CN211690379U - Loess tunnel advances entrance to a cave section and passes through landslide body and administers structure comprehensively - Google Patents

Loess tunnel advances entrance to a cave section and passes through landslide body and administers structure comprehensively Download PDF

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Publication number
CN211690379U
CN211690379U CN201922047523.2U CN201922047523U CN211690379U CN 211690379 U CN211690379 U CN 211690379U CN 201922047523 U CN201922047523 U CN 201922047523U CN 211690379 U CN211690379 U CN 211690379U
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landslide
retaining structure
tunnel
landslide body
supporting
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谢江胜
梁永峰
郭瑞
刘之涛
马传明
张会安
郭尚坤
曹运祥
王建军
申运涛
葛亮亮
赵卫
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China Railway 20th Bureau Group Corp
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China Railway 20th Bureau Group Corp
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Abstract

The utility model discloses a loess tunnel advances entrance to a cave section and passes through landslide body and synthesizes and administer structure, include to need to administer the combination formula retaining structure that the landslide body carried out the retaining, carry out exhaust landslide drainage structures and lay the back pressure backfill layer that needs to administer the anterior top of landslide body to the surface water on the loess landslide, combination formula retaining structure comprises landslide retaining structure and entrance to a cave retaining structure, combination formula retaining structure is obtuse angle shape retaining structure, and peripheral drainage structure comprises two peripheral catch basins of controlling. The utility model has the advantages of reasonable design, the construction is simple and convenient and excellent in use effect, will make up a retaining structure, landslide drainage structures and the anterior back pressure backfill layer of landslide body and combine together to need to administer the landslide body and synthesize and administer, combine together the multiple management and control measure can advance the regional soil body that entrance to a cave section was located to the tunnel and effectively consolidate, can effectively reduce the tunnel that passes through the landslide body and advance entrance to a cave section construction risk to can effectively ensure the structure steadiness of the shaping tunnel entrance to a cave section of being under construction.

Description

Loess tunnel advances entrance to a cave section and passes through landslide body and administers structure comprehensively
Technical Field
The utility model belongs to the technical field of the tunnel construction, especially, relate to a loess tunnel advances entrance to a cave section and passes through landslide body and comprehensive improvement structure.
Background
Loess refers to yellow silt deposit which is carried by wind during the quaternary period in geological times. The loess collapsibility coefficient (also called collapsibility coefficient) is a mechanical parameter for evaluating collapsibility of loess, and refers to the ratio of the height difference of a soil sample before and after soaking to the original height of the soil sample under a certain pressure. The loess collapsibility coefficient is an important index for evaluating the collapsibility of loess, and can be directly measured by experiments. Loess is classified into collapsible loess and non-collapsible loess according to the difference in the coefficient of collapse of loess. Wherein the non-collapsible loess is loess which is completely not collapsed or has a loess collapse coefficient of less than 0.015 after being wetted by water under the action of self weight and external load. Non-collapsible loess is extra soil formed under arid climatic conditions, generally light yellow, grayish yellow or yellowish brown, having large pores and vertical joints visible to the eye. The collapsible loess refers to soil which has obvious additional deformation caused by structural damage of soil after being soaked under the action of self-weight stress of an upper soil layer or under the combined action of the self-weight stress and the additional stress, belongs to special soil, has collapsible property even if being filled with miscellaneous materials, and is widely distributed in northeast, northwest, China and east China of China. Through geological exploration, the types of loess in the loess stratum are more, and the loess stratum is divided into sandy loess (also called sand loess), cohesive loess (also called cohesive loess or cohesive loess) and the like according to the material quality, wherein the sandy loess refers to the loess with higher fine sand particle content generally more than 30% and the loess is the loess-shaped soil in essence, and the cohesive loess refers to the loess with fine sand content less than 15%, clay content more than 25% and the loess is the loess-shaped soil in essence; the loess is divided into new loess and old loess according to geological age, wherein the old loess is loess belonging to early and middle updated ages in the geological age and generally has no collapsibility, the new loess is loess later than the old loess, the new loess is loose in structure and generally has collapsibility, and the new loess is mostly distributed on the old loess.
With the strong push of the development policy of 'one road in one road' and the western development policy in China, a large amount of traffic infrastructure is built in the northwest region of China, so that more and more tunnel projects pass through the loess strata. The loess stratum has geological characteristics such as porosity, vertical joint development, strong water permeability and subsidence, and when the loess tunnel in the loess stratum is constructed, the soil layer on the periphery of the hole body deforms greatly. Especially for tunnel excavation section larger than 100m2The large-section tunnel has very large deformation of soil layers on the peripheral sides of the tunnel body and very large difficulty in excavation construction.
The landslide is a natural phenomenon that soil or rock mass on a slope slides downwards along the slope integrally or dispersedly under the action of gravity along a certain weak surface or a weak zone under the influence of factors such as river scouring, underground water activity, rainwater immersion, earthquake, artificial slope cutting and the like. Landslide is a sliding geological phenomenon of a slope rock-soil body along a through shear failure surface, and the mechanism of landslide is caused by the fact that the shear stress on a certain sliding surface exceeds the shear strength of the surface. The moving rock (earth) body is called a displaced body or a sliding body, and the unmoved underburden rock (earth) body is called a sliding bed. Therefore, the sliding body refers to the part of soil or rock mass sliding downwards on the slope, and is called sliding body for short. The loess landslide is the phenomenon that soil body of thick-layer loess high slope section integrally slides down along the weak surface under the action of gravity. According to the common knowledge in the field, for a completely developed newborn landslide, the components of the landslide comprise a landslide body, a landslide wall, a sliding surface, a sliding belt, a landslide bed, a landslide tongue, a landslide step, a landslide periphery, a landslide depression, a landslide bulge and a landslide crack, wherein the landslide body refers to the whole sliding part of the landslide, and is called a landslide body for short; the landslide wall refers to a wall-shaped interface exposed outside after the rear edge of the landslide body is separated from the immovable mountain body; the sliding surface refers to a sliding interface of a sliding mass sliding down along the rock and soil mass which are not fixed under the ground, and is called a sliding surface for short; the sliding belt refers to a crushing zone of the parallel sliding surface which is crumpled and sheared, and is called as the sliding belt for short; the landslide bed refers to the rock and soil mass which are attached to and under the ground and are not moved when a landslide body slides, and is called the landslide bed for short; the landslide tongue refers to a protruding part which is shaped like a tongue at the front edge of the landslide, and is called the landslide tongue for short; the landslide step means that when a landslide body slides, due to the difference of sliding speeds of various rocks and soil bodies, a step-shaped staggered step is formed on the surface of the landslide body; the landslide perimeter refers to a boundary of a landslide body and surrounding immovable rock and soil bodies on a plane; the landslide depression refers to a groove formed by pulling apart a landslide body and a landslide wall when sliding or a closed depression with a low middle part and a high periphery; the landslide bulge refers to a hillock on which the front edge of the landslide body bulges due to resistance. Landslide cracks refer to a series of cracks that are created in the sliding mass and its edges as the landslide moves. The tension cracks are mostly formed in an arc shape on the upper part of the landslide body (also called the rear part of the landslide body, namely the top of the landslide body); the shear cracks are positioned at the two sides of the middle part of the sliding body, and the boundary part of the sliding body and the non-sliding body is called as a shear crack; the feather-shaped arranged cracks are often accompanied on both sides of the shear cracks, and are called feather-shaped cracks; the front part of the landslide body (also called the lower part of the landslide body, namely the slope toe of the landslide body) is bulged to form a bulging crack due to the resistance of sliding, and the bulging crack is called a bulging crack; the fan-shaped slits are located at the middle front part of the sliding body, especially at the sliding tongue part in a radial shape.
During actual construction, soil landslide is a common and frequent natural disaster. The loess tunnel penetrates through the landslide body, the construction safety and later-stage operation safety of the tunnel are ensured, the comprehensive treatment of the landslide body before tunnel construction is very important, and effective comprehensive treatment and reinforcement measures are adopted, so that the hazards of cracking, local deformation, block falling and the like of a primary support and a secondary support caused by unstable sliding of geological surrounding rocks of the landslide body can be avoided, and even safety accidents such as tunnel collapse when the loess tunnel penetrates through the landslide body section can be avoided.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem lie in not enough to above-mentioned prior art, a loess tunnel advances entrance to a cave section and passes through landslide body and synthesizes and administer the structure, its structural design is reasonable, the construction is simple and convenient and excellent in use effect, with combination formula retaining structure, landslide drainage structures and the anterior back pressure backfill layer of landslide body combine together to need to administer the landslide body and synthesize and administer, combine together the multiple treatment measures and can advance the regional soil body that entrance to a cave section located to the tunnel and effectively consolidate, can effectively reduce the tunnel that passes through the landslide body and advance entrance to a cave section construction risk, and can effectively ensure the structure steadiness that the shaping tunnel of being under construction advances the entrance to a cave section.
In order to solve the technical problem, the utility model discloses a technical scheme is: the utility model provides a loess tunnel advances entrance to a cave section and passes through landslide body and administers structure comprehensively which characterized in that: the landslide treatment device comprises a combined supporting and retaining structure for supporting and retaining a landslide body to be treated, a landslide drainage structure for draining surface water on a loess landslide and a back pressure backfill layer arranged above the front part of the landslide body to be treated, wherein the back pressure backfill layer is a soil body backfill layer;
the rear part of the landslide body to be controlled is supported above the front part of the upper soil layer, the front part of the upper soil layer is a slide bed positioned below the landslide body to be controlled, and the landslide body to be controlled is a landslide body of the loess landslide and is a landslide body which slides from back to front on the slide bed; the front part and the middle part of the landslide body to be treated are supported on a lower soil layer, and the upper soil layer is supported on the lower soil layer; the landslide body to be treated and the upper soil layer are sandy loess layers, the lower soil layer is an old loess layer, and the landslide body to be treated and the upper soil layer form an unstable soil layer on the lower soil layer;
the combined supporting and retaining structure consists of a landslide supporting and retaining structure and an entrance hole supporting and retaining structure arranged in front of an entrance hole of the tunnel, the combined supporting and retaining structure is an obtuse angle-shaped supporting and retaining structure, and the entrance hole supporting and retaining structure and the landslide supporting and retaining structure are both arranged vertically; the tunnel entrance is the entrance at the front end of the tunnel entrance section, the tunnel entrance section is one tunnel section near the tunnel entrance in the constructed loess tunnel, the tunnel entrance section is a straight tunnel section passing through a landslide body to be treated, the front end of the straight tunnel section is the tunnel entrance and the rear end thereof is the rear end of the entrance section, and the rear end of the entrance section is positioned behind the unstable soil layer; one side of the tunnel entrance section is a side needing to be supported and blocked, the other side of the tunnel entrance section is a sliding starting side, a landslide body needing to be controlled is a landslide body which slides from the sliding starting side to the side needing to be supported, and an included angle between the sliding direction of the landslide body needing to be controlled and the longitudinal extending direction of the tunnel entrance section is A, wherein A is 35-55 degrees; the tunnel entrance hole is positioned on the landslide body to be controlled and is positioned in the middle of the landslide body to be controlled;
the tunnel entrance retaining structure and the landslide retaining structure are both positioned on a landslide body to be controlled and positioned in front of the landslide body to be controlled, the tunnel entrance retaining structure is positioned in front of a tunnel entrance, and the landslide retaining structure is positioned on the side, needing retaining, of the tunnel entrance; the tunnel entrance retaining structure is vertically arranged with the longitudinal extending direction of the tunnel at the tunnel entrance section, and the landslide retaining structure is vertically arranged with the sliding direction of the landslide body to be controlled;
the tunnel entrance retaining structure is divided into an outer retaining structure and a middle retaining structure by taking a tunnel entrance section as a boundary, the outer retaining structure and the middle retaining structure are arranged on the same vertical surface, the outer retaining structure is positioned on the sliding starting side of the tunnel entrance section, and the middle retaining structure is positioned on the side of the tunnel entrance section needing retaining; the middle supporting and retaining structure is positioned between the outer supporting and retaining structure and the landslide supporting and retaining structure, and the outer supporting and retaining structure, the middle supporting and retaining structure and the landslide supporting and retaining structure are anti-skid supporting and retaining structures; the anti-sliding supporting and retaining structure comprises a plurality of anti-sliding piles which are arranged on the same vertical surface from left to right, and the anti-sliding piles are uniformly arranged; each anti-slide pile is vertically arranged;
the landslide drainage structure comprises a peripheral drainage structure; the peripheral drainage structure consists of a left peripheral intercepting drain and a right peripheral intercepting drain, and the two peripheral intercepting drains are respectively arranged on the left side and the right side of the unstable soil layer; one of the peripheral intercepting ditches is arranged from back to front along the left side edge line of the unstable soil layer, and the other peripheral intercepting ditch is arranged from back to front along the right side edge line of the unstable soil layer; the two peripheral intercepting ditches are positioned outside the unstable soil layer and are uniformly distributed on the lower soil layer, and the two stilling ponds are positioned on the lower soil layer; the front ends of the two peripheral intercepting ditches are positioned at the outer side of the front part of the landslide body to be treated, and the two peripheral intercepting ditches are gradually inclined downwards from back to front; the front ends of the two peripheral intercepting ditches are respectively positioned at the left side and the right side of the combined retaining structure, and the front ends of the two peripheral intercepting ditches are positioned in front of the combined retaining structure;
the back pressure backfill layer is located on the side, needing to be supported, of the tunnel entrance section, the back pressure backfill layer is located behind the middle supporting structure, and the front side of the back pressure backfill layer is arranged on the middle supporting structure.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: one end of the landslide retaining structure, which is close to the middle retaining structure, is an inner retaining end, the other end of the landslide retaining structure is an outer retaining end, and the outer retaining end of the landslide retaining structure extends out of the landslide body to be controlled.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: all the anti-slide piles in the combined type retaining structure are positioned on a landslide body to be controlled and positioned at the front part of the landslide body to be controlled, the front part of the landslide body to be controlled is supported on a lower soil layer, and the lower soil layer is positioned on a rock stratum;
each anti-slide pile comprises a reinforced concrete pile body fixed on a landslide body to be treated and an enclosure structure arranged on the outer side of the reinforced concrete pile body, wherein the cross section of the reinforced concrete pile body is rectangular, and the cross section of the enclosure structure is rectangular and is arranged along the vertical central axis of the reinforced concrete pile body; the enclosure structure comprises a plurality of jet grouting piles which are vertically arranged, the jet grouting piles are arranged along the peripheral contour line of the reinforced concrete pile body, and the pile bodies of two adjacent jet grouting piles are mutually meshed; the reinforced concrete pile body and the enclosure structure are fixedly connected into a whole;
the landslide body to be controlled is a landslide body which slides from back to front, the side wall of the reinforced concrete pile body, which is close to the front edge of the landslide body to be controlled, is a front side wall, and the side wall of the reinforced concrete pile body, which is close to the rear edge of the landslide body to be controlled, is a rear side wall;
the reinforced concrete pile bodies are vertically arranged, the top of each reinforced concrete pile body extends to the position above a landslide body to be treated, the bottom of each reinforced concrete pile body extends into the rock stratum, the landslide body to be treated, the lower soil layer and the rock stratum form a stratum to be treated, and pile holes for the construction of the reinforced concrete pile bodies are formed in the stratum to be treated; the reinforced concrete pile body comprises a vertical reinforcement cage which is lowered into the pile hole from top to bottom and a concrete pile body which is positioned in the pile hole, and the vertical reinforcement cage is poured in the concrete pile body;
the vertical reinforcement cage is a cubic reinforcement cage; the cubic steel reinforcement cage comprises a plurality of groups of vertical steel reinforcements and a plurality of horizontal stirrups arranged from bottom to top, the plurality of horizontal stirrups are identical in structure and size and are arranged on the same vertical line from top to bottom, and each horizontal stirrup is hooped outside the plurality of groups of vertical steel reinforcements; the plurality of groups of vertical steel bars are distributed along the peripheral lines of the cubic steel bar cage, the plurality of horizontal stirrups are fastened and connected into a whole through the plurality of groups of vertical steel bars, and each horizontal stirrup is fastened and connected with the plurality of groups of vertical steel bars; the vertical steel bars are vertical steel bars which are vertically arranged, the vertical steel bars are located in each group of the left side, the right side and the front side of the cubic steel reinforcement cage, each vertical steel bar in each group of the rear side of the cubic steel reinforcement cage comprises a plurality of vertical steel bars which are vertically arranged and are fixedly connected into a whole, and each vertical steel bar is a straight steel bar.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: the distance between two adjacent anti-slide piles in the outer supporting and retaining structure and the distance between two adjacent anti-slide piles in the middle supporting and retaining structure are the same as the distance between two adjacent anti-slide piles in the landslide supporting and retaining structure;
the distance between two adjacent anti-slide piles in the landslide retaining structure is d, wherein the value range of d is 4.5-5.5 m;
the cross section structures and the sizes of all the anti-slide piles in the combined supporting and retaining structure are the same;
the left-right width of the reinforced concrete pile body is W1, and the value range of W1 is 1.5-2.5 m; the front-back width of the reinforced concrete pile body is W2, and the value range of W2 is 2.5-3.5 m.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: a plurality of connecting steel bar groups are arranged on the rear side inside the cubic steel bar cage, and the connecting steel bar groups are arranged from back to front; each connecting steel bar group comprises a plurality of horizontal connecting steel bars which are distributed on the same vertical surface from bottom to top, and the plurality of horizontal connecting steel bars are distributed in parallel with the rear side wall of the reinforced concrete pile body; each horizontal connecting steel bar is a straight steel bar which is horizontally arranged, each horizontal connecting steel bar is fixed on one horizontal stirrup, and the front end and the rear end of each horizontal connecting steel bar are fixedly connected with one group of vertical steel bars;
a row of vertical reinforcing steel bars are fixed on the front side of each connecting steel bar group; each row of vertical reinforcing steel bars comprises a plurality of groups of vertical reinforcing steel bars distributed on the same vertical surface from left to right, and each group of vertical reinforcing steel bars is one vertical reinforcing steel bar or a reinforcing steel bar group formed by connecting a plurality of vertical reinforcing steel bars; the vertical reinforcing steel bars are straight steel bars which are vertically distributed.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: the anti-slide pile is characterized in that the anti-slide pile is closest to one of the middle supporting and retaining structure in the outer supporting and retaining structure and the anti-slide pile is closest to one of the middle supporting and retaining structure, the anti-slide pile is an opening anti-slide pile, the distance between the opening anti-slide piles is the same as the excavation width of the tunnel entrance, and the opening anti-slide piles are symmetrically distributed below the left side and the right side of the tunnel entrance.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: the upper surface of the soil layer which is positioned right behind the landslide body to be treated in the upper soil layer is a landslide wall of the loess landslide;
the step-shaped slope is formed after excavation is carried out on a landslide wall right behind a landslide body to be controlled, the step-shaped slope comprises a plurality of platforms which are arranged from top to bottom, the platforms are arranged from back to front along the sliding direction of the landslide body to be controlled, an oblique slope is arranged between every two adjacent platforms, and each oblique slope is gradually inclined downwards from back to front.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: the landslide drainage structure further comprises a middle drainage structure arranged on the landslide wall, and the middle drainage structure is positioned between the two peripheral intercepting ditches; the landslide wall is gradually inclined downwards from back to front, and the middle drainage structure is positioned above the middle part of the landslide wall;
the middle drainage structure comprises a plurality of middle intercepting ditches distributed on the landslide wall from top to bottom, two ends of each middle intercepting ditch are connected with the peripheral drainage structures, and each middle intercepting ditch is positioned on the upper soil layer;
each middle intercepting ditch consists of a left intercepting ditch and a right intercepting ditch, the two side intercepting ditches are a left intercepting ditch and a right intercepting ditch positioned at the rear side of the left intercepting ditch respectively, the left intercepting ditch is gradually inclined downwards from right to left, and the right intercepting ditch is gradually inclined downwards from left to right; the left end of the left intercepting ditch in each middle intercepting ditch is communicated with a left intercepting ditch, the right end of the right intercepting ditch in each middle intercepting ditch is communicated with a right intercepting ditch, and the right end of the left intercepting ditch in each middle intercepting ditch is communicated with the left end of the right intercepting ditch in the middle intercepting ditch;
each middle intercepting ditch is located on one platform.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: the width of the platform along the sliding direction of the landslide body to be controlled is 3-8 m, and the width of the oblique side slope along the sliding direction of the landslide body to be controlled is 4-10 m.
Above-mentioned loess tunnel advances entrance to a cave section and passes through landslide body and administers structure, characterized by: the back pressure backfill layer is formed by backfilling a back pressure backfill region, the back pressure backfill region is arranged along the longitudinal extension direction of the tunnel at the tunnel entrance section, the back pressure backfill region is a rectangular region above the middle part of a landslide body to be treated, and the front side wall of the back pressure backfill region is flush with the front side wall of the entrance retaining structure;
the upper surface of the back pressure backfill region is a step-shaped slope surface, a plurality of steps arranged from top to bottom are arranged on the step-shaped slope surface, and the steps are arranged from back to front along the longitudinal extension direction of the tunnel; the step height of the back pressure backfill region on the rearmost side is highest.
Compared with the prior art, the utility model has the following advantage:
1. the structural design is reasonable, the construction is simple and convenient, and the investment construction cost is low.
2. The method combines a plurality of treatment measures, the arrangement positions and the structures of the treatment measures are reasonable, and the treatment measures complement each other and interact with each other, so that the aim of comprehensively treating the landslide body to be treated is fulfilled. The combined retaining structure, the landslide drainage structure and the front back pressure backfill layer of the landslide body are combined to comprehensively treat the landslide body to be treated, multiple treatment measures are combined to effectively reinforce the soil body in the area where the tunnel entrance section is located, the construction risk of the tunnel entrance section passing through the landslide body can be effectively reduced, and the structural stability of the constructed and formed tunnel entrance section can be effectively ensured. Meanwhile, the rear part of the landslide body is cleared and unloaded, and the treatment effect is further provided.
3. The arrangement positions of the hole inlet supporting and retaining structure and the landslide supporting and retaining structure are reasonable in design, the structure is simple, construction is convenient, and the hole inlet supporting and retaining structure and the landslide supporting and retaining structure form a combined supporting and retaining structure which can comprehensively and effectively support and retain a landslide body to be controlled.
4. The adopted anti-slide pile has a simple structure, is simple and convenient to construct, and has lower investment and construction cost.
5. The adopted anti-slide pile structure has reasonable design and good use effect, is fixed on a reinforced concrete pile body in a landslide body to be managed and an enclosure structure arranged on the outer side of the reinforced concrete pile body, protects the periphery of a constructed pile hole through the enclosure structure, and can ensure that the construction process of the pile hole is safe, reliable and smooth; and, steel reinforcement cage structural design is reasonable in the reinforced concrete pile body, and for the cling compound effect that improves the pile body, every group vertical reinforcement of pile body rear side forms by many vertical reinforcement fastening connections. Meanwhile, the upper part of the pile body is provided with the locking structure, so that the safety and reliability of pile hole construction can be further ensured, and the forming quality of the pile hole can be ensured. The bottom of the reinforced concrete pile body extends into the rock stratum, so that the anti-sliding effect can be effectively ensured. Therefore, the adopted anti-slide pile protects the periphery of the constructed pile hole through the enclosing structure, can ensure that the pile hole construction process is safe, reliable and smooth, and can further improve the stability and anti-slide effect of the reinforced concrete pile body; simultaneously, the reinforced concrete pile body bottom stretches into in the rock stratum and every group vertical reinforcement of pile body rear side forms by many vertical reinforcement fastening connection, can effectively increase the steadiness, the fender intensity and the anti-skidding effect of pile body.
6. The combination formula that adopts is supported and is kept off structure excellent in use effect and practical value height, not only through landslide retaining structure to need administer the landslide body on the slip direction and carry out directness, effectively and comprehensively keep off, and advance the entrance to a cave retaining structure in entrance to a cave the place ahead through setting up in the tunnel and further carry out directness, effectively and comprehensively keep off on the vertical extending direction in tunnel, can effectively strengthen the retaining intensity and the retaining effect that need administer the landslide body, ensure that the tunnel advances the work progress safety of entrance to a cave section, and reliably, and ensure that the fashioned tunnel of construction advances entrance to a cave section stable in structure. And the arrangement positions of the tunnel entrance retaining structure and the landslide retaining structure are reasonable, the retaining effect is good, and the tunnel entrance retaining structure is particularly suitable for the loess landslide treatment process that the tunnel entrance section passes through a landslide body and is completely developed. Therefore, the combined supporting and retaining structure can integrally and effectively support and retain the landslide body and ensure the structural stability and the construction safety of the tunnel entrance section when the landslide supporting and retaining structure is arranged at the front part of the landslide body to be controlled and the entrance supporting and retaining structure is arranged at the front part of the landslide body to be controlled; and the adopted anti-slide pile has good stability and anti-slide effect, and can effectively ensure the retaining effect.
7. The peripheral drainage structural design is reasonable, the construction is simple and convenient and excellent in use effect, two are laid in the peripheral catch basins in the unstable soil layer outside about peripheral drainage structure adopts, will be thorough because of the rainwater that the rainfall probably flowed into unstable soil layer, in time discharge, avoid administering the landslide body and cause the landslide body to slide because of rainwater infiltration, and can effectively avoid upper portion soil layer to take place to remove or further aggravate the landslide body and slide because of rainwater infiltration, in time, discharge surface water to the absorption basin along the outer edge of unstable soil layer fast.
8. In order to further accelerate the drainage speed and the drainage amount of rainwater on the upper soil layer and ensure the stability of an unstable soil layer, a middle drainage structure is arranged on the landslide wall and is positioned between two peripheral intercepting ditches, and the middle drainage structure is communicated with the peripheral intercepting ditches, so that the drainage is simple, convenient and smooth, and the investment construction cost is low. And the middle part drainage structure is reasonable in arrangement position, simple and convenient to construct and good in water interception effect.
9. The adopted landslide drainage structure is reasonable in design, simple and convenient to construct and good in use effect, the left and right peripheral intercepting ditches are arranged on the outer side of the unstable soil layer, rainwater which possibly flows into the unstable soil layer due to rainfall is quickly and timely discharged, the situation that a landslide body needs to be controlled to slide due to rainwater infiltration is avoided, the situation that the landslide body slides due to rainwater infiltration can be effectively avoided, the upper soil layer moves or further aggravates the landslide body to slide due to rainwater infiltration is effectively avoided, and surface water is timely and quickly discharged along the outer edge of the unstable soil layer.
10. The position behind the slip mass for clearing and load shedding is reasonable in design, simple and convenient in construction and good in use effect, on one hand, the downward pressure of the rear edge of the slip mass to be treated is reduced through clearing and load shedding, and the slip risk is further reduced; on the other hand, after the landslide wall behind the landslide body that will need to be administered is constructed into step-like slope, the stability of the soil layer that can effective landslide wall place further reduces unstable soil layer from the source and takes place to slide and aggravate and need administer the risk that the landslide body takes place to slide to after carrying out the bank protection through adopting the arch form skeleton, can further improve the treatment effect of loess landslide. Meanwhile, the step-shaped slope formed by construction provides a platform for the middle intercepting drain, and the middle intercepting drain is arranged on the platform arranged from top to bottom, so that the intercepting effect and the drainage speed can be further improved, and the surface water can be collected and drained conveniently.
11. The backfill back pressure layer structure on the front side of the slip mass and the arrangement position are reasonably designed, and the front side of the backfill back pressure layer is pressed on the combined type supporting and blocking structure, so that on one hand, an additional supporting and blocking layer is formed above the combined type supporting and blocking structure, and the supporting and blocking effect of the combined type supporting and blocking structure can be further improved; on the other hand, the possibility of slippage of the front edge of the landslide body to be treated is further reduced and the treatment effect of the landslide body is further enhanced.
12. The combined retaining structure, the landslide drainage structure, the front back pressure backfill layer of the landslide body and the rear clearing load reduction of the landslide body form a step-shaped slope which is combined to comprehensively treat the landslide body to be treated, multiple treatment measures are combined to effectively reinforce the soil body in the area where the tunnel entrance opening section is located, the construction risk of the tunnel entrance opening section passing through the landslide body can be effectively reduced, and the structural stability of the constructed and formed tunnel entrance opening section can be effectively ensured. The comprehensive nature of the structure of administering that adopts is strong to can effectively reduce and even avoid loess tunnel to pass through the construction risk of landslide body section and the harm that the landslide body takes place the superficial layer and removes, the harm that unstable soil layer takes place to slide below the landslide body promptly, the loess landslide is administered thoroughly.
The technical solution of the present invention is further described in detail by the accompanying drawings and examples.
Drawings
Fig. 1 is a schematic plan view of the present invention.
Fig. 2 is a schematic view of the vertical structure of the present invention.
Fig. 3 is the schematic plane layout position diagram of the landslide drainage structure, the step-shaped slope and the stilling pool of the utility model.
Fig. 4 is a schematic plane layout position diagram of the combined retaining structure of the present invention.
Fig. 5 is a schematic view of the vertical surface structure of the supporting structure of the hole entrance of the present invention.
Fig. 6 is a schematic plan view of the reinforced concrete pile body of the present invention.
Fig. 7 is the planar structure schematic diagram of the cubic steel reinforcement cage of the present invention.
Fig. 8 is the front side structure schematic diagram of the cubic steel reinforcement cage of the present invention.
Fig. 9 is the right side structure diagram of the cubic steel reinforcement cage of the present invention.
Fig. 10 is a schematic cross-sectional structure view of the open type intercepting drain of the present invention.
Description of reference numerals:
1-a landslide body needs to be treated; 2, a tunnel entrance; 3-peripheral intercepting drain;
3-1-gutter; 3-2-lime soil layer;
3-grouting a rubble paving layer; 4, anti-slide piles; 4-1-jet grouting pile;
4-2-reinforced concrete pile body; 4-21-horizontal stirrup; 4-22-vertical steel bars;
4-23-horizontal connecting steel bars; 4-24-vertical reinforcing steel bars;
4-25-horizontally fixing the steel bars; 4-26-hook; 5-a mudstone layer;
6-sandstone layer; 7, a locking notch structure; 8, enclosing a structure;
9-side intercepting drain; 10-tunnel entrance section;
11-a hole entrance retaining structure; 12-a landslide retaining structure; 13-lower soil layer;
14-upper soil layer; 15-landslide wall; 16-edge line of the landslide body;
17-slope wall edge line; 18-sliding bed edge line;
19-unstable soil horizon margin line; 20-a stilling pool; 21-back pressure backfill layer;
22-right clearinghouse; 23-step-shaped slope; 23-1-platform;
23-2-oblique side slope.
Detailed Description
As shown in fig. 1, fig. 2 and fig. 3, the utility model comprises a combined retaining structure for retaining the landslide body 1 to be controlled, a landslide drainage structure for draining surface water on loess landslide, and a back pressure backfill layer 21 arranged above the front part of the landslide body 1 to be controlled, wherein the back pressure backfill layer 21 is a soil backfill layer;
the rear part of the landslide body to be controlled 1 is supported above the front part of an upper soil layer 14, the front part of the upper soil layer 14 is a slide bed positioned below the landslide body to be controlled 1, and the landslide body to be controlled 1 is a landslide body of the loess landslide and is a landslide body which slides on the slide bed from back to front; the front part and the middle part of the landslide body 1 to be treated are supported on a lower soil layer 13, and an upper soil layer 14 is supported on the lower soil layer 13; the landslide body 1 to be treated and the upper soil layer 14 are sandy loess soil layers, the lower soil layer 13 is old loess soil layers, and the landslide body 1 to be treated and the upper soil layer 14 form an unstable soil layer on the lower soil layer 13;
as shown in fig. 4 and 5, the combined supporting and retaining structure is composed of a landslide supporting and retaining structure 12 and an entrance hole supporting and retaining structure 11 arranged in front of an entrance hole 2 of a tunnel, the combined supporting and retaining structure is an obtuse angle-shaped supporting and retaining structure, and the entrance hole supporting and retaining structure 11 and the landslide supporting and retaining structure 12 are both arranged in a vertical direction; the tunnel entrance 2 is the entrance at the front end of the tunnel entrance section 10, the tunnel entrance section 10 is one tunnel section near the tunnel entrance 2 in the constructed loess tunnel, the tunnel entrance section 10 is a straight tunnel section passing through the landslide body 1 to be treated, the front end of the straight tunnel section is the tunnel entrance 2 and the rear end thereof is the entrance section rear end, and the entrance section rear end is positioned behind the unstable soil layer; one side of the tunnel entrance section 10 is a side needing to be supported and the other side is a sliding starting side, the landslide body 1 needing to be controlled is a landslide body which slides from the sliding starting side to the side needing to be supported, and an included angle A is formed between the sliding direction of the landslide body 1 needing to be controlled and the longitudinal tunnel extending direction of the tunnel entrance section 10, wherein A is 35-55 degrees; the tunnel entrance 2 is positioned on the landslide body 1 to be controlled and the tunnel entrance 2 is positioned in the middle of the landslide body 1 to be controlled;
the tunnel entrance retaining structure 11 and the landslide retaining structure 12 are both located on the landslide body 1 to be controlled and located at the front part of the landslide body 1 to be controlled, the tunnel entrance retaining structure 11 is located in front of the tunnel entrance 2, and the landslide retaining structure 12 is located on the side, needing retaining, of the tunnel entrance section 10; the tunnel entrance retaining structure 11 is vertically arranged with the tunnel longitudinal extension direction of the tunnel entrance section 10, and the landslide retaining structure 12 is vertically arranged with the sliding direction of the landslide body 1 to be controlled;
the tunnel entrance retaining structure 11 is divided into an outer retaining structure and a middle retaining structure by taking the tunnel entrance section 10 as a boundary, the outer retaining structure and the middle retaining structure are arranged on the same vertical plane, the outer retaining structure is positioned on the sliding starting side of the tunnel entrance section 10, and the middle retaining structure is positioned on the side of the tunnel entrance section 10 needing retaining; the middle supporting and retaining structure is positioned between the outer supporting and retaining structure and the landslide supporting and retaining structure 12, and the outer supporting and retaining structure, the middle supporting and retaining structure and the landslide supporting and retaining structure 12 are anti-skid supporting and retaining structures; the anti-sliding supporting and retaining structure comprises a plurality of anti-sliding piles 4 which are arranged on the same vertical surface from left to right, and the anti-sliding piles 4 are uniformly arranged; each anti-slide pile 4 is vertically arranged;
with reference to fig. 1 and 3, the landslide drainage structure comprises a left peripheral intercepting drain and a right peripheral intercepting drain 3, wherein the two peripheral intercepting drains 3 are respectively arranged on the left side and the right side of the unstable soil layer; one peripheral intercepting drain 3 is arranged from back to front along the left side edge line of the unstable soil layer, and the other peripheral intercepting drain 3 is arranged from back to front along the right side edge line of the unstable soil layer; the two peripheral intercepting ditches 3 are both positioned outside the unstable soil layer and are uniformly distributed on the lower soil layer 13, and the two stilling ponds 20 are both positioned on the lower soil layer 13; the front ends of the two peripheral intercepting ditches 3 are both positioned at the outer side of the front part of the landslide body 1 to be treated, and the two peripheral intercepting ditches 3 are both gradually inclined downwards from back to front; the front ends of the two peripheral intercepting ditches 3 are respectively positioned at the left side and the right side of the combined retaining structure, and the front ends of the two peripheral intercepting ditches 3 are positioned in front of the combined retaining structure;
the back pressure backfill layer 21 is located on the side, needing to be supported, of the tunnel entrance section 10, the back pressure backfill layer 21 is located behind the middle supporting structure, and the front side of the back pressure backfill layer 21 is arranged on the middle supporting structure.
In this example, a is 39 °. The right side of the tunnel entrance section 10 is a side needing supporting and blocking, and the left side of the tunnel entrance section is a sliding starting side.
The landslide body 1 to be controlled is a loess landslide, and the loess landslide is a completely-developed newborn landslide. In the embodiment, after on-site multiple exploration, the slope surface cracks can be found through investigation, the slope surface cracks appear as development of a round-seat-shaped cave and the rear edge is obvious, the loess landslide is an obvious traction type landslide, the slope foot soil-stone interface is subjected to water seepage, the longitudinal length of the landslide is about 160m, the average width is about 161.0m, the thickness of the landslide body 1 to be controlled is 2.9-27.0 m, and the volume of the landslide body 1 to be controlled is about 38 ten thousand m3Belonging to medium-sized soil landslide. According to the buried thickness of the sliding surface, the sliding surface belongs to a middle-layer landslide, the sliding surface is a saturated loess weak surface, the front edge of the landslide is cut along the surfaces of the new loess and the mudstone, and the cut surface is positioned on the earth-rock interface when the landslide is excavated. Comprehensive analysis shows that the loess landslide is a fourth series soil traction type landslide, and the landslide is induced and aggravated by long-term rainfall infiltration.
With reference to fig. 5, in this embodiment, all slide-resistant piles 4 in the combined retaining structure are located the landslide body 1 to be controlled and all slide-resistant piles 4 are located the landslide body 1 to be controlled front, the landslide body 1 to be controlled front is supported on the lower soil layer 13, the lower soil layer 13 is located the rock stratum, the landslide body 1 to be controlled, the upper soil layer 14 and the lower soil layer 13 are loess strata. And the front part and the middle part of the landslide body 1 to be treated are supported on the lower soil layer 13.
In this embodiment, because the loess landslide is developed completely, need to administer landslide body 1 rear portion and support in the anterior top of upper portion soil layer 14, the slide bed of landslide body 1 below is administered for being located to needs to be administered to upper portion soil layer 14 front portion, the soil layer upper surface that is located the positive rear of landslide body 1 of needs to be administered in upper portion soil layer 14 does the landslide wall 15 of loess landslide.
In order to further ensure the retaining effect, one end of the landslide retaining structure 12 close to the middle retaining structure is the inner end of the retaining, the other end of the landslide retaining structure 12 is the outer end of the retaining, and the outer end of the retaining of the landslide retaining structure 12 extends out of the landslide body 1 to be controlled. In this embodiment, the left end of the landslide supporting structure 12 is the inner end of the supporting block and the right end thereof is the outer end of the supporting block, and the right end of the landslide supporting structure 12 extends out of the landslide body 1 to be controlled.
In this embodiment, the distance between two adjacent anti-slide piles 4 in the outer supporting and retaining structure and the distance between two adjacent anti-slide piles 4 in the middle supporting and retaining structure are both the same as the distance between two adjacent anti-slide piles 4 in the landslide supporting and retaining structure 12;
the cross section structures and the sizes of all the slide-resistant piles 4 in the combined retaining structure are the same.
The distance between two adjacent anti-slide piles 4 in the landslide retaining structure 12 is d, wherein the value range of d is 4.5 m-5.5 m. In this example, d is 5 m. During actual construction, the value of d can be adjusted correspondingly according to specific requirements. Wherein, the distance between two adjacent slide-resistant piles 4 refers to the distance between the vertical axes of two adjacent slide-resistant piles 4.
As shown in fig. 5, the anti-slide piles 4 closest to the middle retaining structure in the outer retaining structure and the anti-slide piles 4 closest to the outer retaining structure in the middle retaining structure are both hole anti-slide piles, the distance between the hole anti-slide piles is the same as the excavation width of the tunnel entrance hole 2, and the hole anti-slide piles are symmetrically arranged below the left side and the right side of the tunnel entrance hole 2. Therefore, the tunnel entrance retaining structure 11 can effectively ensure the safety and reliability of the construction process of the tunnel entrance section 10, and can further enhance the stability of the soil body in the longitudinal extension direction of the tunnel. Meanwhile, the tunnel entrance retaining structure 11 can effectively enhance the soil stability of the construction area where the tunnel entrance section 10 is located by combining the outer side retaining structure with the middle retaining structure.
In this embodiment, the horizontal distance between the tunnel entrance opening retaining structure 11 and the tunnel entrance opening 2 is 20m to 35 m. During actual construction, the horizontal distance between the tunnel entrance opening retaining structure 11 and the tunnel entrance opening 2 can be adjusted correspondingly according to specific requirements. Through entering entrance to a cave retaining structure 11 setting in 2 the place ahead in the tunnel entrance to a cave, make entrance to a cave retaining structure 11 can not cause any influence to tunnel entrance to a cave section 10 to entrance to a cave retaining structure 11 is more close to the leading edge that need administer the landslide body, can follow and more effectively prop up the landslide body that needs to administer from the source, ensures the tunnel entrance to a cave section 10 and locates the soil body steadiness in the construction region.
According to the above, when the combined retaining structure is used for retaining the landslide body 1 to be controlled, the landslide body 1 to be controlled is directly, effectively and comprehensively retained in the sliding direction through the landslide retaining structure 12, the tunnel entrance hole retaining structure 11 arranged in front of the tunnel entrance hole 2 is further directly, effectively and comprehensively retained in the longitudinal extending direction of the tunnel, the retaining strength and the retaining effect of the landslide body 1 to be controlled can be effectively enhanced, the safety and reliability of the construction process of the tunnel entrance hole section 10 are ensured, and the stability of the tunnel entrance hole section 10 formed by construction is ensured. In addition, the arrangement positions of the hole entrance retaining structure 11 and the landslide retaining structure 12 are reasonable, and the retaining effect is good.
As shown in fig. 6, each anti-slide pile 4 comprises a reinforced concrete pile body 4-2 fixed on the landslide body 1 to be managed and a building enclosure 8 arranged on the outer side of the reinforced concrete pile body 4-2, wherein the cross section of the reinforced concrete pile body 4-2 is rectangular, and the cross section of the building enclosure 8 is rectangular and is arranged along the vertical central axis of the reinforced concrete pile body 4-2; the enclosure structure 8 comprises a plurality of jet grouting piles 4-1 which are vertically arranged, the plurality of jet grouting piles 4-1 are arranged along the peripheral contour line of the reinforced concrete pile body 4-2, and the pile bodies of two adjacent jet grouting piles 4-1 are mutually occluded; the reinforced concrete pile body 4-2 and the enclosure structure 8 are fixedly connected into a whole;
the landslide body 1 to be controlled is a landslide body which slides from back to front, the side wall of the reinforced concrete pile body 4-2 close to the front edge of the landslide body 1 to be controlled is a front side wall, and the side wall of the reinforced concrete pile body 4-2 close to the rear edge of the landslide body 1 to be controlled is a rear side wall;
the reinforced concrete pile body 4-2 is vertically arranged, the top of the reinforced concrete pile body extends to the position above the landslide body 1 to be treated, the bottom of the reinforced concrete pile body 4-2 extends into the rock stratum, the landslide body 1 to be treated, the lower soil layer 13 and the rock stratum form a stratum to be treated, and a pile hole for constructing the reinforced concrete pile body 4-2 is formed in the stratum to be treated; the reinforced concrete pile body 4-2 comprises a vertical reinforcement cage which is lowered into the pile hole from top to bottom and a concrete pile body which is positioned in the pile hole, and the vertical reinforcement cage is poured in the concrete pile body;
the vertical reinforcement cage is a cubic reinforcement cage; with reference to fig. 7, 8 and 9, the cubic steel reinforcement cage includes a plurality of groups of vertical steel reinforcements 4-22 and a plurality of horizontal stirrups 4-21 arranged from bottom to top, the plurality of horizontal stirrups 4-21 have the same structure and size and are arranged on the same vertical line from top to bottom, and each horizontal stirrup 4-21 is hooped outside the plurality of groups of vertical steel reinforcements 4-22; the plurality of groups of vertical steel bars 4-22 are distributed along the peripheral lines of the cubic steel bar cage, the plurality of horizontal stirrups 4-21 are fastened and connected into a whole through the plurality of groups of vertical steel bars 4-22, and each horizontal stirrup 4-21 is fastened and connected with the plurality of groups of vertical steel bars 4-22; each group of vertical steel bars 4-22 positioned on the left side, the right side and the front side of the cubic steel bar cage is a vertical steel bar 4-22 which is vertically arranged, each group of vertical steel bars 4-22 positioned on the rear side of the cubic steel bar cage comprises a plurality of vertical steel bars 4-22 which are vertically arranged and are fixedly connected into a whole, and each vertical steel bar 4-22 is a straight steel bar.
The landslide perimeter refers to a boundary of a landslide body 1 to be treated and surrounding immovable rocks and soil bodies on a plane, and the landslide wall 15 refers to a wall-shaped interface exposed outside after the rear edge of the landslide body is separated from an immovable mountain. In fig. 1, the boundary of the landslide body 1 to be controlled on the plane is a landslide body edge line 16, the arrow marked on the landslide body 1 to be controlled points to the sliding direction of the landslide body 1 to be controlled, the outer contour line of the landslide wall 15 is a slope wall edge line 17, and the outer contour line of the slide bed is a slide bed edge line 18. The upper soil layer 14 is an unstable soil layer, and the outer contour line of the upper soil layer 14 is an unstable soil layer edge line 19. Referring to fig. 2, the contact surface between the upper soil layer 14 and the lower soil layer 13 is a sliding surface.
In this embodiment, the front edge of the landslide body 1 to be controlled refers to the landslide tongue of the landslide body 1 to be controlled, and the front edge of the landslide body 1 to be controlled refers to the front edge of the landslide body 1 to be controlled, which is also referred to as the lower edge of the landslide body 1 to be controlled or the toe edge of the landslide body 1 to be controlled. The rear edge of the landslide body 1 to be controlled refers to the rear edge of the landslide body 1 to be controlled, and is also called as the upper edge of the landslide body 1 to be controlled or the top edge of the landslide body 1 to be controlled. In this embodiment, the lower soil layer 13 is an old loess layer, and the landslide body 1 to be treated is a sandy loess layer and a new loess layer.
Because the sandy loess layer is new loess layer, and loess in the new loess layer is the saturated state, and is slightly dense, and the moisture content is great, and soil body poor stability, in order to ensure artifical right the construction safety of pile hole excavation in-process, all construct one row of jet grouting pile 4-1 in the lateral wall outside all around of reinforced concrete pile body 4-2. in this embodiment, jet grouting pile 4-1 is cylindrical pile and its pile diameter is phi 0.6m, and the interval between two adjacent jet grouting piles 4-1 is 0.5 m. Before manual hole digging, the rotary jet grouting piles 4-1 are arranged around the reinforced concrete pile body 4-2, so that inward collapse of a pile wall soil body in the digging process can be effectively prevented, a good advanced protection effect is achieved, and the pile hole can be guaranteed to be simply, conveniently and quickly dug and formed. Meanwhile, in order to further improve the advanced protection effect of the jet grouting pile 4-1, the bottom of the jet grouting pile 4-1 extends into the rock stratum.
In this embodiment, the length of the bottom of the jet grouting pile 4-1 extending into the formation is not less than 0.5 m.
During actual construction, the pile diameter of the jet grouting pile 4-1, the distance between two adjacent jet grouting piles 4-1 and the length of the bottom of the jet grouting pile 4-1 extending into the rock stratum can be correspondingly adjusted according to specific requirements.
In this embodiment, a locking structure 7 is arranged on the outer side of the upper portion of the reinforced concrete pile body 4-2, the locking structure 7 is a reinforced concrete structure, the cross section of the locking structure 7 is rectangular, and the locking structure 7 is located between the reinforced concrete pile body 4-2 and the enclosure structure 8.
In this embodiment, the entrance to a cave retaining structure 11 includes 20 anti-slide piles 4 therein, and the landslide retaining structure 12 includes 18 anti-slide piles 4 therein, wherein the outside retaining structure includes 6 anti-slide piles 4 therein. During actual construction, the number of the anti-slide piles 4 included in the outer side retaining structure, the hole entrance retaining structure 11 and the landslide retaining structure 12 can be respectively and correspondingly adjusted according to specific requirements.
The upper part of the fore shaft structure 7 extends out of the upper part of the landslide body 1 to be controlled, and the lower part of the fore shaft structure 7 is positioned in the enclosure structure 8. Meanwhile, a retaining wall structure is arranged below the fore shaft structure 7, the retaining wall structure is a reinforced concrete retaining wall, the cross section of the retaining wall structure is rectangular, and the retaining wall structure and the fore shaft structure 7 are fixedly connected into a whole. In this embodiment, the length of the locking notch structure 7 is 2 m. During actual construction, the length of the fore shaft structure 7 can be adjusted correspondingly according to specific requirements.
In this embodiment, each of the horizontal stirrups 4 to 21 is formed by connecting four horizontally arranged steel bar sections, each of the steel bar sections is a straight steel bar, and the steel bar section on the rear side in each of the horizontal stirrups 4 to 21 is a rear-side steel bar section;
each group of vertical steel bars 4-22 at the rear side of the cubic steel reinforcement cage is a rear-side vertical steel bar group, each rear-side vertical steel bar group comprises three vertical steel bars 4-22 arranged in an equilateral triangle, and two vertical steel bars 4-22 in each rear-side vertical steel bar group are fixedly connected with the rear-side steel bar sections in the multiple horizontal stirrups 4-21.
During actual processing, the number of the vertical steel bars 4-22 included in each rear vertical steel bar group and the arrangement positions of the vertical steel bars 4-22 can be respectively and correspondingly adjusted according to specific requirements.
In this embodiment, cube steel reinforcement cage rear side is provided with 11 rear side vertical reinforcement group, and 11 rear side vertical reinforcement group is evenly laid.
During actual construction, the number of the vertical steel bars 4-22 and the arrangement positions of the vertical steel bars 4-22 in each rear vertical steel bar group, and the number of the rear vertical steel bar groups arranged on the rear side of the cubic steel reinforcement cage and the arrangement positions of the rear vertical steel bar groups can be respectively and correspondingly adjusted according to specific requirements.
With reference to fig. 6 and 7, the left-right width of the reinforced concrete pile body 4-2 is smaller than the front-back width thereof.
The left-right width of the reinforced concrete pile body 4-2 is W1, and the value range of W1 is 1.5 m-2.5 m; the front-back width of the reinforced concrete pile body 4-2 is W2, and the value range of W2 is 2.5 m-3.5 m.
In this embodiment, the left-right width W1 of the reinforced concrete pile 4-2 is 2m, and the front-back width W2 of the reinforced concrete pile 4-2 is 3 m. The wall thickness of the fore-and-aft structure 7 is 0.2 m.
During actual construction, the values of W1 and W2 and the wall thickness of the locking notch structure 7 can be adjusted correspondingly according to specific requirements.
In order to further improve the stability, the supporting strength and the anti-sliding effect of the reinforced concrete pile body 4-2, a plurality of connecting steel bar groups are arranged on the rear side inside the cubic steel bar cage, and the connecting steel bar groups are arranged from back to front; each connecting steel bar group comprises a plurality of horizontal connecting steel bars 4-23 which are arranged on the same vertical surface from bottom to top, and the plurality of horizontal connecting steel bars 4-23 are arranged in parallel with the rear side wall of the reinforced concrete pile body 4-2; each horizontal connecting steel bar 4-23 is a straight steel bar which is horizontally arranged, each horizontal connecting steel bar 4-23 is fixed on one horizontal stirrup 4-21, and the front end and the rear end of each horizontal connecting steel bar 4-23 are fixedly connected with one group of vertical steel bars 4-22.
As shown in fig. 7 and 9, a row of vertical reinforcing steel bars 4-24 is fixed on the front side of each connecting steel bar group; each row of the vertical reinforcing steel bars 4-24 comprises a plurality of groups of vertical reinforcing steel bars 4-24 distributed on the same vertical surface from left to right, and each group of the vertical reinforcing steel bars 4-24 is one vertical reinforcing steel bar 4-24 or a reinforcing steel bar group formed by connecting a plurality of vertical reinforcing steel bars 4-24; the vertical reinforcing steel bars 4-24 are straight steel bars which are vertically distributed.
In the embodiment in the present market, the number of groups of vertical reinforcing steel bars 4 to 24 included in each row of vertical reinforcing steel bars 4 to 24 is the same as the number of groups of the rear vertical steel bar groups in the cubic steel bar cage; and each set of the vertical reinforcing steel bars 4-24 is positioned right in front of one rear vertical steel bar set.
In this embodiment, the inside rear side of cube steel reinforcement cage is provided with two connecting reinforcement groups, two connecting reinforcement group is rear side reinforcing bar group respectively and is located the front side reinforcing bar group of rear side reinforcing bar group front side.
Each group of vertical reinforcing steel bars 4-24 fixed on the front side of the rear side reinforcing steel bar group is one reinforcing steel bar group, and each group of vertical reinforcing steel bars 4-24 fixed on the front side of the front side reinforcing steel bar group is one vertical reinforcing steel bar 4-24; the space between the rear side reinforcement group and the rear side of the cubic reinforcement cage is 0.13-0.16 m, and the space between the front side reinforcement group and the rear side reinforcement group is 0.13-0.16 m. During actual construction, the distance between the rear side steel bar group and the rear side of the cubic steel reinforcement cage and the distance between the front side steel bar group and the rear side steel bar group can be correspondingly adjusted according to specific requirements.
In this embodiment, each of the reinforcing steel bar groups includes three vertical reinforcing steel bars 4 to 24 arranged in an equilateral triangle, and two vertical reinforcing steel bars 4 to 24 in each of the reinforcing steel bar groups are fixedly connected to one of the connecting steel bar groups.
During actual construction, the number of the vertical reinforcing steel bars 4 to 24 included in each reinforcing steel bar group and the arrangement positions of the vertical reinforcing steel bars 4 to 24 can be adjusted correspondingly according to specific requirements.
As shown in fig. 5, in the present embodiment, the rock formations include a mudstone formation 5 and a sandstone formation 6 located below the mudstone formation 5, and the bottom of the reinforced concrete pile 4-2 extends into the sandstone formation 10;
the pile length of the reinforced concrete pile body 4-2 is 20 m-25 m. And the length of the bottom of the reinforced concrete pile body 4-2 extending into the sandstone layer 6 is not less than 2 m.
As shown in fig. 8 and 9, the reinforced concrete pile body 4-2 is divided into a lower segment, a middle segment and an upper segment from bottom to top, the length of the lower segment is 0.9m to 1m, and the length of the upper segment is 2m to 3 m.
In order to further improve the strength of the middle section in the reinforced concrete pile body 4-2 and save cost, a plurality of horizontal stirrups 4-21 in the upper section are uniformly distributed, a plurality of horizontal stirrups 4-21 in the lower section are uniformly distributed, and the distance between every two adjacent horizontal stirrups 4-21 in the upper section is the same as the distance between every two adjacent horizontal stirrups 4-21 in the lower section; the middle section is provided with a plurality of horizontal stirrups 4-21 which are uniformly distributed, and the distance between the two adjacent horizontal stirrups 4-21 in the upper section is 2 times of the distance between the two adjacent horizontal stirrups 4-21 in the middle section.
As shown in fig. 7, in this embodiment, the cubic steel reinforcement cage further includes a plurality of groups of horizontal fixed steel reinforcements 4 to 25 arranged from bottom to top, and each horizontal stirrup 4 to 21 is provided with one group of horizontal fixed steel reinforcements 4 to 25; each group of horizontal fixed reinforcing steel bars 4-25 comprises a left horizontal fixed reinforcing steel bar 4-25 and a right horizontal fixed reinforcing steel bar 4-25 which are symmetrically arranged, and the two horizontal fixed reinforcing steel bars 4-25 are arranged in parallel with the left side wall of the reinforced concrete pile body 4-2; the front end and the rear end of each horizontal fixed steel bar 4-25 are respectively hooked on one group of vertical steel bars 4-22, and the front end and the rear end of each horizontal fixed steel bar 4-25 are respectively provided with a hook 4-26.
From the above, the landslide body 1 to be controlled is a landslide body which slides from the left back to the right front of the tunnel entrance section 10.
When the combined type supporting and retaining structure is constructed, the anti-slide piles 4 are constructed respectively, and the construction method of each anti-slide pile 4 is the same. When any one of the anti-slide piles 4 is constructed, constructing a locking structure 7; after the construction of the fore shaft structure 7 is finished, constructing the enclosure structure 8 outside the fore shaft structure 7; after the building envelope 8 is constructed, the pile holes are excavated from top to bottom, the excavation process is safe and reliable, the quality of the pile holes can be effectively guaranteed, and the forming quality of the constructed reinforced concrete pile body 4-2 can be effectively guaranteed. Meanwhile, the envelope structure 8 can further improve the stability and the anti-sliding effect of the reinforced concrete pile body 4-2. After the pile hole is excavated and formed, lowering the prefabricated cubic steel reinforcement cage into the pile hole from top to bottom, and then pouring concrete into the slide-resistant pile 4 from bottom to top; and after the poured concrete is finally set, obtaining the slip-resistant pile 4 formed by construction.
And when the rotary jet grouting pile 4-1 is actually constructed, constructing according to a conventional rotary jet grouting pile construction method. According to the common knowledge in the field, the jet grouting pile 4-1 is characterized in that a jet grouting pipe and a nozzle drill are arranged at a designed elevation of the bottom of the pile by using a drilling machine, prepared grout is sprayed out from a nozzle at the edge of the grouting pipe at a high speed after obtaining huge energy through a high-pressure generating device to form a stream of highly concentrated energy, a soil body is directly damaged, a drill rod is lifted while rotating in the spraying process, the grout and the soil body are fully stirred and mixed, and a columnar solidification body with a certain diameter is formed in the soil, so that the foundation is reinforced. The construction is generally divided into two working flows, namely drilling first and spraying second, then drilling and spraying, and then lifting and stirring to ensure the proportion and quality of the soil slurry of each meter.
For further improvement treatment effect, the utility model discloses still include the step form side slope 23 that forms after excavating to the landslide wall 15 that needs to administer the landslide body 1 dead back, step form side slope 23 includes a plurality of platforms 23-1 that lay from top to bottom, and is a plurality of platform 23-1 is laid by back forward along the slip direction that needs to administer the landslide body 1, adjacent two around be a slant side slope 23-2, every slant side slope 23-2 is by backward preceding downward sloping gradually. Wherein, the landslide wall 15 refers to the upper surface of the soil layer which is positioned right behind the landslide body 1 to be treated in the upper soil layer 14.
In this embodiment, both the two peripheral intercepting ditches 3 are open intercepting ditches; uncovered formula catch water ditch is including the ditch body 3-1, the one deck flat pavement of digging formation from top to bottom at ditch body 3-1 bottom surface and two left and right sides on the lime soil layer 3-2 and the layer by the thick liquid rubble layer 3-3 of mating formation of thick liquid rubble that the thick liquid rubble that tiles on lime soil layer 3-2 formed, the cross section of the ditch body 3-1 is isosceles trapezoid and its width is by supreme crescent down, the cross sectional shape on lime soil layer 3-2 and thick liquid rubble layer 3-3 of mating formation all is the same with the cross sectional shape of the ditch body 3-1.
Meanwhile, the utility model also comprises a left and a right stilling pool 20 which are both positioned in front of the peripheral drainage structure, the two peripheral intercepting ditches 3 are respectively a left intercepting ditch and a right intercepting ditch positioned at the right side of the left intercepting ditch, and the two stilling pools 20 are respectively a left stilling pool and a right stilling pool positioned at the right side of the left stilling pool; the left side stilling pool is located left side intercepting ditch the place ahead, the front end of left side intercepting ditch stretches into in the left side stilling pool, the right side stilling pool is located right side intercepting ditch the place ahead, the front end of right side intercepting ditch stretches into in the right side stilling pool.
In this embodiment, the rear ends of the two peripheral intercepting ditches 3 communicate with each other. Like this, the surface water accessible of loess landslide crest outside is two peripheral catch basin 3 discharges in step, and not only the drainage is timely, quick, and it is more convenient for right the surface water in loess landslide crest outside collects and discharges.
The two peripheral intercepting ditches 3 are reasonably arranged, so that the sliding risk of the landslide body 1 to be controlled is considered, the sliding risk of the upper soil layer 14 where the landslide body 1 to be controlled is considered comprehensively, rainwater which possibly flows into the unstable soil layer due to rainfall is discharged thoroughly and timely, the landslide body sliding caused by rainwater infiltration of the landslide body 1 to be controlled is avoided, the situation that the upper soil layer 14 moves due to rainwater infiltration or the landslide body slides is further aggravated can be effectively avoided, and surface water is discharged into the stilling basin 20 timely and quickly along the outer edge of the unstable soil layer.
The width of uncovered formula intercepting ditch is by supreme crescent down, is more convenient for the rainwater to collect and discharge. In this embodiment, the angle between the sidewall of the groove 3-1 and the bottom surface thereof is 45 °. During actual construction, the included angle between the side wall of the groove body 3-1 and the bottom surface thereof can be correspondingly adjusted according to specific requirements.
In this embodiment, the soil layer 3-2 is a pseudo-ginseng soil layer formed by pseudo-ginseng soil laid flat on the bottom surface and the inner walls on the left and right sides of the trench body 3-1, and the construction is simple and convenient in practice and the cost of construction is low.
During actual construction, the thickness of the lime soil layer 3-2 and the thickness of the grout rubble pavement layer 3-3 are both 25 cm-35 cm, and the width of the bottom surface of the grout rubble pavement layer 3-3 is 50 cm-70 cm.
In the embodiment, the thickness of the lime soil layer 3-2 and the thickness of the grouted rubble pavement layer 3-3 are both 30cm, and the width of the bottom surface of the grouted rubble pavement layer 3-3 is 60 cm. And the depth of the grouted rubble pavement layer 3-3 is not less than 60 cm. During actual construction, the thickness of the lime soil layer 3-2 and the grout rubble pavement layer 3-3, the width of the bottom surface of the grout rubble pavement layer 3-3 and the depth of the grout rubble pavement layer 3-3 can be respectively and correspondingly adjusted according to specific requirements.
In order to further accelerate the drainage speed and the drainage amount of rainwater on the upper soil layer 14 and further ensure the stability of the unstable soil layer, the landslide drainage structure further comprises a middle drainage structure arranged on a landslide wall 15, and the middle drainage structure is positioned between the two peripheral intercepting ditches 3; the landslide wall 15 is gradually inclined downwards from back to front, and the middle drainage structure is positioned above the middle part of the landslide wall 15;
middle part drainage structures includes a plurality of middle part catch basins from top to bottom laid on landslide wall 15, every the both ends of middle part catch basin all with peripheral drainage structural connection, every the middle part catch basin all is located upper portion soil layer 14.
In this embodiment, each of the middle intercepting ditches is composed of a left intercepting ditch and a right intercepting ditch 9, the two side intercepting ditches 9 are respectively a left intercepting ditch and a right intercepting ditch located behind the left intercepting ditch, the left intercepting ditch is gradually inclined downwards from right to left, and the right intercepting ditch is gradually inclined downwards from left to right; the left end of the left side intercepting ditch in each middle intercepting ditch is communicated with the left intercepting ditch, the right end of the right side intercepting ditch in each middle intercepting ditch is communicated with the right intercepting ditch, and the right end of the left side intercepting ditch in each middle intercepting ditch is communicated with the left end of the right side intercepting ditch in the middle intercepting ditch.
In order to facilitate construction and achieve a good water intercepting effect, in this embodiment, each of the middle intercepting ditches is located on one of the platforms 23-1.
In this embodiment, the two side intercepting drains 9 are both the open type intercepting drain.
In this embodiment, the middle drainage structure includes two middle intercepting ditches.
During actual construction, the number of the middle intercepting ditches and the arrangement positions of the middle intercepting ditches in the middle drainage structure can be adjusted correspondingly according to specific requirements.
In this embodiment, the slope ratio of the inclined side slope 23-2 is 1: 1. In addition, in order to facilitate drainage, the upper surface of the platform 23-1 is gradually inclined downwards from back to front along the sliding direction of the landslide body 1 to be treated, and the slope ratio of the upper surface of the platform 23-1 is 1: 25. The slope rate refers to the ratio of the height of the slope in the vertical direction to the projection length of the slope in the horizontal direction, and the slope rate is the same as the slope rate.
In order to ensure the stability of the step-shaped slope 23, two platforms 23-1 adjacent to each other up and down in the step-shaped slope 23 are respectively an upper platform and a lower platform located below the upper platform, and the width of the upper platform in the sliding direction of the landslide body 1 to be controlled is not greater than the width of the lower platform in the sliding direction of the landslide body 1 to be controlled. Two adjacent oblique side slopes 23-2 in the step-shaped side slope 23 from top to bottom are an upper side slope and a lower side slope located below the upper side slope respectively, and the width of the upper side slope in the sliding direction of the landslide body 1 to be controlled is not smaller than the width of the lower side slope in the sliding direction of the landslide body 1 to be controlled.
As shown in figure 2, the width of the step 23-1 along the sliding direction of the landslide body to be controlled is 3 m-60 m, and the width of the inclined side slope 23-2 along the sliding direction of the landslide body to be controlled is 4 m-10 m. During actual construction, the width of each step 23-1 and the width of each inclined slope 23-2 can be adjusted correspondingly according to specific requirements. In this embodiment, the width of the lowest platform 23-1 of the step-shaped slope 23 along the sliding direction of the landslide body to be controlled is the largest, and the width of the highest platform 23-1 of the step-shaped slope 23 along the sliding direction of the landslide body to be controlled is the smallest. And the width of the platform 23-1 at the lowest position in the step-shaped slope 23 along the sliding direction of the landslide body 1 to be controlled is 50 m-60 m, and the width of the platform 23-1 at the lowest position in the step-shaped slope 23 along the sliding direction of the landslide body 1 to be controlled is not more than 4 m.
The width of the uppermost inclined side slope 23-2 in the step-shaped side slope 23 along the sliding direction of the landslide body to be controlled is the largest, and the width of the lowermost inclined side slope 23-2 in the step-shaped side slope 23 along the sliding direction of the landslide body to be controlled is the smallest. And the width of the uppermost inclined side slope 23-2 in the step-shaped side slope 23 along the sliding direction of the landslide body 1 to be controlled is 7-10 m. The width of the inclined side slope 23-2 positioned at the lowest part in the step-shaped side slope 23 along the sliding direction of the landslide body 1 to be controlled is not more than 4 m.
In this embodiment, the step-shaped slope 23 includes 5 steps 23-1, so that the rear edge of the landslide body 1 to be treated is cleared from top to bottom and is divided into five stages to form the step-shaped slope 23, and the step-shaped slope 23 is slope-protected by using an arch-shaped framework. The area where the step-shaped slope 23 is located is a clearing load-reducing area.
In this embodiment, the back pressure backfill layer 21 is a backfill layer formed by backfilling a back pressure backfill region, the back pressure backfill region is arranged along the longitudinal extension direction of the tunnel entrance section 10, the back pressure backfill region is a rectangular region located above the middle of the landslide body 1 to be treated, and the front side wall of the back pressure backfill region is flush with the front side wall of the entrance blocking structure 11;
the upper surface of the back pressure backfill region is a step-shaped slope surface, a plurality of steps arranged from top to bottom are arranged on the step-shaped slope surface, and the steps are arranged from back to front along the longitudinal extension direction of the tunnel; the step height of the back pressure backfill region on the rearmost side is highest.
As shown in fig. 1, in this embodiment, the length of the tunnel entrance section 10 is 120m to 180 m.
And the length of the landslide body 1 to be treated along the sliding direction is 60-90 m, the length of the back pressure backfill region along the longitudinal extension direction of the tunnel is 40-60 m, and the width of the back pressure backfill region is 50-70 m. During actual construction, the length of the back pressure backfill region along the longitudinal extension direction of the tunnel and the width of the back pressure backfill region can be correspondingly adjusted according to specific requirements.
In this embodiment, the right side of the back pressure backfill region is flush with the right end of the hole entrance retaining structure 11.
The step slope comprises a plurality of steps which are arranged from top to bottom, the height of the steps is not less than 1m, soil is filled on the step slope and tamped and leveled, and the compaction standard is the same as that of the bottom layer of the roadbed, so that the compaction coefficient of the back pressure backfill layer 21 is not less than 0.9, and the fill slope ratio of the back pressure backfill layer 21 is 1: 1.5; the step type slope is provided with one step every 8m from top to bottom, and a step platform with the width of 2m is arranged between every two adjacent steps. Grass seeds are scattered on the top surface of the back pressure backfill layer 21, and the slope surface of the back pressure backfill layer 21 is protected by an arch framework for slope protection.
During actual construction, the edge line of the landslide body 1 to be controlled (i.e., the landslide body edge line 10, also called a landslide body boundary or a landslide body contour line) and the edge line of the upper soil layer 14 (i.e., the unstable soil layer edge line 9, also called an unstable soil layer contour line) are determined respectively.
Determining the layout position of the combined type retaining structure, the layout positions of the two peripheral intercepting ditches 3, the layout positions of the middle intercepting ditches, the layout position of the backfill back pressure area and the layout position of the clearing load-reducing area where the step-shaped side slope 23 is located according to the determined edge lines of the landslide body 1 to be treated and the upper soil layer 14; and after the arrangement position of the combined type supporting and retaining structure, the arrangement positions of the two peripheral intercepting ditches 3, the arrangement positions of the plurality of middle intercepting ditches, the arrangement position of the backfill back pressure area and the arrangement position of the clearing and load reducing area where the step-shaped slope 23 is located are all determined, comprehensively treating the landslide body 1 to be treated.
Adopt the utility model discloses when administering the landslide body 1 to need administering comprehensively, including following step:
step one, construction of a peripheral drainage structure: constructing two peripheral intercepting ditches 3 in the peripheral drainage structure, and discharging surface water outside the top of the loess landslide by using the two peripheral intercepting ditches 3;
step two, construction of a combined supporting and retaining structure: after the two peripheral intercepting ditches 3 are constructed in the first step, constructing a landslide retaining structure 12 and a hole inlet retaining structure 11 respectively, and obtaining a constructed and formed combined retaining structure;
when the landslide retaining structure 12 and the hole entrance retaining structure 11 are constructed, all the anti-slide piles 4 in the combined retaining structure are constructed respectively;
step three, clearing and load shedding at the rear part of the landslide: after the construction of the combined retaining structure in the second step is completed, excavating the landslide wall 15 of the loess landslide, and obtaining a step-shaped side slope 23 formed by construction;
after the step-shaped slope 23 is constructed, the landslide rear clearing and load shedding process of the loess landslide is completed;
step four, backfilling and back pressure at the front part of the landslide: and after the step three, after the step-shaped side slope 23 is constructed, backfilling the front part of the landslide body 1 to be treated to obtain a constructed and formed back pressure backfill layer 21, and supporting the front side of the back pressure backfill layer 21 on the middle supporting structure.
According to the common knowledge in the field, the slide-resistant pile 4 is a pile column penetrating through a landslide body and penetrating into a sliding bed, is used for supporting and blocking the sliding force of the landslide body and playing a role in stabilizing a side slope, is suitable for the landslide of a shallow layer and a medium-thick layer, and is a main measure for anti-sliding treatment. But the piling and the anti-sliding of the moving landslide need to be careful so as not to cause the sliding due to the vibration. In the embodiment, the anti-slide pile 4 is constructed at the front part of the landslide body 1 to be controlled, so that the influence on the stability of the landslide body 1 to be controlled is small; and, need to administer the anterior part of landslide body 1 and support on the stable lower soil horizon 13 of structure, therefore can further reduce the influence that the construction process of slide-resistant pile 4 has on the landslide stability of said loess. Meanwhile, the combined supporting and retaining structure is positioned in front of the tunnel entrance section 10 and far away from the tunnel entrance 2 of the tunnel entrance section 10, so that any adverse effect on the construction of the tunnel entrance section 10 is avoided. On the contrary, as the combined supporting structure and the arrangement position are both designed reasonably, the sliding body 1 to be controlled can be effectively supported.
In this embodiment, after the step-shaped slope 23 is constructed in the third step, the middle drainage structure needs to be constructed. And before the front part of the landslide body 1 to be treated is backfilled in the fourth step, the upper surface of the back pressure backfilling area is trimmed into the step-type slope.
During actual construction, when carrying out comprehensive treatment to the landslide mass 1 that needs to be administered, be earlier to two peripheral intercepting ditch 3 is under construction, can avoid from the source like this to flow into the landslide scope because of rainfall infiltration aggravate the landslide mass slip down, at the landslide scope outer edge (specifically the unstable soil layer outside) construction peripheral intercepting ditch 3, with natural water system intercommunication, in time with surface water along the landslide scope outer edge discharge.
Treat two after 3 construction of peripheral intercepting ditch are accomplished, it is right again the combination formula retaining structure is under construction, can effectively reduce the gliding risk of landslide body because of rainfall aggravation in the combination formula retaining structure work progress to because the stratum that friction pile 4 was located is the new loess of sand, the saturation, it is slightly dense, the moisture content is great, soil body poor stability, inwards collapses for preventing 4 excavation processes of friction pile wall soil body, ensures construction safety, before 4 excavation construction of friction pile, execute one row of jet grouting pile 4-1 all around every friction pile 4, can effectively ensure 4 construction safety and construction quality of friction pile, and the simultaneous performance that can effectively reduce 4 construction process of friction pile is right the harmful effects that loess landslide stability brought.
When the back part of the landslide in the third step is cleared and unloaded, the landslide wall 15 of the loess landslide is trimmed into a step-shaped slope 23 by excavation, so that on one hand, the downward pressure of the rear edge of the landslide body 1 to be treated is reduced by clearing and unloading, and the sliding risk is further reduced; on the other hand, after the landslide wall 15 behind the landslide body 1 to be administered is constructed into the step-shaped side slope 23, the stability of the soil layer where the landslide wall 15 is located can be effectively realized, the risk that the unstable soil layer slides and the landslide body 1 to be administered is aggravated to slide is further reduced from the source, and the loess landslide administration effect can be further improved after slope protection is performed by adopting the arch-shaped framework. Meanwhile, in order to avoid disturbance in the clearing and load reducing construction, the landslide body 1 needs to be controlled to cause the sliding of the slope body, so that the clearing and load reducing construction is carried out after the construction of the combined type retaining structure is finished.
And after the clearing and load shedding of the rear part of the landslide in the third step are finished, excavating the backfill back pressure area to form the step slope, backfilling and tamping the back pressure backfill layer 21, and then slope protection is carried out by adopting an arch framework to finish the comprehensive treatment process of the landslide body 1 to be treated.
In this embodiment, when the clearing and load shedding at the rear part of the landslide are performed in the third step, the soil in the right clearing area 22 behind the landslide 1 to be controlled needs to be excavated, so that the clearing and load shedding effect at the rear part of the landslide is further improved. In this embodiment, the right-hand clearance zone 22 is located on the lower soil layer 14, and the right-hand clearance zone 22 is located to the right of the upper soil layer 13.
The above, only be the utility model discloses a preferred embodiment, it is not right the utility model discloses do any restriction, all according to the utility model discloses the technical entity all still belongs to any simple modification, change and the equivalent structure change of doing above embodiment the utility model discloses technical scheme's within the scope of protection.

Claims (10)

1. The utility model provides a loess tunnel advances entrance to a cave section and passes through landslide body and administers structure comprehensively which characterized in that: the landslide treatment device comprises a combined supporting and retaining structure for supporting and retaining a landslide body (1) to be treated, a landslide drainage structure for draining surface water on a loess landslide and a back-pressure backfill layer (21) arranged above the front part of the landslide body (1) to be treated, wherein the back-pressure backfill layer (21) is a soil body backfill layer;
the rear part of the landslide body (1) to be controlled is supported above the front part of an upper soil layer (14), the front part of the upper soil layer (14) is a slide bed positioned below the landslide body (1) to be controlled, and the landslide body (1) to be controlled is a landslide body of the loess landslide and is a landslide body which slides on the slide bed from back to front; the front part and the middle part of the landslide body (1) to be treated are supported on a lower soil layer (13), and the upper soil layer (14) is supported on the lower soil layer (13); the landslide body (1) to be treated and the upper soil layer (14) are sandy loess layers, the lower soil layer (13) is an old loess layer, and the landslide body (1) to be treated and the upper soil layer (14) form an unstable soil layer on the lower soil layer (13);
the combined supporting and retaining structure consists of a landslide supporting and retaining structure (12) and an entrance hole supporting and retaining structure (11) arranged in front of an entrance hole (2) of the tunnel, the combined supporting and retaining structure is an obtuse angle-shaped supporting and retaining structure, and the entrance hole supporting and retaining structure (11) and the landslide supporting and retaining structure (12) are arranged vertically; the tunnel entrance (2) is an entrance at the front end of a tunnel entrance section (10), the tunnel entrance section (10) is a tunnel section close to the tunnel entrance (2) in the constructed loess tunnel, the tunnel entrance section (10) is a straight tunnel section passing through a landslide body (1) to be treated, the front end of the straight tunnel section is the tunnel entrance (2) and the rear end thereof is the rear end of the entrance section, and the rear end of the entrance section is positioned behind the unstable soil layer; one side of the tunnel entrance section (10) is a side needing to be supported and the other side is a sliding starting side, the sliding body (1) needing to be controlled is a sliding body which slides from the sliding starting side to the side needing to be supported, and an included angle between the sliding direction of the sliding body (1) needing to be controlled and the longitudinal tunnel extending direction of the tunnel entrance section (10) is A, wherein A is 35-55 degrees; the tunnel entrance (2) is positioned on the landslide body (1) to be controlled and the tunnel entrance (2) is positioned in the middle of the landslide body (1) to be controlled;
the tunnel entrance retaining structure (11) and the landslide retaining structure (12) are both located on a landslide body (1) to be controlled and located at the front of the landslide body (1) to be controlled, the tunnel entrance retaining structure (11) is located in front of a tunnel entrance (2), and the landslide retaining structure (12) is located on the side, needing retaining, of a tunnel entrance section (10); the tunnel entrance retaining structure (11) and the tunnel longitudinal extension direction of the tunnel entrance section (10) are vertically arranged, and the landslide retaining structure (12) and the sliding direction of the landslide body (1) to be controlled are vertically arranged;
the tunnel entrance retaining structure (11) is divided into an outer retaining structure and a middle retaining structure by taking the tunnel entrance section (10) as a boundary, the outer retaining structure and the middle retaining structure are arranged on the same vertical plane, the outer retaining structure is positioned on the sliding starting side of the tunnel entrance section (10), and the middle retaining structure is positioned on the side, needing retaining, of the tunnel entrance section (10); the middle supporting and retaining structure is positioned between the outer supporting and retaining structure and the landslide supporting and retaining structure (12), and the outer supporting and retaining structure, the middle supporting and retaining structure and the landslide supporting and retaining structure (12) are all anti-skid supporting and retaining structures; the anti-sliding supporting and retaining structure comprises a plurality of anti-sliding piles (4) which are arranged on the same vertical surface from left to right, and the anti-sliding piles (4) are uniformly arranged; each anti-slide pile (4) is vertically arranged;
the landslide drainage structure comprises a peripheral drainage structure; the peripheral drainage structure consists of a left peripheral intercepting drain and a right peripheral intercepting drain (3), and the two peripheral intercepting drains (3) are respectively arranged on the left side and the right side of the unstable soil layer; one peripheral intercepting drain (3) is arranged from back to front along the left side edge line of the unstable soil layer, and the other peripheral intercepting drain (3) is arranged from back to front along the right side edge line of the unstable soil layer; the two peripheral intercepting ditches (3) are both positioned outside the unstable soil layer and are uniformly distributed on the lower soil layer (13), and the two stilling ponds (20) are both positioned on the lower soil layer (13); the front ends of the two peripheral intercepting ditches (3) are positioned at the outer side of the front part of the landslide body (1) to be treated, and the two peripheral intercepting ditches (3) are gradually inclined downwards from back to front; the front ends of the two peripheral intercepting ditches (3) are respectively positioned at the left side and the right side of the combined retaining structure, and the front ends of the two peripheral intercepting ditches (3) are positioned in front of the combined retaining structure;
the back pressure backfill layer (21) is located on the side, needing to be supported, of the tunnel entrance section (10), the back pressure backfill layer (21) is located behind the middle supporting structure, and the front side of the back pressure backfill layer (21) is arranged on the middle supporting structure.
2. The loess tunnel entrance opening section crossing landslide body comprehensive treatment structure according to claim 1, characterized in that: one end of the landslide supporting and blocking structure (12) close to the middle supporting and blocking structure is the inner end of the supporting and blocking structure, the other end of the landslide supporting and blocking structure (12) is the outer end of the supporting and blocking structure, and the outer end of the supporting and blocking structure (12) extends out of the landslide body (1) to be controlled.
3. The loess tunnel entry opening section landslide body-crossing comprehensive treatment structure according to claim 1 or 2, characterized in that: all the anti-slide piles (4) in the combined retaining structure are positioned on a landslide body (1) to be controlled, all the anti-slide piles (4) are positioned at the front part of the landslide body (1) to be controlled, the front part of the landslide body (1) to be controlled is supported on a lower soil layer (13), and the lower soil layer (13) is positioned on a rock stratum;
each anti-slide pile (4) comprises a reinforced concrete pile body (4-2) fixed on a landslide body (1) to be managed and a building enclosure (8) arranged on the outer side of the reinforced concrete pile body (4-2), the cross section of the reinforced concrete pile body (4-2) is rectangular, and the cross section of the building enclosure (8) is rectangular and is arranged along the vertical central axis of the reinforced concrete pile body (4-2); the building enclosure (8) comprises a plurality of jet grouting piles (4-1) which are vertically arranged, the jet grouting piles (4-1) are arranged along the peripheral contour line of the reinforced concrete pile body (4-2), and the pile bodies of two adjacent jet grouting piles (4-1) are mutually occluded; the reinforced concrete pile body (4-2) and the enclosure structure (8) are fixedly connected into a whole;
the landslide body (1) to be controlled is a landslide body which slides from back to front, the side wall, close to the front edge of the landslide body (1) to be controlled, in the reinforced concrete pile body (4-2) is a front side wall, and the side wall, close to the rear edge of the landslide body (1) to be controlled, in the reinforced concrete pile body (4-2) is a rear side wall;
the reinforced concrete pile bodies (4-2) are vertically arranged, the tops of the reinforced concrete pile bodies extend to the upper part of the landslide body (1) to be treated, the bottoms of the reinforced concrete pile bodies (4-2) extend into the rock stratum, the landslide body (1) to be treated, the lower soil layer (13) and the rock stratum form a stratum to be treated, and pile holes for the construction of the reinforced concrete pile bodies (4-2) are formed in the stratum to be treated; the reinforced concrete pile body (4-2) comprises a vertical reinforcement cage which is lowered into the pile hole from top to bottom and a concrete pile body which is positioned in the pile hole, and the vertical reinforcement cage is poured in the concrete pile body;
the vertical reinforcement cage is a cubic reinforcement cage; the cubic steel reinforcement cage comprises a plurality of groups of vertical steel reinforcements (4-22) and a plurality of horizontal stirrups (4-21) arranged from bottom to top, the plurality of horizontal stirrups (4-21) are identical in structure and size and are arranged on the same vertical line from top to bottom, and each horizontal stirrup (4-21) is hooped on the outer side of each group of vertical steel reinforcements (4-22); the plurality of groups of vertical steel bars (4-22) are distributed along the peripheral lines of the cubic steel bar cage, the plurality of horizontal stirrups (4-21) are fixedly connected into a whole through the plurality of groups of vertical steel bars (4-22), and each horizontal stirrup (4-21) is fixedly connected with the plurality of groups of vertical steel bars (4-22); the vertical steel bars (4-22) of each group positioned on the left side, the right side and the front side of the cubic steel bar cage are vertical steel bars (4-22) which are vertically arranged, each group positioned on the rear side of the cubic steel bar cage comprises a plurality of vertical steel bars (4-22) which are vertically arranged and are fixedly connected into a whole, and each vertical steel bar (4-22) is a straight steel bar.
4. The loess tunnel entrance opening section crossing landslide body comprehensive treatment structure according to claim 3, characterized in that: the distance between two adjacent anti-slide piles (4) in the outer side retaining structure and the distance between two adjacent anti-slide piles (4) in the middle retaining structure are the same as the distance between two adjacent anti-slide piles (4) in the landslide retaining structure (12);
the distance between every two adjacent anti-slide piles (4) in the landslide retaining structure (12) is d, wherein the value range of d is 4.5-5.5 m;
the cross section structures and the sizes of all the anti-slide piles (4) in the combined supporting and retaining structure are the same;
the left-right width of the reinforced concrete pile body (4-2) is W1, and the value range of W1 is 1.5 m-2.5 m; the front-back width of the reinforced concrete pile body (4-2) is W2, and the value range of W2 is 2.5-3.5 m.
5. The loess tunnel entrance opening section crossing landslide body comprehensive treatment structure according to claim 3, characterized in that: a plurality of connecting steel bar groups are arranged on the rear side inside the cubic steel bar cage, and the connecting steel bar groups are arranged from back to front; each connecting steel bar group comprises a plurality of horizontal connecting steel bars (4-23) arranged on the same vertical surface from bottom to top, and the plurality of horizontal connecting steel bars (4-23) are arranged in parallel with the rear side wall of the reinforced concrete pile body (4-2); each horizontal connecting steel bar (4-23) is a straight steel bar which is horizontally arranged, each horizontal connecting steel bar (4-23) is fixed on one horizontal stirrup (4-21), and the front end and the rear end of each horizontal connecting steel bar (4-23) are fixedly connected with one group of vertical steel bars (4-22);
a row of vertical reinforcing steel bars (4-24) are fixed on the front side of each connecting steel bar group; each row of vertical reinforcing steel bars (4-24) comprises a plurality of groups of vertical reinforcing steel bars (4-24) distributed on the same vertical surface from left to right, and each group of vertical reinforcing steel bars (4-24) is one vertical reinforcing steel bar (4-24) or a reinforcing steel bar group formed by connecting a plurality of vertical reinforcing steel bars (4-24); the vertical reinforcing steel bars (4-24) are straight steel bars which are vertically distributed.
6. The loess tunnel entry opening section landslide body-crossing comprehensive treatment structure according to claim 1 or 2, characterized in that: the tunnel is characterized in that the outer side retaining structure is closest to one of the middle retaining structure, the slide-resistant piles (4) and the middle retaining structure are closest to one of the outer side retaining structure, the slide-resistant piles (4) are hole slide-resistant piles, the distance between the hole slide-resistant piles is the same as the excavation width of the tunnel entrance hole (2), and the hole slide-resistant piles are symmetrically distributed below the left side and the right side of the tunnel entrance hole (2).
7. The loess tunnel entry opening section landslide body-crossing comprehensive treatment structure according to claim 1 or 2, characterized in that: the upper surface of the soil layer in the upper soil layer (14) which is positioned right behind the landslide body (1) to be treated is a landslide wall (15) of the loess landslide;
the landslide control system is characterized by further comprising a step-shaped slope (23) formed after excavation is conducted on a landslide wall (15) right behind a landslide body (1) to be controlled, the step-shaped slope (23) comprises a plurality of platforms (23-1) arranged from top to bottom, the platforms (23-1) are arranged from back to front along the sliding direction of the landslide body (1) to be controlled, an inclined slope (23-2) is arranged between every two adjacent platforms (23-1) in the front and back, and each inclined slope (23-2) is gradually inclined downwards from back to front.
8. The loess tunnel entrance opening section crossing landslide body comprehensive treatment structure according to claim 7, characterized in that: the landslide drainage structure further comprises a middle drainage structure arranged on the landslide wall (15), and the middle drainage structure is positioned between the two peripheral intercepting ditches (3); the landslide wall (15) is gradually inclined downwards from back to front, and the middle drainage structure is positioned above the middle part of the landslide wall (15);
the middle drainage structure comprises a plurality of middle intercepting ditches distributed on the landslide wall (15) from top to bottom, two ends of each middle intercepting ditch are connected with the peripheral drainage structures, and each middle intercepting ditch is positioned on the upper soil layer (14);
each middle intercepting ditch consists of a left intercepting ditch and a right intercepting ditch (9), the two side intercepting ditches (9) are respectively a left intercepting ditch and a right intercepting ditch positioned at the rear side of the left intercepting ditch, the left intercepting ditch is gradually inclined downwards from right to left, and the right intercepting ditch is gradually inclined downwards from left to right; the left end of the left intercepting ditch in each middle intercepting ditch is communicated with a left intercepting ditch, the right end of the right intercepting ditch in each middle intercepting ditch is communicated with a right intercepting ditch, and the right end of the left intercepting ditch in each middle intercepting ditch is communicated with the left end of the right intercepting ditch in the middle intercepting ditch;
each middle intercepting ditch is positioned on one platform (23-1).
9. The loess tunnel entrance opening section crossing landslide body comprehensive treatment structure according to claim 7, characterized in that: the width of the platform (23-1) along the sliding direction of the landslide body (1) to be controlled is 3-8 m, and the width of the inclined side slope (23-2) along the sliding direction of the landslide body (1) to be controlled is 4-10 m.
10. The loess tunnel entry opening section landslide body-crossing comprehensive treatment structure according to claim 1 or 2, characterized in that: the back pressure backfill layer (21) is formed after a back pressure backfill region is backfilled, the back pressure backfill region is arranged along the longitudinal extension direction of the tunnel entrance section (10), the back pressure backfill region is a rectangular region above the middle of the landslide body (1) to be treated, and the front side wall of the back pressure backfill region is flush with the front side wall of the entrance retaining structure (11);
the upper surface of the back pressure backfill region is a step-shaped slope surface, a plurality of steps arranged from top to bottom are arranged on the step-shaped slope surface, and the steps are arranged from back to front along the longitudinal extension direction of the tunnel; the step height of the back pressure backfill region on the rearmost side is the highest.
CN201922047523.2U 2019-11-23 2019-11-23 Loess tunnel advances entrance to a cave section and passes through landslide body and administers structure comprehensively Active CN211690379U (en)

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