle layer includes the first geogrid of rubble soil and at least one deck, and first geogrid adopts the fixed rubble soil of anti-package mode, and in the one side that is close to the inclined plane, the terminal surface of first muscle layer and the side of bellying adjoin.
The further scheme is that the step of constructing the middle protective structure comprises the following steps: constructing an internal drainage layer along the inclined plane, wherein the lower part of the internal drainage layer is connected with the bulge part, the internal drainage layer drains water to the basic drainage cushion layer through the bulge part, and the internal drainage layer is a gravel layer; constructing a second reinforcement layer above the first reinforcement layer, wherein the second reinforcement layer comprises expansive soil and a plurality of layers of second geogrids which are arranged in a stepped mode, the expansive soil is positioned between two adjacent layers of the second geogrids, and the second geogrids are used for fixing the expansive soil in a reverse wrapping mode; and (5) applying an inclined plane to cultivate a soil layer along the inclined plane of the second reinforced layer, and performing greening planting after tamping.
Further, the step of constructing the top protective structure comprises the following steps: laying a second waterproof geotextile at the top of the middle protective structure, wherein the second waterproof geotextile extends upwards along the inclined plane at one side close to the inclined plane and extends into the inclined plane, and the side, far away from the inclined plane, of the second waterproof geotextile penetrates through the inclined plane of the middle protective structure to cultivate a soil layer; constructing a top cushion layer and a drainage ditch on one side of the second waterproof geotextile close to the inclined plane, wherein the top cushion layer is a gravel cushion layer, and the drainage ditch is arranged on the top cushion layer; and applying a top protective layer on the second waterproof geotextile, wherein the top protective layer is arranged above the top cushion layer and positioned at two sides of the drainage ditch.
The construction method further comprises the following steps: more than two slope matrixes are constructed on the slope of the slope, all the slope matrixes are arranged in a ladder shape along the slope of the slope, and all the slope matrixes are mutually connected and can drain water downwards.
Drawings
FIG. 1 is a structural view of a slope base in an embodiment of the present invention.
Fig. 2 is an enlarged view at a in fig. 1.
Fig. 3 is an enlarged view at B in fig. 1.
The invention is further explained with reference to the drawings and the embodiments.
Detailed Description
Embodiment of protective structure of expansive soil cutting slope
Referring to fig. 1 to 3, the protection structure of the expansive soil cut slope provided by the present invention includes two slope matrixes which are arranged on the slope surface X of the slope in a stepped manner. The side slope base member includes bottom protective structure 1, middle part protective structure 2 and top protective structure 3.
Bottom protective structure 1 is located below road surface L, and bottom protective structure 1 includes first waterproof geotechnological cloth 11, basic drainage bed course 12 and first muscle layer 13 that adds from supreme down in proper order. And (3) overexcavating a groove at the bottom of the side slope and an infiltration ditch pre-installation groove at the bottom of the groove, wherein the groove is positioned below the road surface L. The first waterproof geotextile 11 is arranged in the groove, and two sides of the first waterproof geotextile 11 are respectively laid on the groove wall of the groove to form a groove structure. On the side close to the slope of the side slope X, the first waterproof geotextile 11 extends upwards to the slope X along the groove wall. The middle part of the first waterproof geotextile 11 is sunken downwards and laid in the infiltration ditch pre-installation groove to form an infiltration ditch installation groove 111, an infiltration ditch 14 for outward drainage is arranged in the infiltration ditch installation groove 111, and the infiltration ditch 14 is arranged along the extension direction of the side slope. The foundation drainage mat layer 12 is filled in the groove structure formed by the first waterproof geotextile 11 and the infiltration ditch mounting groove 111, and the foundation drainage mat layer 12 is a gravel layer and has the functions of water resistance and drainage. One side of the basic drainage mat layer 12 close to the inclined plane X extends upwards and forms a convex part 121, the convex part 121 is adjacent to the inclined plane X, and the top surface of the convex part 121 is lower than the road surface L. The first reinforced layer 13 is arranged on the basic drainage cushion layer 12 and positioned on one side of the convex part 121, and the surface of the first reinforced layer 13 is flush with the road surface L. First muscle layer 13 includes rubble 132 and two-layer first geogrid 131, and two first geogrids 131 are set up with interval default distance from top to bottom, and rubble 132 is filled between two first geogrids 131 and on last first geogrid 131, and first geogrid 131 adopts the fixed rubble 132 of anti-package mode and through the anchor assembly anchor. The reverse wrapping mode means that the edges of the geogrid are bent upwards to retain the backfilled gravel soil 132. The gravel soil 132 as a filling material has the characteristics of strong permeability, high shear strength, high compactness, low compression deformation and the like. On the side close to the inclined plane X, the end face of the first bead layer 13 abuts against the side face of the projection 121.
Middle part protective structure 2 extends upwards along the inclined plane X of side slope and sets up on first reinforcement layer 13, and middle part protective structure 2 includes inside drainage layer 21, second reinforcement layer 22 and inclined plane farming soil layer 23 from inside to outside in proper order. The bottom of the internal drainage layer 21 extends below the road surface L and is connected to the projections 121 so that the internal drainage layer 21 drains excess water through the projections 121 toward the foundation drainage mat 12. The internal drainage layer 21 is formed by filling crushed stones and gravel, and the thickness of the internal drainage layer 21 is equal to that of the protruding portion 121. The second reinforced layer 22 is arranged on the first reinforced layer 13, the second reinforced layer 22 comprises expansive soil 222 and a plurality of layers of second geogrids 221, the plurality of layers of second geogrids 221 are arranged upwards in a stepped mode, the expansive soil 222 is backfilled between every two adjacent layers of second geogrids 221, and the second geogrids 221 are fixed with the expansive soil 222 in a reverse wrapping mode and anchored through anchoring pieces. The inclined cultivation soil layer 23 is arranged above the road surface L and along the inclined plane X of the second reinforcement layer 22. The inclined cultivation soil layer 23 is backfilled by adopting cultivated soil and tamped, plants such as grass and trees can be planted on the inclined cultivation soil layer 23 for greening, the beautifying effect can be achieved, the water content of the side slope matrix expansive soil 222 can be kept in a relatively balanced state by utilizing the effects of evaporation, water retention, anti-scouring and the like of the plants, and the long-term stability of the side slope matrix can be maintained.
The top protective structure 3 comprises a second waterproof geotextile 31, a top protective layer 32, a top cushion layer 33, and a drainage ditch 34. The second waterproof geotextile 31 is arranged at the top of the middle protective structure 2, one side of the second waterproof geotextile 31 close to the inclined plane X extends upwards for a certain distance along the inclined plane X and then extends into the inclined plane X, and one side of the second waterproof geotextile 31 far away from the inclined plane X penetrates through the inclined plane cultivation soil layer 23 and is used for discharging redundant moisture to the outer side of the inclined plane cultivation soil layer 23. The top mat layer 33 is disposed on the side of the second waterproof geotextile 31 close to the inclined plane X, and the top mat layer 33 is a gravel mat layer. The top protective layer 32 is provided on the second waterproof geotextile 31, the top cushion layer 33 is provided in the top protective layer 32, the drainage ditch 34 is recessed downward along the top surface of the top protective layer 32, and the drainage ditch 34 is provided on the top cushion layer 33. The top protecting layer 32 is a cultivated soil layer on which greening can be carried out, or the top protecting layer 32 is a masonry structure layer which increases the sliding resistance of the top of the slope base body through hard protection and prevents the collapse phenomenon.
In this embodiment, the structures of the two slope bases are the same, or the bottom protection structure 1 of the previous slope base can be adjusted according to actual needs, so that the previous slope base can drain water to the next slope base, and the latter is preferred in this embodiment. That is to say, the bottom of last slope base member is provided with the straight drainage blanket that is used for being connected with two upper and lower inside drainage blankets 21, and straight drainage blanket adopts rubble, gravel to fill and forms, and inside drainage blanket 21 at last can drain unnecessary moisture through straight drainage blanket inside drainage blanket 21 under.
Embodiment of construction method of expansive soil road cutting slope protection structure
The construction method provided by the embodiment comprises the step of constructing at least one side slope matrix on the side slope, preferably constructing two side slope matrixes, so that the two side slope matrixes are arranged in a step manner along the inclined plane of the side slope, and are connected with each other and can drain excessive moisture downwards.
The step of constructing the slope base body comprises an overexcavation step and a protective structure constructing step, wherein the protective structure constructing step comprises a bottom protective structure constructing step, a middle protective structure constructing step and a top protective structure constructing step which are sequentially executed, and the bottom protective structure, the middle protective structure and the top protective structure are sequentially arranged from bottom to top.
The overbreak step specifically comprises the following steps:
firstly, super-excavating two construction positions of a side slope matrix on an inclined plane of a side slope, wherein the two construction positions are arranged in a ladder way and are mutually communicated, and leveling the construction positions; then, overexcavating a groove at the bottom of the side slope, namely the bottom of the overexcavation slope surface, so that the groove is positioned below the road surface, and rolling and leveling the groove bottom of the groove; and then, excavating a pre-installation groove of the infiltration ditch downwards at the bottom of the groove.
The step of constructing the bottom protective structure comprises the following steps:
first waterproof geotextile is laid on the groove bottom and the groove walls on the two sides of the groove, and the middle part of the first waterproof geotextile is laid downwards in the infiltration ditch pre-installation groove, so that the infiltration ditch installation groove is formed in the middle part of the first waterproof geotextile.
Applying an infiltration ditch for draining water in the infiltration ditch mounting groove, wherein the infiltration ditch extends along the extending direction of the groove;
and filling a foundation drainage cushion layer in the first waterproof geotextile and the infiltration ditch mounting groove, so that an upwards convex bulge is formed on one side of the foundation drainage cushion layer close to the inclined plane. The basic water draining cushion layer is a crushed stone layer.
And constructing a first reinforced layer on the foundation drainage cushion layer, wherein the first reinforced layer comprises gravel soil and at least one layer of first geogrid. When the first reinforcing rib layer is constructed, a first geogrid is laid on the foundation drainage cushion layer, then gravels are filled, and the first geogrid fixes the gravels in a reverse wrapping mode; and then, laying a layer of first geogrid on the gravel soil and filling the gravel soil, and constructing layer by layer in such a way until the top surface of the first reinforcing rib layer is flush with the road surface. In order to improve the connection stability of the crushed soil and the first geogrid, the first geogrid and the crushed soil may be anchored together by an anchoring member. On the side close to the inclined plane, the end face of the first reinforcing rib layer is adjacent to the side face of the protruding portion, and the top face of the first reinforcing rib layer is higher than the top face of the protruding portion.
The step of constructing the middle protective structure comprises the following steps:
execute along the inclined plane and do inside drainage blanket, the lower part on inside drainage blanket stretches into below the road surface and is connected with the bellying for inside drainage blanket can be through the bellying to basic drainage bed course drainage, and inside drainage blanket adopts rubble, gravel to build and forms.
Execute the second and add the muscle layer along the inclined plane of inside drainage blanket in first muscle layer top, the second adds the muscle layer including inflation soil and multilayer second geogrid, and multilayer second geogrid is cascaded setting, and the inflation picture is filled between adjacent two-layer second geogrid, and the second geogrid adopts the anti-packet mode inflation soil, can also anchor through anchor assembly between second geogrid and the inflation soil. For construction convenience, inside drainage blanket and second add muscle layer can set up in step, follow supreme down promptly, fill behind the inside drainage blanket of presetting the height, can carry out the setting of the second that equals the height and add the muscle layer, until the target height who reachs the side slope, reachs middle part protective structure's top promptly.
And (3) applying an inclined plane cultivation soil layer along the inclined plane of the second reinforcement layer above the road surface, leveling and tamping the inclined plane cultivation soil layer, and performing greening planting on the tamped inclined plane cultivation soil layer, wherein the greening planting can be used as the last step of the construction method of the slope base body protection structure.
The step of constructing the top protective structure comprises the following steps:
lay the waterproof geotechnological portion of second at middle part protective structure's top for the waterproof geotechnological cloth of second stretches into in the inclined plane along the horizontal direction after upwards extending a section distance along the inclined plane in one side that is close to the inclined plane, and the one side that the inclined plane was kept away from in the waterproof geotechnological portion of second is worn out from the inclined plane cultivation soil layer of middle part protective structure, makes unnecessary moisture can outwards discharge unnecessary moisture along the extending direction of the waterproof geotechnological cloth of second in the slope.
The top bed course of presetting the area is executed on the one side that waterproof geotechnological portion of second is close to the inclined plane to execute on the bed course of top and make the escape canal, the top bed course has the gravel bed course, plays the effect of making level.
And applying a top protective layer on the second waterproof earthwork part, wherein the top protective layer is arranged above the top cushion layer and positioned at two sides of the drainage ditch. The top protective layer is a cultivation soil layer on which greening planting can be carried out, or the top protective layer is a masonry structure layer, and the sliding resistance of the top of the slope base body is increased through hard protection, so that the collapse phenomenon is prevented.
The construction method provided by this embodiment is to perform the construction of the previous slope base after the construction of the next slope base is completed. Last side slope base member need not to set up bottom protective structure, and the bottom of last side slope base member is connected with the inside drainage layer at next side slope base member through straight drainage layer is direct promptly for two upper and lower side slope base member interconnect can drainage downwards.
In conclusion, the side slope is protected from the bottom, the middle and the bottom of the side slope in multiple angles by arranging the bottom protection structure, the middle protection structure and the top protection structure, so that the structural strength and the structural stability of the expansive soil road cut side slope are improved; the foundation drainage cushion layer and the infiltration ditch are arranged at the bottom, so that the excess moisture at the bottom of the slope matrix can be drained timely, and the moisture balance and the structural strength of the bottom of the slope matrix can be ensured; the drainage layer is arranged in the foundation drainage cushion layer to drain water, so that redundant water in the middle of the slope matrix can be drained quickly, and the water balance and the structural strength of the slope are guaranteed; by arranging the second waterproof geotextile at the top, the redundant moisture in the slope above the slope matrix can be transversely discharged out of the slope cultivation soil layer along the second waterproof geotextile, so that the redundant moisture can be prevented from entering the slope matrix, and the moisture balance and the structural strength of the slope matrix are further improved; through set up first ribbed layer and second ribbed layer in the side slope base member, be favorable to improving the self structural strength of side slope base member, prevent phenomenons such as fracture, local collapse.
Finally, it should be emphasized that the above-described preferred embodiments of the present invention are merely examples of implementations, not limitations, and various changes and modifications may be made by those skilled in the art, without departing from the spirit and scope of the invention, and any changes, equivalents, improvements, etc. made within the spirit and scope of the present invention are intended to be embraced therein.
Claims (10)
1. A protection structure of an expansive soil cutting slope comprises at least one slope base body and is characterized in that the slope base body comprises a bottom protection structure, a middle protection structure and a top protection structure;
the bottom protection structure is positioned below a pavement and sequentially comprises a first waterproof geotextile, a basic drainage cushion layer and a first reinforcing rib layer from bottom to top, a seepage ditch is arranged in the basic drainage cushion layer, and the seepage ditch extends along the extension direction of the basic drainage cushion layer;
the middle protective structure is arranged on the bottom protective structure in an upward extending mode along the inclined plane of the side slope, the middle protective structure sequentially comprises an inner drainage layer, a second reinforcing layer and an inclined plane cultivation soil layer from inside to outside, the inner drainage layer is connected with the basic drainage cushion layer and used for draining water to the basic drainage cushion layer, the second reinforcing layer is arranged on the first reinforcing layer, and the inclined plane cultivation soil layer is located above the road surface;
the top protection structure comprises a second waterproof geotextile and a top protection layer, the second waterproof geotextile is arranged at the top of the middle protection structure, and the top protection layer is arranged on the second waterproof geotextile.
2. The protective structure according to claim 1, characterized in that:
the first waterproof geotextile is of a groove structure with an upward opening, the middle part of the first waterproof geotextile is sunken downwards to form an infiltration ditch mounting groove, the infiltration ditch is arranged in the infiltration ditch mounting groove, and one side, close to the inclined plane, of the first waterproof geotextile extends upwards to the inclined plane;
the basic drainage cushion layer is a gravel layer, the basic drainage cushion layer is filled in the groove structure and the infiltration groove mounting groove, and one side of the basic drainage cushion layer, which is close to the inclined plane, extends upwards to form a convex part;
first muscle layer and road surface parallel and level add, first muscle layer includes the first geogrid of rubble soil and at least one deck, first geogrid adopts the anti-mode of wrapping to fix rubble soil is in the one side that is close to the inclined plane, the terminal surface on first muscle layer with the side of bellying adjoins.
3. The protective structure according to claim 2, characterized in that:
the inner drainage layer is a gravel layer, the bottom of the inner drainage layer is connected with the protruding part, and the inner drainage layer drains water downwards through the protruding part;
the second adds muscle layer including inflation soil and multilayer second geogrid, the multilayer the second geogrid is cascaded setting, inflation soil is located adjacent two-layer between the second geogrid, the second geogrid adopts the mode of turning over the package to fix inflation soil.
4. The protective structure according to claim 1, characterized in that:
the second waterproof geotextile extends upwards along the inclined plane at one side close to the inclined plane and extends into the inclined plane, and the second waterproof geotextile penetrates through the inclined plane at one side far away from the inclined plane to cultivate a soil layer;
the waterproof geotechnological cloth of second still is provided with top bed course and escape canal on being close to one side on inclined plane, the top bed course is the gravel bed course, the top bed course is located in the top protective layer, the escape canal is followed the top surface undercut of top protective layer, the escape canal sets up on the top bed course.
5. The protective structure according to any one of claims 1 to 4, characterized in that:
the protective structure comprises more than two side slope base bodies, all the side slope base bodies are arranged in a ladder mode along the inclined plane of the side slope, and the internal drainage layers of the side slope base bodies are connected with each other and drain water downwards.
6. The construction method of the expansive soil road cutting slope protection structure is characterized by comprising the step of constructing a slope matrix, wherein the step of constructing the slope matrix comprises the following steps:
the method comprises the following steps of (1) overexcavating a slope surface on an inclined plane of a side slope and leveling the slope surface, overexcavating a groove at the bottom of the side slope, wherein the groove is positioned below a road surface, and rolling and leveling the bottom of the groove;
and the step of constructing the protective structure comprises the steps of constructing a bottom protective structure, constructing a middle protective structure and constructing a top protective structure in sequence, wherein the bottom protective structure, the middle protective structure and the top protective structure are arranged from bottom to top in sequence.
7. The construction method according to claim 6, wherein:
before the step of constructing the bottom protective structure is executed, a seepage ditch pre-installation groove is dug downwards at the bottom of the groove;
the step of constructing the bottom protective structure comprises the following steps:
laying first waterproof geotextile on the groove bottom and the groove walls on two sides of the groove, and laying the middle part of the first waterproof geotextile downwards in the infiltration ditch pre-installation groove to form the infiltration ditch installation groove;
applying an infiltration ditch for drainage in the infiltration ditch installation groove;
filling a basic drainage cushion layer on the first waterproof geotextile and the infiltration ditch mounting groove, so that an upward convex bulge is formed on one side of the basic drainage cushion layer close to the inclined plane, and the basic drainage cushion layer is a gravel layer;
applying a first reinforcing layer on the foundation drainage cushion layer, wherein the first reinforcing layer comprises gravelly soil and at least one first geogrid, the first geogrid adopts a reverse wrapping mode to fix the gravelly soil, and the end face of the first reinforcing layer is adjacent to the side face of the protruding portion on one side close to the inclined plane.
8. The construction method according to claim 6, wherein:
the step of constructing the middle protective structure comprises the following steps:
constructing an internal drainage layer along the inclined plane, wherein the lower part of the internal drainage layer is connected with the bulge part, the internal drainage layer drains water to the basic drainage cushion layer through the bulge part, and the internal drainage layer is a gravel layer;
constructing a second reinforcement layer above the first reinforcement layer, wherein the second reinforcement layer comprises expansive soil and a plurality of layers of second geogrids which are arranged in a stepped mode, the expansive soil is positioned between two adjacent layers of the second geogrids, and the second geogrids are used for fixing the expansive soil in a reverse wrapping mode;
and (5) applying an inclined plane to cultivate a soil layer along the inclined plane of the second reinforced layer, and performing greening planting after tamping.
9. The construction method according to claim 6, wherein:
the step of constructing the top protective structure comprises the following steps:
laying a second waterproof geotextile at the top of the middle protective structure, wherein the second waterproof geotextile extends upwards along the inclined plane at one side close to the inclined plane and extends into the inclined plane, and the side, far away from the inclined plane, of the second waterproof geotextile penetrates through the inclined plane of the middle protective structure to cultivate a soil layer;
constructing a top cushion layer and a drainage ditch on one side of the second waterproof geotextile close to the inclined plane, wherein the top cushion layer is a gravel cushion layer, and the drainage ditch is arranged on the top cushion layer;
and applying a top protective layer on the second waterproof geotextile, wherein the top protective layer is arranged above the top cushion layer and positioned at two sides of the drainage ditch.
10. The construction method according to claim 6, wherein:
the construction method further comprises the following steps:
the slope base bodies are constructed on the slopes of the slopes, all the slope base bodies are arranged in a ladder shape along the slopes of the slopes, and all the slope base bodies are mutually connected and can drain water downwards.
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