CN111827313A - Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body - Google Patents
Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body Download PDFInfo
- Publication number
- CN111827313A CN111827313A CN202010745330.9A CN202010745330A CN111827313A CN 111827313 A CN111827313 A CN 111827313A CN 202010745330 A CN202010745330 A CN 202010745330A CN 111827313 A CN111827313 A CN 111827313A
- Authority
- CN
- China
- Prior art keywords
- slope
- deformation
- landslide
- dumping
- layer
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention discloses a treatment method for high slope slump of a broken discrete body on the surface layer of a deep strong dumping deformation body, relates to the field of slope engineering, and aims to provide a treatment method for high slope slump with low safety risk and short construction period. The technical scheme adopted by the invention is as follows: the treatment method of the deep layer strong dumping deformation body surface layer cracked discrete high slope landslide comprises the following steps of firstly, rapidly filling slag and reversely pressing slope toe of a slope, restraining the overlarge deformation of the slope and preventing deep layer landslide; then, setting temporary monitoring points for slope deformation, and building a slope construction access road; the locking notch is used for restraining the loose deformation of the slope top through a locking notch anchor rod; then cutting a slope and reducing the load, and eliminating a slope top hazard source; and finally, carrying out slope support, and grouting the broken rock soil body on the surface layer of the slope by using a slope anchor rod by utilizing the characteristic of groutability of the toppled and deformed broken rock soil body, so that the loose crushed rock is condensed and has bearing capacity. The invention is suitable for treating the landslide slope with a deep layer of a strong dumping deformation body and a surface layer of a fragmentation body.
Description
Technical Field
The invention relates to the field of slope engineering, in particular to a treatment method for high slope collapse.
Background
Dumping is a type of disruption of slopes, occurring primarily in slopes of the reverse-inclined lamellar structure, and is generally concentrated on the bank slope of the river. The basic types of slope pour deformation include the following three:
1. the slope shallow layer toppling deformation-damage is characterized in that the rock stratum can topple when the deformation of the rock slope is smaller, and the deformation is mainly characterized as follows:
the first, such deformations are generally found in relatively steep terrain, as well as in and near the hill where the bank slope is cut by a transverse gully. In the canyon on the east side of the Qinghai-Tibet plateau, such toppling deformation occurs in many cases. In the process of rapid rise of the Qinghai-Tibet plateau, the deep cutting canyon can gather the regional structural stress and the natural stress of the valley to form a high-low stress region. Relevant studies have shown that if the bank slope initial stress is relatively high, the faster the river undercut unloading rate, the stronger the slab cracking of the rock mass, and thus the greater the likelihood of toppling deformation. Bank slope unloading cracks generally occur only in a certain depth of a shallow surface layer, i.e. within a range of 30m to 50m horizontally from the slope surface. Secondly, the fracture surface has a complex and generally saw-toothed shape, so that the sliding condition is generally avoided, and the sliding condition is mainly the backward damage caused by the fact that the lower part of the sliding surface is not supported after excavation. This requires care to maintain the stability of the side slope during excavation. Third, this type of snap is of relatively small depth, typically between 1m and 30m, and the part of the poured body after snapping will collapse, typically remaining shallow in the slope, forming a stack, presenting shallow stability problems. Fourth, the deformation is a brittle structural deformation, which is easily broken, so that the deformation generally breaks when the rock formation bends less, and further, the root fracture surface occurs. Fifth, the most fundamental cause of such deformation is deformation due to the structure of the rock mass, or brittle fracture of the rock strata. Thus, such deformation falls within the category of structural deformation, wherein there is substantially no formation creep. Sixth, such toppling deformation typically occurs in hard stratified rock mass, and substantially in medium-thickness stratified rock mass.
2. Deep-layer toppling deformation-damage of the slope. The inclined slope toppling deformation has the following characteristics: firstly, the toppling deformation is caused by bending creep aging deformation of the rock body under the action of gravity bending moment, namely material deformation. The deformation needs a long time for evolution, and the evolution depth is large. This deformation, if in natural conditions, requires a long process during which the rock formation does not break even when it is bent for a long time, as opposed to brittle dumping. The deformation exists in a great development depth, and further forms a deep sliding surface, so that a potential deep large landslide is generated. Second, the strength of such formations is low and the individual thickness is relatively thin. Such deformation occurs in near-vertical, medium-to-thin layered metamorphic rock formations such as metamorphic sandstone, mica schist, and the like. In the geologic strata of schists and phyllites, the situation of falling deformation to the face of the vacancy can occur, so the necessary conditions for the deformation are that the rock stratum needs to have three conditions of small single-layer thickness, flexibility and steep slope of the rock stratum. Rock formations with the three conditions are distributed more on the east side of the Qinghai-Tibet plateau in China, which explains why large-scale deep dumping deformation occurs in the zone. It should be noted that if some hard strata contain weak phyllite and schist, the problem of deep layer inclined deformation also occurs. Thirdly, the depth of the pouring deformation is large, and the depth exceeds 100m, and even can reach 200m or 300 m. Wherein the height of the slope and the depth of the pour are closely related.
3. The slope is toppled and slipped to compound the deformation and destroy, this deformation means that the slope will appear and toppled over, will appear and slipped and deform, if toppled over and reached the critical value, will appear the structural plane and slide and destroy. The characteristics of the toppling, sliding and deformation under the control of the soft base at the lower part of the slope body are as follows: firstly, sliding along the structure surface of the cis-dip structure. The slope surface of the upper part begins to shear and dislocate towards the structural plane along the slope under the influence of slope surface dumping and base compression, so that the shear expansion of the structural plane is caused. And secondly, dumping the upper slope. The upper portion is unsupported due to the increasing deformation of the lower soft base, so that toppling deformation occurs. And thirdly, deforming the soft base. The soft foundation comprises shale, schist, mudstone and the like, and under the action of the self weight of the upper part, the soft foundation can generate creep deformation which is expressed as the maximum on the slope surface and gradually weakens towards the interior of the slope.
In summary, the inclination of the reverse inclination slope is common in western regions of China, the deformation problem of the reverse inclination slope accounts for about one third of the problems of all slopes, most reverse inclination slopes relate to the deep landslide problem, the dangerousness of the slopes needs to be correctly known, and effective engineering measures are selected to process the collapsed high slopes.
Road construction in mountainous areas of sedimentary rock (such as sandstone) areas is easy to touch deep strongly-toppled deformation bodies and natural slope bodies with gravelly-piled gravel soil covered on the surface layers of the strongly-toppled deformation bodies. Under such geological conditions, the route is generally selected to be open and passed by adopting a half-cut and half-fill mode. After the gravel soil and the strongly-toppled and deformed bulk slope are excavated, the original stress balance state is destroyed by excavation, the slope is subjected to stress relaxation by excavation, the relaxation area gradually becomes larger along with downward excavation, so that the excavated slope is subjected to collapse, and after rainwater is immersed in the landslide body, the slope body is accelerated to be subjected to traction-type collapse, and finally a high slope is formed. After the side slope collapses, the method usually adopts the shallow layer support of unloading and clearing the slope, the locking notch of the top of the slope and the slope surface by adopting the net hanging anchor spraying support, and combines the mode of deep layer support of anchor cables or anchor bar bundles to support the side slope, and the bottom of the side slope is provided with a road shoulder retaining wall.
The existing support mode has the following defects: firstly, the support design is unreasonable. The unloading of the slope top of the side slope increases the height of the side slope, enlarges land acquisition range, increases supporting quantity, and aggravates further deformation and cracking of the slope body without deformation at the top of the side slope after the side slope is excavated, thereby forming new potential safety hazard. The surface layer of the side slope is of a discrete structure, the shallow anchor-spraying supporting effect is not good, the deformation and the collapse of the side slope are restrained after the side slope is supported by deep supporting measures such as anchor cables and the like, the side slope rock-soil body is not used as a main supporting material, and the self-bearing capacity of the rock-soil body is not fully utilized to support the side slope.
Secondly, the construction workability is poor. In the rock and soil body with the deformation body fragmentation structure, the anchor cable construction is easy to clamp and collapse, and the hole forming difficulty is high. Thirdly, the safety risk of the construction process is high. The slope body structure is loose, anchor cables are constructed, the hole forming difficulty is high, the construction time is long, and after the slope is disturbed by construction, the slope is further deformed and collapsed. The side slope needs to be excavated when the retaining wall is built at the bottom of the side slope, excessive deformation and slumping of the side slope can be induced after the lower part of the side slope is excavated, and the safety risk in the construction process is high. Fourthly, the engineering investment is huge. Because deep supports such as a large amount of unloading, full slope spray anchor support, anchor cables and the like are adopted, the cost of the slope support measures is huge.
Because engineering constructors have insufficient knowledge on the strongly toppled deformation body, design support parameters are unreasonable, or construction is not carried out on a construction site according to the design support parameters and construction technical requirements, the phenomena of slope instability and collapse are common, and the problems of collapsed slopes obviously show that the construction safety risk of the collapsed slopes is high, the construction period is long, and the construction cost is high.
Disclosure of Invention
The invention aims to solve the technical problem of providing a treatment method for the slip collapse of a deep strong-dumping deformation body surface layer cracked discrete high slope, which has low safety risk and short construction period.
The technical scheme adopted by the invention for solving the technical problems is as follows: the treatment method for the slip collapse of the high slope of the fragmented discrete body on the surface layer of the deep layer strong dumping deformation body comprises the following steps:
s1, filling slag and back-pressing a slope toe: in the landslide range and the bottom of the landslide slope on two sides along the line direction, the slag filling is utilized to press the slope foot of the slope, so that the overlarge deformation of the slope is restrained, and the shear damage of the deep landslide and the slope body along the fracture surface is prevented.
For example: in the step S1, in the slumping range and the bottom of the slumping slope with the longitudinal extension of not less than 5m at the two sides along the line direction, the slag bodies are utilized to quickly back press the slope toe of the slope, and the back pressure height is 2-10 m; the outer side slope ratio of the back pressure slag body is not steeper than 1:1, and the inner side of the back pressure slag body is tightly attached to a landslide slope.
S2, setting temporary monitoring points for slope deformation: and setting a deformation observation point at the slope top outside the groove line of the collapse slope as a temporary monitoring point in the construction process.
For example: in step S2, three deformation observation points are arranged on the slope top of the side slope within the range of 5-10 m horizontally outside the slope bevel line of the landslide according to the left, the middle and the right, and deformation observation prism lenses are respectively installed on each deformation observation point.
S3, constructing a side slope construction sidewalk: and constructing a construction sidewalk to the top of the landslide side slope by utilizing the slag filling of the back pressure slope toe, the relatively gentle area of the non-landslide section and the relatively good position of the side slope geological condition.
For example: in step S3, the way of building the side slope construction sidewalk is as follows: the excavator cuts dangerous rock masses on the surface of a landslide surface while filling or partially utilizing a reinforced gabion to assist in blocking and protecting, and a temporary construction access is formed.
S4, locking: arranging a self-advancing hollow grouting locking anchor rod outside a bevel line of a slope to be cut, connecting a transverse steel bar and a longitudinal steel bar between exposed ends of the locking anchor rod, laying a layer of steel mesh after removing surface vegetation on a natural slope surface outside the bevel line, and spraying concrete to seal the slope surface.
For example: in the step S4, two rows of phi 25mm self-advancing hollow grouting locking anchor rods are horizontally arranged in a quincunx mode within the range of 1-2 m outside a bevel line to be cut, the distance between every two rows of phi 25mm self-advancing hollow grouting locking anchor rods is 2m, the length of each locking anchor rod is 6 m/number, the locking anchor rods are exposed by 10cm, and transverse reinforcing steel bars and longitudinal reinforcing steel bars are phi 16mm threaded reinforcing steel bars and are welded or bound and connected with the locking anchor rods; and in the range of 3m width of the natural slope outside the bevel line, removing surface vegetation, laying a layer of reinforcing mesh with the grid spacing of 20cm and the grid spacing of 6mm, laying the reinforcing mesh on the lower part of the threaded reinforcing steel with the diameter of 16mm, spraying C20 concrete to seal the slope, spraying the concrete with the thickness of 15cm, and coating the transverse reinforcing steel, the longitudinal reinforcing steel, the reinforcing mesh and the locking anchor rod with the concrete.
S5, cutting slope and reducing load, and eliminating dangerous source at top of slope
And (4) carrying out slope cutting and load reduction on the slope cutting range according to the slope engineering geological condition, the slope collapse condition, the slope stability condition and the influence range of the slope top pulling crack body, and removing the slope top hazard source.
Generally, in step S5, the slope cutting range is 5-15 m from the horizontal outside of the top of the landslide side slope, a side slope platform is arranged according to the height of the side slope of 8-15 m, the width of the side slope platform is 2-4 m, and the side slope platform also serves as a construction work platform.
Further, the method comprises the following steps: after the step S5, performing a step S5-1 of constructing a slope top intercepting ditch: and constructing a slope top intercepting ditch outside the slope groove line after slope cutting, and draining mountain water at the rear edge of the slope out of the range of the slope.
For example: in the step S5-1, a side slope top intercepting ditch is constructed within the range of 5-10 m horizontally outside the side slope groove line.
Further, the method comprises the following steps: after the step S5-1, performing a step S5-2 to construct a slope top passive protective net: and a passive protective net is arranged between the slope crest intercepting drain and the groove line according to the growth condition of the mountain rock cracks at the rear edge.
S6, carrying out slope support: according to the design position of the landslide, excavating and supporting in layers from top to bottom, and excavating and supporting the upper layer and then excavating and supporting the lower layer; during supporting, firstly constructing a slope anchor rod on the slope, then installing a slope water drainage hole, then pasting slope primary spraying concrete, constructing a slope reinforcing mesh and reinforcing ribs on the slope of the primary spraying concrete, connecting the reinforcing ribs with the exposed end of the slope anchor rod, and finally spraying concrete again to the designed slope spraying concrete thickness.
Further, the method comprises the following steps: in step S6, a facing wall is arranged on the outer side of the slope, the exposed end of the slope anchor rod is embedded into the facing wall, and a side ditch is arranged at the bottom of the facing wall.
Specifically, the method comprises the following steps: in step S6, the slope support parameters are: firstly, hanging slope steel mesh on the whole slope surface of a slope platform and spraying concrete for supporting; arranging self-advancing hollow grouting slope anchor rods on the slope surface in a length staggered arrangement mode, wherein the slope surface anchor rods are arranged in a direction perpendicular to the slope surface, the side walls of the slope surface anchor rods are provided with grouting holes, the exposed ends of the slope surface anchor rods are not provided with the grouting holes, reinforcing steel ribs are arranged between the slope surface anchor rods, and the reinforcing steel ribs are arranged at the exposed ends of the slope surface anchor rods and are welded or bound with the slope surface anchor rods; thirdly, pouring M30 cement mortar into the slope anchor rod; fourthly, cleaning the slope surface, and constructing a C30 concrete facing wall by sticking the slope, wherein the facing wall and the top of the side ditch are integrated.
The invention has the beneficial effects that: on the basis of fully knowing the engineering geological characteristics of the slope of the rock-soil mass with the natural slope surface layer of the residual gravelly soil and the lower layer of the strong-dumping deformation cracked structure, when the roadbed is excavated and formed, and the slope collapses, slag is quickly filled at the bottom of the slope to reversely press the slope toe, so that the lower part of the slope is restrained from loosening and deforming, and the deep sliding of the slope is prevented; on the premise of no or little disturbance of the side slope, the self-bearing capacity of the rock-soil body is fully utilized, and the excessive deformation of the side slope is quickly restrained through reasonable supporting measures and construction methods, so that the middle layer of the side slope is prevented from sliding; eliminating side slope top danger source, restraining the deformation of the natural slope body of the side slope top and preventing the shallow layer of the side slope from sliding; after the bearing capacity of the rock-soil mass is improved through proper engineering measures, the slope is supported by the reformed slope rock-soil mass, the support at the bottom of the slope is strengthened, and drainage is well performed. The invention quickly restrains the landslide slope from continuing to deform and landslide, and achieves the purpose of quickly treating the landslide slope.
The invention can reduce the safety risk of the construction process, improve the operability of construction, shorten the construction time and save the investment. Practice proves that the method can achieve the purpose of treating engineering diseases of the broken discrete body slide collapse slope on the surface layer of the deep layer strong dumping deformation body, has wide application value in similar engineering, and can be popularized and applied in similar engineering.
The construction of the slope top intercepting ditch can discharge the catchment at the upper part of the side slope, and the influence on the stability of the side slope is avoided. And a face protection wall is arranged on the outer side of the side slope, so that the side slope is further protected.
Drawings
Fig. 1 is a schematic view of the slope surface of the slope support of the embodiment of the invention.
Fig. 2 is a sectional view taken along a-a in fig. 1.
Reference numerals: a slope line 1, a locking anchor rod 2, slope anchor rods 3-1-3-8 and a slope platform 4; a slope line 5, an original design excavation line 6, an original design slope 7 and a constructed anchor tendon bundle 8. The left side of fig. 1 is the height designation in meters.
Detailed Description
The present invention is further described below.
After the slope has the initial landslide, the safety risk of multiple continuous landslides may occur subsequently. And (3) timely starting a slope collapse emergency plan on site, timely evacuating personnel in a dangerous area, setting a warning sign and implementing traffic control. On the premise of ensuring safety, organizing professional technicians to investigate and understand engineering geological conditions of the side slope, side slope collapse conditions, side slope support conditions around the collapse body and the like, preliminarily judge the stability condition of the side slope, and then treat according to the method disclosed by the invention.
The invention relates to a treatment method for high slope collapse of a fragmented discrete body high slope on the surface layer of a deep layer strong dumping deformation body, which comprises the following steps:
s1. fill sediment back pressure side slope toe
In the collapse range and the bottom of the collapse side slope with the longitudinal extension of not less than 5m along the line direction on two sides, mechanical equipment such as a loading and unloading vehicle, an excavator, a loading machine and the like is utilized to quickly fill slag and press the slope toe of the side slope, the back pressure height is 2-10 m generally, and if the transverse width of the slag pile back pressure is insufficient, a reinforcing steel bar gabion with the height of 1-5 m can be adopted on the outer side of the back pressure slag body to block the slag. The slope ratio of the outer side of the back-pressure slag body is not steeper than 1:1, and the inner side of the back-pressure slag body is tightly attached to a landslide slope. The slag filling and back pressure side slope toe is used for restraining the excessive deformation of the side slope and preventing the shear damage of the deep landslide and the slope body along the fracture surface.
S2, setting temporary monitoring points for slope deformation
According to the landslide condition and the side slope stability judgment condition of the side slope, three deformation observation points are arranged on the left, the middle and the right of a side slope top within the range of 5-10 m horizontally outside a landslide side slope opening line 1, and deformation observation prism lenses are respectively installed on each deformation observation point. In addition, the slope deformation observation points may be encrypted as necessary, and the deformation observation points may be set at appropriate positions. The deformation monitoring points are temporary monitoring points in the construction process, are temporary monitoring points for implementing slope support engineering measures, and provide safety early warning for construction. The monitoring frequency can be monitored according to morning, noon and evening, and the monitoring frequency is not less than three times per day.
S3, constructing a side slope construction sidewalk
And constructing a construction access road by utilizing the slag filling of the back pressure slope foot, the relatively gentle region of the non-slumped section and the relatively good side slope geological condition, and constructing the construction access road to the top of the slumped side slope. The aim of constructing the construction access road is to adopt an excavator to remove a local tension crack body and an inverted suspension body of the slope top of the side slope and also serve as a construction channel for supporting the side slope at the later stage. In difficult areas, the standard for building construction roads is that the excavator can reach the top of the side slope. The method for constructing the access road is that the excavator cuts dangerous rock masses on the surface of a slumped slope and fills the dangerous rock masses, or a reinforcement gabion is partially utilized for auxiliary blocking and protection to form a temporary construction access road. The landslide can not be excavated when the construction sidewalk is built, and the problem that the excavated side slope is unstable and landslide on a larger scale is solved.
S4. locking notch
Referring to fig. 1 and 2, within a range of 1-2 m horizontally outside a bevel line 1 of a slope to be cut, two rows of locking anchor rods 2 are arranged in a quincunx shape at intervals of 2 m. The fore shaft anchor rod 2 is a self-advancing hollow grouting anchor rod with phi 25mm, the length of the fore shaft anchor rod 2 is 6 m/piece, the fore shaft anchor rod 2 is exposed for 10cm, 2 pieces of threaded reinforcing steel with phi 16mm are adopted to be respectively welded or bound with the exposed end of the fore shaft anchor rod 2 from the transverse direction and the longitudinal direction, namely, the transverse reinforcing steel and the longitudinal reinforcing steel are connected between the exposed ends of the fore shaft anchor rod 2. In the range of 3m width of the natural slope outside the slope line 1, a layer of reinforcing mesh with the grid spacing of 20cm and the grid spacing of phi 6mm is laid after surface vegetation is removed, the reinforcing mesh is laid at the lower part of phi 16mm threaded reinforcing steel, C20 concrete with the thickness of 15cm is sprayed to seal the slope, and C20 concrete wraps the locking anchor rod 2, the transverse reinforcing steel, the longitudinal reinforcing steel and the reinforcing mesh.
S5, cutting slope and reducing load, and eliminating dangerous source at top of slope
Designing a slope cutting range according to the slope engineering geological condition, the slope collapse condition, the slope stability condition and the influence range of the slope top pulling crack body, cutting a slope appropriately, reducing load and removing a slope top hazard source. Generally, the slope cutting range is 5-15 m away from the top of the landslide slope. And removing the gravelly soil and the toppled deformation bodies on the surface of the slope body with the obviously visible pulling cracks according to the designed slope ratio. According to actual terrain conditions, a slope platform 4 is arranged according to the height of a slope of 8-15 m, the width of the slope platform 4 is 2-4 m, and the slope platform can be used as a construction operation platform. After slope cutting, the large surface of the slope top is smooth, and a danger source of potential collapse of the slope top is eliminated.
S5-1, constructing slope top intercepting ditch
And constructing a slope top intercepting drain within the range of 5-10 m from the level of the outside of the slope opening line 1 of the slope after slope cutting, wherein the slope top intercepting drain is arranged or not arranged according to actual needs, and the slope top intercepting drain is used for draining mountain water at the rear edge of the slope out of the range of the slope.
S5-2. construction slope top passive protective net
And arranging a passive protective net according to actual needs according to the development condition of the mountain rock fracture at the rear edge between the cut-off ditch and the groove line 1, which are horizontally within the range of 5-10 m outside the groove line 1 at the top of the side slope.
S6, carrying out slope support
The construction technical requirements of the slope support are as follows: firstly, according to the design of the landslide, the slope ratio is controlled, the excavation and the layered support are carried out from top to bottom, the excavation height of each layer is not more than 5m, and the excavation construction of the lower layer can be carried out after the excavation and the support of the upper layer. And secondly, constructing a slope anchor rod, installing a slope water drainage hole, adhering slope primary spray concrete, such as spraying concrete with the thickness of 4cm, constructing a slope reinforcing mesh and an anchor rod reinforcing rib on the primary spray concrete slope, and finally spraying concrete again to the designed slope spray concrete thickness. Wherein, the reinforcing rib of anchor rod reinforcement is the reinforcing bar of the end that exposes of connecting in domatic anchor rod. Thirdly, designing a slope deformation observation point according to actual needs, making slope deformation observation, and guiding safety construction according to slope deformation observation data.
Specifically, referring to fig. 1 and 2, the slope support parameters include the following points:
firstly, a slope surface steel bar net is hung on the whole slope surface containing the slope platform 4 and concrete is sprayed for supporting. The slope is provided with a single layer of reinforcing mesh with the diameter of phi 6mm as a slope reinforcing mesh, the row spacing between meshes of the slope reinforcing mesh is 20cm, the slope is sprayed with C20 concrete, and the average spraying thickness is 15 cm.
And secondly, arranging self-advancing hollow grouting slope anchor rods on the slope surface in a length staggered arrangement mode, wherein the slope anchor rods are arranged in a direction perpendicular to the slope surface, grouting holes are formed in the side walls of the slope anchor rods, the exposed ends of the slope anchor rods are not provided with the grouting holes, reinforcing steel ribs are arranged between the slope anchor rods, and the reinforcing steel ribs are arranged at the exposed ends of the slope anchor rods and are connected with the slope anchor rods in a welding or binding mode. For example, slope anchor rods with the lengths of 6.0m (or 4.5m) and 9.0m are arranged in a staggered manner, wherein the diameters of the slope anchor rods with the lengths of 6.0m and 4.5m are phi 25mm, the pitch is 2m, and the slope anchor rods are arranged in a quincunx manner; the diameter of the slope anchor rod with the length of 9.0m is phi 28mm, the row spacing is 4.0m, and the anchor rods are arranged in a rectangle. Referring to fig. 1 and 2, the side slopes form three side slope platforms 4 from top to bottom, and the three side slope platforms 4 form four slopes with different slopes at intervals. The slope ratio of the slope surface at the uppermost layer is 1:0.85, slope anchor rods 3-1 with phi 28mm and the length of 9.0 m/root and slope anchor rods 3-2 with phi 25mm and the length of 6.0 m/root are used. The slope ratio of the slope of the next layer is 1:0.75, slope anchor rods 3-3 with phi 28mm and the length of 9.0 m/root and slope anchor rods 3-4 with phi 25mm and the length of 6.0 m/root are used. The slope ratio of the slope of the next layer is 1:0.75, and slope anchor rods 3-5 with phi 25mm and the length of 6.0 m/root and slope anchor rods 3-6 with phi 25mm and the length of 4.5 m/root are used. The slope ratio of the lowest slope is 1:0.75, slope anchor rods 3-7 with phi 25mm and length of 6.0 m/root and slope anchor rods 3-8 with phi 25mm and length of 4.5 m/root are used. Two reinforcing steel ribs with the diameter of 16mm are arranged between the slope anchor rods, the reinforcing steel ribs are tightly attached to the slope surface of the primary sprayed concrete, the reinforcing steel ribs are arranged on the two sides of the exposed end part of the slope anchor rods and are firmly welded or bound with the slope anchor rods, and the joints of the reinforcing steel bars are firmly bound and welded. The reinforcing steel bar ribs are rectangular frames in fig. 1. And (3) grouting holes with the diameter of 6mm are arranged on the side wall of the slope anchor rod at a longitudinal distance of 60cm in a quincunx staggered manner, and no grouting hole is arranged in the range of 50cm of the exposed end of the slope anchor rod. The slope anchor rod is arranged in a vertical slope direction, and the slope anchor rod is not arranged on the slope platform 4.
Thirdly, cement mortar is injected into the slope anchor rod. And determining the grouting mixing proportion according to the field test, the grouting property and the strength of cement mortar. The grouting amount is controlled according to the total amount of the cement injected into the anchor rod of each slope. For example, the cement mortar injection amount of P.O42.5 cement for each phi 28mm and with the length of 9.0M/slope anchor M30 is 300 kg; P.O42.5 cement is injected into cement mortar of each anchor rod M30 with the diameter of 25mm and the length of 6.0M per slope surface by 200 kg; the P.O42.5 cement injection amount of cement mortar for each phi 25mm slope anchor rod M30 with the length of 4.5M/slope surface is 150 kg.
In order to achieve the effect that the grout can fully wrap the slope anchor rod after grouting and play a certain consolidation and reinforcement effect on the broken surrounding rocks around the slope anchor rod and enable the slope anchor rod to achieve the maximum anchoring efficiency, the grouting method is timely adjusted according to the actual engineering geological conditions and the size of the grout consumption. In places with large grout consumption, thick grout and intermittent graded grouting or thick grout accelerating coagulant intermittent graded grouting are adopted; in the place with small slurry-feeding quantity, the grouting pressure can be raised or partial slurry can be distributed to the broken part of the surrounding rock according to the requirement. That is, the place with good surrounding rock is less grouted, and the place with poor surrounding rock is more grouted.
And fourthly, combining the inner side ditch at the bottom of the side slope and the slope position of the side slope collapsed at the top of the side ditch, cleaning the smooth slope, pasting the slope construction facing wall, and embedding the exposed end part of the slope anchor rod into the facing wall. For example, C30 concrete facing wall with the height of 5-8 m is constructed. The bottom of the facing wall is provided with a side ditch, the side ditch can also be a joint of a C30 concrete facing wall and the top of the side ditch and designed into a whole, namely the side ditch is a part of the foundation of the facing wall and is a construction unit according to the length of 5m, and the side ditch and the facing wall are poured together. The side ditch and the facing wall do not leave a horizontal construction joint, and the vertical construction joint is provided with longitudinal connecting steel bars according to the mode of a concrete construction joint. And a longitudinal connecting rib is arranged at the joint of the construction joint below the side ditch top, and a rubber waterstop is arranged for water prevention.
Fifth, regarding the slope ratio: according to the landslide condition of the landslide side slope and the design slope of the treated side slope, compared with the loose accumulation body on the surface layer of the landslide side slope, the slope is cut appropriately, the local decoration is carried out, the large surface is smooth, and the side slope does not need to be excavated in large quantity. For example, the slope ratio shown in fig. 2 is selected.
Claims (10)
1. The treatment method for the slip collapse of the broken discrete high slope on the surface layer of the deep layer strong dumping deformation body is characterized by comprising the following steps of: the method comprises the following steps:
s1, filling slag and back-pressing a slope toe: in the collapse range and the bottoms of the collapse side slopes at the two sides along the line direction, the slag filling is utilized to reversely press the slope toe of the side slope;
s2, setting temporary monitoring points for slope deformation: setting a deformation observation point at the top of the side slope outside the landslide side slope opening line (1) as a temporary monitoring point in the construction process;
s3, constructing a side slope construction sidewalk: constructing a construction sidewalk to a landslide side slope top by utilizing the slag filling of the back pressure slope toe, a relatively gentle area of a non-landslide section and a relatively good side slope geological condition;
s4, locking: arranging a self-advancing hollow grouting locking anchor rod (2) outside a bevel line (1) to be cut, connecting transverse steel bars and longitudinal steel bars between exposed ends of the locking anchor rod (2), laying a layer of steel mesh after removing surface vegetation on a natural slope outside the bevel line (1), and spraying concrete to seal the slope;
s5, cutting slope and reducing load, and eliminating dangerous source at top of slope
Carrying out slope cutting and load reduction on the slope cutting range according to the slope engineering geological condition, the slope collapse condition, the slope stability condition and the influence range of the slope top pulling crack body, and removing the slope top hazard source;
s6, carrying out slope support: according to the design position of the landslide, excavating and supporting in layers from top to bottom, and excavating and supporting the upper layer and then excavating and supporting the lower layer; during supporting, firstly constructing a slope anchor rod on the slope, then installing a slope water drainage hole, then pasting slope primary spraying concrete, constructing a slope reinforcing mesh and reinforcing ribs on the slope of the primary spraying concrete, connecting the reinforcing ribs with the exposed end of the slope anchor rod, and finally spraying concrete again to the designed slope spraying concrete thickness.
2. The method for treating high slope slump of deep strong dumping deformation body surface fragmentation body as claimed in claim 1, wherein: in the step S1, in the slumping range and the bottom of the slumping slope with the longitudinal extension of not less than 5m at the two sides along the line direction, the slag bodies are utilized to quickly back press the slope toe of the slope, and the back pressure height is 2-10 m; the outer side slope ratio of the back pressure slag body is not steeper than 1:1, and the inner side of the back pressure slag body is tightly attached to a landslide slope.
3. The method for treating high slope slump of deep strong dumping deformation body surface fragmentation body as claimed in claim 1, wherein: in step S2, three deformation observation points are arranged on the left, the middle and the right of a slope top within the range of 5-10 m horizontally outside a landslide slope opening line (1), and deformation observation prism lenses are respectively installed at each deformation observation point.
4. The method for treating high slope slump of deep strong dumping deformation body surface fragmentation body as claimed in claim 1, wherein: in step S3, the way of building the side slope construction sidewalk is as follows: the excavator cuts dangerous rock masses on the surface of a landslide surface while filling or partially utilizing a reinforced gabion to assist in blocking and protecting, and a temporary construction access is formed.
5. The method for treating high slope slump of deep strong dumping deformation body surface fragmentation body as claimed in claim 1, wherein: in the step S4, two rows of phi 25mm self-advancing hollow grouting locking anchor rods (2) are horizontally arranged within the range of 1-2 m outside a notch line (1) to be cut, the distance between every two rows of phi 25mm self-advancing hollow grouting locking anchor rods (2) is 2m, the length of each locking anchor rod (2) is 6m, the locking anchor rods (2) are exposed by 10cm, and transverse reinforcing steel bars and longitudinal reinforcing steel bars are phi 16mm threaded reinforcing steel bars and are welded or bound and connected with the locking anchor rods (2); in the range of 3m width of the natural slope outside the bevel line (1), a layer of reinforcing mesh with the grid spacing of 20cm and the grid spacing of 6mm is laid after surface vegetation is removed, the reinforcing mesh is laid at the lower part of the threaded reinforcing steel with the diameter of 16mm, C20 concrete is sprayed to seal the slope, the thickness of the sprayed concrete is 15cm, and the transverse reinforcing steel, the longitudinal reinforcing steel, the reinforcing mesh and the locking anchor rod (2) are wrapped by the concrete.
6. The method for treating high slope slump of deep strong dumping deformation body surface fragmentation body as claimed in claim 1, wherein: in the step S5, the slope cutting range is 5-15 m away from the horizontal direction of the top of the landslide side slope, a side slope platform (4) is arranged according to the height of the side slope of 8-15 m, the width of the side slope platform (4) is 2-4 m, and the side slope platform (4) is also used as a construction operation platform.
7. The method for treating high slope slide collapse of disintegrated dispersion on surface layer of deep strong dumping deformable body as claimed in any one of claims 1 to 6, characterized by comprising the following steps: after the step S5, performing a step S5-1 of constructing a slope top intercepting ditch: constructing a slope top intercepting ditch outside a slope opening line (1) of the slope after slope cutting, and draining mountain water at the rear edge of the slope out of the range of the slope.
8. The method for treating high slope slide collapse of disintegrated dispersion on surface layer of deep strong dumping deformable body as claimed in claim 7, characterized in that: after the step S5-1, performing a step S5-2 to construct a slope top passive protective net: and a passive protective net is arranged between the side slope crest intercepting drain and the slope opening line (1) according to the growth condition of the mountain rock cracks at the rear edge.
9. The method for treating high slope slide collapse of disintegrated dispersion on surface layer of deep strong dumping deformable body as claimed in any one of claims 1 to 6, characterized by comprising the following steps: in step S6, a facing wall is arranged on the outer side of the slope, the exposed end of the slope anchor rod is embedded into the facing wall, and a side ditch is arranged at the bottom of the facing wall.
10. The method for treating high slope slide collapse of disintegrated dispersion on surface layer of deep strong dumping deformable body as claimed in claim 9, characterized in that: in step S6, the slope support parameters are: firstly, hanging slope steel bar meshes on the whole slope surface of a side slope platform (4) and spraying concrete for supporting; arranging self-advancing hollow grouting slope anchor rods on the slope surface in a length staggered arrangement mode, wherein the slope surface anchor rods are arranged in a direction perpendicular to the slope surface, the side walls of the slope surface anchor rods are provided with grouting holes, the exposed ends of the slope surface anchor rods are not provided with the grouting holes, reinforcing steel ribs are arranged between the slope surface anchor rods, and the reinforcing steel ribs are arranged at the exposed ends of the slope surface anchor rods and are welded or bound with the slope surface anchor rods; thirdly, pouring M30 cement mortar into the slope anchor rod; fourthly, cleaning the slope surface, and constructing a C30 concrete facing wall by sticking the slope, wherein the facing wall and the top of the side ditch are integrated.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010745330.9A CN111827313A (en) | 2020-07-29 | 2020-07-29 | Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010745330.9A CN111827313A (en) | 2020-07-29 | 2020-07-29 | Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111827313A true CN111827313A (en) | 2020-10-27 |
Family
ID=72920333
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010745330.9A Pending CN111827313A (en) | 2020-07-29 | 2020-07-29 | Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111827313A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112681045A (en) * | 2020-12-22 | 2021-04-20 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN113216220A (en) * | 2021-05-08 | 2021-08-06 | 长沙理工大学 | Slope-releasing spray anchor net structure for loose slope body |
| CN113624153A (en) * | 2021-07-30 | 2021-11-09 | 中国电建集团西北勘测设计研究院有限公司 | Large rock slope surface deformation monitoring method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102979103A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Step type excavating method for large unloading loose rocky side slope |
| KR20130067104A (en) * | 2011-12-13 | 2013-06-21 | 주식회사고려이엔시 | The ground reinforcement method |
| CN106368224A (en) * | 2016-10-14 | 2017-02-01 | 江苏建筑职业技术学院 | Graded slope reinforcing reverse construction method for high slope under complicated geology |
| CN106498954A (en) * | 2016-11-23 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | High steep soil deformation slope retaining structure |
| CN108914954A (en) * | 2018-08-22 | 2018-11-30 | 中国电建集团成都勘测设计研究院有限公司 | Slope support method of the pre support in conjunction with permanent support |
-
2020
- 2020-07-29 CN CN202010745330.9A patent/CN111827313A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20130067104A (en) * | 2011-12-13 | 2013-06-21 | 주식회사고려이엔시 | The ground reinforcement method |
| CN102979103A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Step type excavating method for large unloading loose rocky side slope |
| CN106368224A (en) * | 2016-10-14 | 2017-02-01 | 江苏建筑职业技术学院 | Graded slope reinforcing reverse construction method for high slope under complicated geology |
| CN106498954A (en) * | 2016-11-23 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | High steep soil deformation slope retaining structure |
| CN108914954A (en) * | 2018-08-22 | 2018-11-30 | 中国电建集团成都勘测设计研究院有限公司 | Slope support method of the pre support in conjunction with permanent support |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112681045A (en) * | 2020-12-22 | 2021-04-20 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN112681045B (en) * | 2020-12-22 | 2022-06-07 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN113216220A (en) * | 2021-05-08 | 2021-08-06 | 长沙理工大学 | Slope-releasing spray anchor net structure for loose slope body |
| CN113624153A (en) * | 2021-07-30 | 2021-11-09 | 中国电建集团西北勘测设计研究院有限公司 | Large rock slope surface deformation monitoring method |
| CN113624153B (en) * | 2021-07-30 | 2024-07-05 | 中国电建集团西北勘测设计研究院有限公司 | Large-scale rock slope surface deformation monitoring method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111827313A (en) | Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body | |
| CN205999903U (en) | Environment-friendly type grass planting Concrete Highway protective slope structure | |
| CN111364486B (en) | Remediation and reinforcement device and method for emergency rescue of slide-resistant pile side slope | |
| CN110374111A (en) | A kind of slope cooperates with support system with steel pipe piled anchor | |
| CN109208619B (en) | Treatment method suitable for subgrade slope collapse | |
| CN212077981U (en) | Combined slope supporting structure | |
| CN111485902B (en) | Tunnel construction method for side-span non-filling type deep and large karst cave section | |
| CN110397050A (en) | A kind of light-duty draining barricade of novel beam anchor formula and its construction method | |
| CN109826212B (en) | Composite structure for repairing high-fill embankment collapse and construction method | |
| CN114086991A (en) | Supporting method for extremely-broken oversized-section roadway with high-altitude frozen soil layer | |
| CN107090804B (en) | A kind of flexible net debris flow dam and its construction method | |
| CN110805049B (en) | Construction method of mountain slope ultra-thickness spray anchor permanent supporting structure | |
| CN209722993U (en) | A kind of embankment side slope framework parts La Tuoding anchor slab supporting construction a little | |
| CN112681347A (en) | Combined supporting structure for treating dangerous rock mass and construction method thereof | |
| CN216999114U (en) | Road is reformed transform and is expanded high fill road bed widening section mosaic structure | |
| CN114059566B (en) | Soft rock slope semi-rigid supporting and retaining structure and construction method thereof | |
| CN215290317U (en) | Existing retaining wall reinforced structure | |
| CN212225231U (en) | Protective structure for bias tunnel portal | |
| KR102218755B1 (en) | Construction and Repair Method of Reinforced Earth Retaining Wall | |
| CN112962634A (en) | External retaining reinforcing structure for deformed highway on upper part of landslide body and construction method | |
| CN114411774A (en) | Pile anchor wall reinforcing method for repairing mine maintenance road | |
| CN220978059U (en) | Ultra-deep shaft supporting structure for high-steep rock slope terrain | |
| CN112709230B (en) | Method for dismantling roadbed slope prestressed anchor cable frame beam | |
| CN114232652B (en) | Protective structure for strongly weathered mudstone deep cutting slope and construction method | |
| CN110258625A (en) | A kind of construction method of filled-up ground retaining wall |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20201027 |
|
| RJ01 | Rejection of invention patent application after publication |