CN113216216A - Active reinforcing method for built-in anti-slide pile suitable for unstable slope - Google Patents
Active reinforcing method for built-in anti-slide pile suitable for unstable slope Download PDFInfo
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Abstract
The invention relates to an active reinforcing method for a built-in slide-resistant pile suitable for an unstable slope, and belongs to the technical field of geotechnical engineering. The method comprises the steps of performing primary judgment of active reinforcement on the unstable slope; establishing a model of a slope active reinforcement scheme; secondary judgment of active reinforcement is adopted for the side slope; and designing an active reinforcing scheme of the anti-slide pile arranged in the slope. The invention considers the change of the physical and mechanical parameters of the rock soil before and after the engineering excavation, adopts the built-in anti-slide pile to actively reinforce the side slope before the excavation, fully utilizes the strength of the initial state of the rock soil, and avoids the rock soil strength from being greatly reduced due to the deformation and softening of the slope body after the excavation.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to an active reinforcing method for a built-in slide-resistant pile suitable for a broken slope body high-thrust unstable slope, which is suitable for various parts which are easy to cause landslide due to engineering disturbance, such as soft rock and loose accumulation body type slopes.
Background
Landslide geological disasters are common problems in highway engineering construction. On the basis of the design of the highway in the earlier investigation, the geotechnical characteristics of the highway need to be fully known in the research stage, and the potential landslide and the influence on the engineering are qualitatively researched. During construction work is carried out strictly according to the specifications and related standards, and simultaneously, the design and guidance are carried out by the experienced geotechnical engineers, so that the problems such as landslide can be avoided. In later operation, the potential landslide can be prevented and controlled under normal conditions. Generally, from the engineering construction exploitable stage, the construction process and the later operation stage, the landslide problem in the road construction can be discovered and avoided as long as the preliminary investigation is complete and precise. However, one reason for analyzing the endless problems in engineering construction is that the construction and construction units are seriously lack of experienced geotechnical engineers, and the construction process is not operated according to the strict specifications, or the consequences possibly generated by blind construction and operation are not recognized enough. Due to the existence of various adverse factors, new problems are always generated on the highway side slope along with the development of the construction process, particularly, the soft rock and loose body side slope is easy to cause landslide due to engineering disturbance, and the continuous investment of manpower, material resources and cost is needed for regulation, so that constructors are quite passive in the face of the landslide problem, and meanwhile, a plurality of hidden dangers are buried for the later-stage operation management of the highway.
From the possibility of landslide, the slope mainly comprising soft rock and loose bodies under natural conditions is very low in self-strength, joint cracks develop, and the landslide is very easy to generate under the condition of rainwater softening. In terms of the engineering disposal mode of landslide, a road slope generally adopts a graded and segmented slope cutting mode, and engineering reinforcement treatment measures are adopted after all slope cutting is finished. However, for the side slopes with potential landslide risks, such as soft rocks and loose accumulation bodies, the treatment method is that the upper side slope generates a deformation instability sign when the lower side slope is cut, after grading and subsection slope cutting are completed completely, the strength of rock and soil mass of the upper cut slope rock mass is greatly reduced in the continuous deformation process, the reinforcement treatment cannot achieve the expected effect, the local deformation instability range on the side slope is continuously expanded along with the passage of time, and finally the landslide causes the reinforced measures to be destroyed, and the method belongs to a typical passive treatment method. The conventional method for treating the side slope of the highway wastes the engineering reinforcement measures which are already constructed, cannot prevent the potential sliding surface of the side slope from weakening in time, so that the sliding range of the side slope is continuously expanded, and simultaneously delays the engineering progress.
From the landslide of soft rock and loose body slopes, when deformation cracks are generated at the front edge of the slope, the slope body at the rear edge of the slope is gradually deformed and the strength of the slope body is reduced, and then the slope gradually develops upwards and backwards, so that a local slope with a smaller starting range is changed into a slope with a range expanded by a plurality of times or even a plurality of times, which is a typical characteristic of traction sliding. The highway side slope adopts a conventional method of treating after graded and segmented slope cutting, on one hand, the state of the original natural slope is changed, so that a local slope body becomes steep after slope cutting, the original natural slope body at the upper part of the cut slope is deformed, joint cracks in the slope body are deformed and expanded continuously, and the strength of the slope body is gradually reduced along with the accumulation of time; on the other hand, the slope cutting may cause the potential sliding surface to be empty or cause the strength of the potential sliding surface of the slope to be reduced, and even if the strength of the slope body is not changed, the stability of the slope cutting surface is reduced and the slope controlled by the potential sliding surface may be generated. Moreover, the crack of the slope body caused by slope cutting is expanded, so that rainwater is easier to seep down along the crack under the condition of heavy rainfall, and the potential sliding surface is easy to soften under the action of multiple dry-wet alternation, thereby causing the risk of landslide. Finally, when the graded and segmented slope cutting is carried out, the graded and segmented slope cutting is generally carried out from bottom to top, but when the slope cutting is carried out below a slope body, the slope body at the upper slope cutting part is deformed and destabilized, which is caused by the fact that engineering treatment measures are seriously lagged behind the instability and deformation process of the slope body.
Therefore, in view of the existing method, the method of firstly cutting the slope and then treating the slope is unreasonable, unscientific and uneconomical for preventing and treating the slope of soft rock and loose body type slope. How to effectively solve the problem, especially for the problem of expanding many problems which should not appear and have controllable range, is a geotechnical engineering problem which always runs through the whole life cycle of the road. From the treatment means, various treatment and reinforcement methods of geotechnical engineering are diversified at present, but from the selection of the treatment time of geotechnical problems, the cut slope is not suitable for the slope body after being treated before. The soft rock and loose slope in nature has own stability, and the landslide instability is caused by disturbance of the balance of natural substances in engineering slope cutting construction. The side landslide problems need to be solved by introducing a new method, namely an active reinforcement design concept, if active intervention can be immediately carried out before or after the engineering side slope is cut, the generation of the landslide problems can be prevented in advance or the landslide problems can be in a controllable state undoubtedly. Aiming at the problem of slope landslide in road construction, the following active reinforcement design method is specially provided through deep research on an idea based on active reinforcement design. The method can be used for guiding various relevant departments of road construction to carry out work related to the road slope on the basis of the existing characteristics of the road slope.
Through Chinese patent web and related thesis website retrieval, no patent of a slope active reinforcement method for reinforcing a slope by adopting a built-in anti-slide pile exists at present. The reinforcement design of the potential unstable slope is passive reinforcement after the slope is excavated generally, the initial strength of rock soil is not fully mobilized, the optimal time for slope reinforcement is lost, and then the deformation caused by unloading along with the slope excavation continues to develop, so that the strength of the rock soil is reduced, the passive reinforcement engineering quantity is greatly increased, and the risk of causing the slope instability exists. Therefore, it is particularly urgent to establish a fast, simple and accurate design method for active slope reinforcement.
Disclosure of Invention
The invention aims to solve the defects of the prior art, provides an active reinforcing method of a built-in anti-slide pile suitable for an unstable slope aiming at the current situation that the reinforcing treatment measure of the current potentially unstable slope lags behind the potential instability risk caused by deformation after slope excavation and strength reduction, can effectively solve the slope instability problem caused by passive reinforcement of the slope after excavation, well improves the current situations that the design method of the slope problem is single and the engineering measure is conservative, practically improves the level of slope problem treatment in engineering practice, and can greatly reduce the engineering treatment cost.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a built-in anti-slide pile active reinforcing method suitable for an unstable slope comprises the following steps:
step (1), performing primary judgment on active reinforcement on an unstable slope: the method comprises the steps of (1) detecting a possible potential sliding surface before slope construction, sampling rock masses aiming at the potential sliding surface, and then obtaining physical and mechanical parameters of rock and soil according to GB/T50123 and 2019 geotechnical test method Standard; the rock-soil physical mechanical parameters comprise initial state rock-soil physical mechanical parameters and physical mechanical parameters after the rock-soil is remolded or deformed and softened; if the cohesive force or the internal friction angle after the remolding or deformation softening of the rock soil is more than 20% lower than the initial state of the rock soil, entering the step (2), otherwise, not needing to carry out active reinforcement;
step (2), establishing a model of a slope active reinforcement scheme: combining the actual topography and landform of the engineering, carrying out numerical modeling according to the slope cutting requirements and conditions of engineering construction and parameters obtained by a rock-soil sampling test, and establishing a two-dimensional slope geological generalized model;
and (3) judging the slope by adopting active reinforcement for the second time: calculating the excavated side slope by a limit balance method based on the model in the step (2) in combination with engineering boundary conditions by adopting the physical and mechanical parameters after the rock soil is remolded or deformed and softened to obtain a safety coefficient F after the side slope construction is excavated1If F is1If the thickness is less than or equal to 1, entering the step (4) and needing active reinforcement; if F1>1, active reinforcement is not needed;
step (4), designing an active reinforcing scheme of the anti-slide pile arranged in the side slope: designing an active reinforcing scheme of the slide-resistant piles arranged in the side slope according to the two-dimensional side slope geological generalized model established in the step (2);
the active reinforcing scheme of the anti-slide pile arranged in the side slope is as follows: arranging built-in anti-slide piles at the slope corners of the excavated slopes, constructing the semi-excavated arched retaining wall on the slope surface, anchoring the anti-slide piles to a stable stratum below a sliding surface by penetrating through the potential sliding surface of the slopes, and reserving anchoring lengths according to the requirements of GB 50330 plus 2013 building slope engineering technical Specification;
the specific design parameters of the active reinforcing scheme of the anti-slide piles arranged in the side slope comprise downward sliding force on a potential sliding surface of the side slope, the size of a semi-arch retaining wall, design anchoring force, the size of the cross section of each slide pile, the length of each anti-slide pile embedded in a stable stratum, an arrangement form and the distance between the anti-slide piles;
step (5), determining a safety factor after reinforcement design: based on the two-dimensional slope geological generalized model established in the step (2), calculating the actively reinforced slope by using the geotechnical physical and mechanical parameters in the initial state and the design parameters determined in the step (4) through a limit balance method to obtain a safety coefficient F after reinforcement2；
Step (6), checking the safety coefficient: if the safety factor F2The construction stability standard of GB 50330-2013 building slope engineering technical Specification is met, and the active reinforcing scheme and design parameters of the slope built-in slide-resistant pile determined in the step (4) are indicated to be effective; if the safety factor F2And (5) if the engineering stability standard is not met, adjusting the specific design parameters of the active reinforcing scheme of the anti-slide pile arranged in the slope, and repeating the steps (4) and (5) until the engineering stability requirement is met.
Further, in the step (1), preferably, the rock-soil physical mechanical parameters include rock-soil cohesion, internal friction angle, tensile strength, elastic modulus, and poisson's ratio.
Further, in the step (2), preferably, the geometric modeling is performed by using FLAC 3D-specific analysis software in a point-line-plane bottom-up manner.
Further, preferably, in modeling, on a two-dimensional slope geological generalized model considering boundary conditions, the physical and mechanical parameters after deformation and softening of rock and soil are adopted, and the model input parameters comprise cohesive force, internal friction angle, tensile strength, elastic modulus and Poisson ratio; and during modeling, selecting a Mohr-Coulomb criterion as a rock-soil failure criterion.
Further, it is preferable that, in the step (3), the boundary condition includes: and applying gravity parameters on the two-dimensional slope geological generalized model.
Further, preferably, in the step (4), the arch-shaped walls are arranged in a continuous or interval distribution mode, the first-stage built-in anti-slide piles are connected with the arch-shaped walls and connected with the second-stage built-in anti-slide piles through connecting beams;
the specific design parameters of the reinforcing scheme of the built-in slide-resistant piles comprise downward sliding force on a potential sliding surface, the size of a semi-arch retaining wall, design anchoring force, the size of the section of each slide pile, the length of each slide-resistant pile embedded in a stable stratum, the arrangement form and the distance between the slide-resistant piles.
Further, preferably, in the step (4), the burial depth of the arched retaining wall is determined according to the distance and slope ratio between the first-stage built-in slide-resistant piles and the second-stage built-in slide-resistant piles, the burial depth is designed to be R/(2tan alpha), R is the distance between the built-in slide-resistant piles on the side slope, and is also the radius of the arch wall; alpha is the slope inclination.
The depth is R/(2tan alpha), R is the pile distance of the anti-slide pile arranged in the side slope and is also the radius of the arch wall; alpha is the slope inclination.
In the invention, when the calculation is carried out in the step (3) by the limit balance method, the limit balance method of aged sunshine, bright light, small bright steel and slope stability three-dimensional analysis can be referred to [ J ] geotechnical engineering report, 2001(05):525 and 529.
The slope body is broken, the piles are easy to extrude, and a natural stable arch is not easy to form; the gliding force is large, effective anti-sliding reinforcement can be formed by a plurality of rows of piles, and under the condition, the combined reinforcement measure provided by the invention can form effective reinforcement of the arched retaining wall combined built-in anti-sliding pile system.
The method integrates various means such as on-site investigation, indoor experiments, numerical analysis and the like, considers the change of the physical and mechanical parameters of the rock and soil before and after engineering excavation, and is a novel active reinforcement design method for the potential unstable slope. According to the method, basic geometric forms, initial states, deformed and softened rock-soil physical mechanical parameters and the like of the side slope are obtained through field investigation and indoor experiments, the safety coefficients of the side slope in different states are calculated through a limit balance method, and active reinforcement is carried out by adopting the built-in slide-resistant piles immediately after the side slope is excavated, so that the stability of the side slope after excavation meets engineering requirements.
The anchoring length, namely the length of the anti-slide pile embedded into the stable stratum, of the invention is required to meet the requirement of designing the anchoring force.
The invention establishes a quick and simple design method for slope reinforcement and evaluation, and compared with the prior art, the method has the advantages that:
1) aiming at unstable slopes of broken soft rocks, a conventional treatment method is to excavate from top to bottom in stages, and due to the fact that reinforcement measures are lagged, slope deformation and strength reduction are easy to cause after excavation; according to the method, the slope is actively reinforced by the aid of the built-in anti-slide piles before the slope is excavated in a grading manner, the strength of the rock soil in the initial state is fully utilized, and the rock soil strength is prevented from being greatly reduced due to deformation and softening of a slope body after excavation; then, carrying out graded excavation on the side slope, and reinforcing the slope body by using an anchor cable frame method;
2) the original anti-sliding force of the side slope is fully utilized, the design reinforcing force is reduced, and the engineering reinforcing cost is reduced;
3) the built-in pile structure can be utilized at the slope angle part, and the highway pavement is constructed after the backfill is carried out on the backfill region layer by layer according to the design requirement;
4) the increase of treatment difficulty caused by the expansion of the sliding range is avoided;
5) effectively protect the vegetation resources in the mountainous area from being damaged.
The results of comparing the prior passive mode engineering treatment technique with the active engineering treatment technique of the present invention are shown in table 1.
TABLE 1 comparison of passive treatment with the inventive active reinforcement method
Drawings
FIG. 1 is a flow chart of the method for actively reinforcing a built-in anti-slide pile suitable for an unstable slope according to the present invention;
FIG. 2 is a sectional view of a built-in slide-resistant pile structure;
FIG. 3 is a top view of a multi-arch structure with anti-slide piles arranged in a side slope;
FIG. 4 is a perspective view of a slope in an exemplary application;
FIG. 5 is a schematic view of model plane calculations;
fig. 6 is a side slope reinforcement diagram in an application example.
Detailed Description
The present invention will be described in further detail with reference to examples.
It will be appreciated by those skilled in the art that the following examples are illustrative of the invention only and should not be taken as limiting the scope of the invention. The examples do not specify particular techniques or conditions, and are performed according to the techniques or conditions described in the literature in the art or according to the product specifications. The materials or equipment used are not indicated by manufacturers, and all are conventional products available by purchase.
Example 1
A built-in anti-slide pile active reinforcing method suitable for an unstable slope comprises the following steps:
step (1), performing primary judgment on active reinforcement on an unstable slope: the method comprises the steps of (1) detecting a possible potential sliding surface before slope construction, sampling rock masses aiming at the potential sliding surface, and then obtaining physical and mechanical parameters of rock and soil according to GB/T50123 and 2019 geotechnical test method Standard; the rock-soil physical mechanical parameters comprise initial state rock-soil physical mechanical parameters and physical mechanical parameters after the rock-soil is remolded or deformed and softened; if the cohesive force or the internal friction angle after the remolding or deformation softening of the rock soil is more than 20% lower than the initial state of the rock soil, entering the step (2), otherwise, not needing to carry out active reinforcement;
step (2), establishing a model of a slope active reinforcement scheme: combining the actual topography and landform of the engineering, carrying out numerical modeling according to the slope cutting requirements and conditions of engineering construction and parameters obtained by a rock-soil sampling test, and establishing a two-dimensional slope geological generalized model;
and (3) judging the slope by adopting active reinforcement for the second time: calculating the excavated side slope by a limit balance method based on the model in the step (2) in combination with engineering boundary conditions by adopting the physical and mechanical parameters after the rock soil is remolded or deformed and softened to obtain a safety coefficient F after the side slope construction is excavated1If F is1If the thickness is less than or equal to 1, entering the step (4) and needing active reinforcement; if F1>1, active reinforcement is not needed;
step (4), designing an active reinforcing scheme of the anti-slide pile arranged in the side slope: designing an active reinforcing scheme of the slide-resistant piles arranged in the side slope according to the two-dimensional side slope geological generalized model established in the step (2);
the active reinforcing scheme of the anti-slide pile arranged in the side slope is as follows: arranging built-in anti-slide piles at the slope corners of the excavated slopes, constructing the semi-excavated arched retaining wall on the slope surface, anchoring the anti-slide piles to a stable stratum below a sliding surface by penetrating through the potential sliding surface of the slopes, and reserving anchoring lengths according to the requirements of GB 50330 plus 2013 building slope engineering technical Specification;
the specific design parameters of the active reinforcing scheme of the anti-slide piles arranged in the side slope comprise downward sliding force on a potential sliding surface of the side slope, the size of a semi-arch retaining wall, design anchoring force, the size of the cross section of each slide pile, the length of each anti-slide pile embedded in a stable stratum, an arrangement form and the distance between the anti-slide piles;
step (5), determining a safety factor after reinforcement design: based on the two-dimensional slope geological generalized model established in the step (2), calculating the actively reinforced slope by using the geotechnical physical and mechanical parameters in the initial state and the design parameters determined in the step (4) through a limit balance method to obtain a safety coefficient F after reinforcement2Step (6), checking the safety coefficient: if the safety factor F2The construction stability standard of GB 50330-2013 building slope engineering technical Specification is met, and the active reinforcing scheme and design parameters of the slope built-in slide-resistant pile determined in the step (4) are indicated to be effective; if the safety factor F2And (5) if the engineering stability standard is not met, adjusting the specific design parameters of the active reinforcing scheme of the anti-slide pile arranged in the slope, and repeating the steps (4) and (5) until the engineering stability requirement is met.
Example 2
A built-in anti-slide pile active reinforcing method suitable for an unstable slope comprises the following steps:
step (1), performing primary judgment on active reinforcement on an unstable slope: the method comprises the steps of (1) detecting a possible potential sliding surface before slope construction, sampling rock masses aiming at the potential sliding surface, and then obtaining physical and mechanical parameters of rock and soil according to GB/T50123 and 2019 geotechnical test method Standard; the rock-soil physical mechanical parameters comprise initial state rock-soil physical mechanical parameters and physical mechanical parameters after the rock-soil is remolded or deformed and softened; if the cohesive force or the internal friction angle after the remolding or deformation softening of the rock soil is more than 20% lower than the initial state of the rock soil, entering the step (2), otherwise, not needing to carry out active reinforcement;
step (2), establishing a model of a slope active reinforcement scheme: combining the actual topography and landform of the engineering, carrying out numerical modeling according to the slope cutting requirements and conditions of engineering construction and parameters obtained by a rock-soil sampling test, and establishing a two-dimensional slope geological generalized model;
and (3) judging the slope by adopting active reinforcement for the second time: calculating the excavated side slope by a limit balance method based on the model in the step (2) in combination with engineering boundary conditions by adopting the physical and mechanical parameters after the rock soil is remolded or deformed and softened to obtain a safety coefficient F after the side slope construction is excavated1If F is1If the thickness is less than or equal to 1, entering the step (4) and needing active reinforcement; if F1>1, active reinforcement is not needed;
step (4), designing an active reinforcing scheme of the anti-slide pile arranged in the side slope: designing an active reinforcing scheme of the slide-resistant piles arranged in the side slope according to the two-dimensional side slope geological generalized model established in the step (2);
the active reinforcing scheme of the anti-slide pile arranged in the side slope is as follows: arranging built-in anti-slide piles at the slope corners of the excavated slopes, constructing the semi-excavated arched retaining wall on the slope surface, anchoring the anti-slide piles to a stable stratum below a sliding surface by penetrating through the potential sliding surface of the slopes, and reserving anchoring lengths according to the requirements of GB 50330 plus 2013 building slope engineering technical Specification;
the specific design parameters of the active reinforcing scheme of the anti-slide piles arranged in the side slope comprise downward sliding force on a potential sliding surface of the side slope, the size of a semi-arch retaining wall, design anchoring force, the size of the cross section of each slide pile, the length of each anti-slide pile embedded in a stable stratum, an arrangement form and the distance between the anti-slide piles;
step (5), determining a safety factor after reinforcement design: two-dimensional slope established based on step (2)And (4) calculating the actively reinforced side slope by using a limit balance method according to the design parameters determined in the step (4) by adopting the physical and mechanical parameters of the rock and soil in the initial state to obtain a safety coefficient F after reinforcement2；
Step (6), checking the safety coefficient: if the safety factor F2The construction stability standard of GB 50330-2013 building slope engineering technical Specification is met, and the active reinforcing scheme and design parameters of the slope built-in slide-resistant pile determined in the step (4) are indicated to be effective; if the safety factor F2And (5) if the engineering stability standard is not met, adjusting the specific design parameters of the active reinforcing scheme of the anti-slide pile arranged in the slope, and repeating the steps (4) and (5) until the engineering stability requirement is met.
In the step (1), the rock-soil physical mechanical parameters comprise rock-soil cohesive force, internal friction angle, tensile strength, elastic modulus and Poisson's ratio.
In the step (2), the modeling adopts a point-line-plane bottom-up mode, and the geometric modeling is carried out through special analysis software FLAC 3D.
In modeling, physical and mechanical parameters after deformation and softening of rock and soil are adopted on a two-dimensional slope geological generalized model considering boundary conditions, and model input parameters comprise cohesive force, internal friction angle, tensile strength, elastic modulus and Poisson ratio; and during modeling, selecting a Mohr-Coulomb criterion as a rock-soil failure criterion.
In the step (3), the boundary conditions include: and applying gravity parameters on the two-dimensional slope geological generalized model.
Example 3
A built-in anti-slide pile active reinforcing method suitable for an unstable slope comprises the following steps:
step (1), performing primary judgment on active reinforcement on an unstable slope: the method comprises the steps of (1) detecting a possible potential sliding surface before slope construction, sampling rock masses aiming at the potential sliding surface, and then obtaining physical and mechanical parameters of rock and soil according to GB/T50123 and 2019 geotechnical test method Standard; the rock-soil physical mechanical parameters comprise initial state rock-soil physical mechanical parameters and physical mechanical parameters after the rock-soil is remolded or deformed and softened; if the cohesive force or the internal friction angle after the remolding or deformation softening of the rock soil is more than 20% lower than the initial state of the rock soil, entering the step (2), otherwise, not needing to carry out active reinforcement;
step (2), establishing a model of a slope active reinforcement scheme: combining the actual topography and landform of the engineering, carrying out numerical modeling according to the slope cutting requirements and conditions of engineering construction and parameters obtained by a rock-soil sampling test, and establishing a two-dimensional slope geological generalized model;
and (3) judging the slope by adopting active reinforcement for the second time: calculating the excavated side slope by a limit balance method based on the model in the step (2) in combination with engineering boundary conditions by adopting the physical and mechanical parameters after the rock soil is remolded or deformed and softened to obtain a safety coefficient F after the side slope construction is excavated1If F is1If the thickness is less than or equal to 1, entering the step (4) and needing active reinforcement; if F1>1, active reinforcement is not needed;
step (4), designing an active reinforcing scheme of the anti-slide pile arranged in the side slope: designing an active reinforcing scheme of the slide-resistant piles arranged in the side slope according to the two-dimensional side slope geological generalized model established in the step (2);
the active reinforcing scheme of the anti-slide pile arranged in the side slope is as follows: arranging built-in anti-slide piles at the slope corners of the excavated slopes, constructing the semi-excavated arched retaining wall on the slope surface, anchoring the anti-slide piles to a stable stratum below a sliding surface by penetrating through the potential sliding surface of the slopes, and reserving anchoring lengths according to the requirements of GB 50330 plus 2013 building slope engineering technical Specification;
the specific design parameters of the active reinforcing scheme of the anti-slide piles arranged in the side slope comprise downward sliding force on a potential sliding surface of the side slope, the size of a semi-arch retaining wall, design anchoring force, the size of the cross section of each slide pile, the length of each anti-slide pile embedded in a stable stratum, an arrangement form and the distance between the anti-slide piles;
step (5), determining a safety factor after reinforcement design: based on the two-dimensional slope geological generalized model established in the step (2), calculating the actively reinforced slope by using the geotechnical physical and mechanical parameters in the initial state and the design parameters determined in the step (4) through a limit balance method to obtain a safety coefficient F after reinforcement2；
Step (6), checking the safety coefficient: if the safety factor F2The construction stability standard of GB 50330-2013 building slope engineering technical Specification is met, and the active reinforcing scheme and design parameters of the slope built-in slide-resistant pile determined in the step (4) are indicated to be effective; if the safety factor F2And (5) if the engineering stability standard is not met, adjusting the specific design parameters of the active reinforcing scheme of the anti-slide pile arranged in the slope, and repeating the steps (4) and (5) until the engineering stability requirement is met.
In the step (1), the rock-soil physical mechanical parameters comprise rock-soil cohesive force, internal friction angle, tensile strength, elastic modulus and Poisson's ratio.
In the step (2), the modeling adopts a point-line-plane bottom-up mode, and the geometric modeling is carried out through special analysis software FLAC 3D.
In modeling, physical and mechanical parameters after deformation and softening of rock and soil are adopted on a two-dimensional slope geological generalized model considering boundary conditions, and model input parameters comprise cohesive force, internal friction angle, tensile strength, elastic modulus and Poisson ratio; and during modeling, selecting a Mohr-Coulomb criterion as a rock-soil failure criterion.
In the step (3), the boundary conditions include: and applying gravity parameters on the two-dimensional slope geological generalized model.
In the step (4), the arrangement form of the arch walls is continuous distribution or interval distribution, the first-stage built-in anti-slide piles are connected with the arch walls and connected to the second-stage built-in anti-slide piles by the connecting beams;
the specific design parameters of the reinforcing scheme of the built-in slide-resistant piles comprise downward sliding force on a potential sliding surface, the size of a semi-arch retaining wall, design anchoring force, the size of the section of each slide pile, the length of each slide-resistant pile embedded in a stable stratum, the arrangement form and the distance between the slide-resistant piles.
In the step (4), the burial depth of the arched retaining wall is determined according to the distance and the slope ratio of the first-stage built-in anti-slide piles and the second-stage built-in anti-slide piles, the burial depth is designed to be R/(2tan alpha), R is the distance between the built-in anti-slide piles on the side slope, and is also the radius of the arched wall; alpha is the slope inclination.
Example 4
A built-in anti-slide pile active reinforcing method suitable for an unstable slope is specifically realized by the following steps:
step 1, qualitative judgment of an active reinforcement object: comprehensively considering rainfall, lithology, terrain and engineering excavation conditions, and considering active reinforcement if the strength of a slope body after deformation and softening is greatly reduced; if the side slope extends far, active reinforcement is needed once excavation easily causes upward development of the traction landslide and large-scale damage is generated; if the catchment area of the side slope is large, active reinforcement is needed; if the cutting slope is high in height and steep in slope, the slope body is greatly disturbed by slope excavation, and the unloading deformation of the excavated slope body is large, an active reinforcing means is required;
quantitative determination of lithologic conditions of the active reinforcement object: the method comprises the steps of carrying out experiments on rock and soil samples of potential sliding surfaces before side slope excavation to obtain physical mechanical parameters of the rock and soil, wherein the physical mechanical parameters specifically comprise the physical mechanical parameters of an initial state of the rock and soil and the physical mechanical parameters after deformation and softening of the rock and soil, such as rock and soil cohesive force, an internal friction angle, tensile strength, elastic modulus and Poisson ratio of the rock and soil. If the cohesive force or the internal friction angle after the deformation and softening of the rock soil is reduced by more than 20% compared with the strength of the initial state of the rock soil, entering the step 2, otherwise, not needing to carry out active reinforcement;
FIG. 4 is a perspective view of a slope in an exemplary application; after reconnaissance, aiming at the rock and soil sample of the potential sliding surface to be tested, obtaining the physical and mechanical parameters of the rock and soil, wherein the test comprises a cutting ring test, a triaxial test, a direct shear test, a Brazilian splitting test and a uniaxial compression test.
Step 2, performing geometric modeling according to landforms, engineering slope cutting requirements and conditions and geotechnical physical mechanical parameters, and establishing a two-dimensional slope geological generalized model, wherein a model plane calculation diagram is shown in FIG. 5;
the geometric modeling adopts a point-line-plane bottom-up mode and adopts geometric modeling software to carry out modeling;
the constitutive model of the rock and soil in the two-dimensional slope geological generalized model can be a Mohr-Coulomb ideal elastoplasticity model, and input parameters of the two-dimensional slope geological generalized model comprise: cohesion, internal friction angle, tensile strength, modulus of elasticity, and poisson's ratio;
step 3, setting boundary conditions of the two-dimensional slope geological generalized model;
the boundary conditions include: applying a gravity condition on the two-dimensional slope geological generalized model;
step 4, on a two-dimensional slope geological generalized model considering boundary conditions, calculating the excavated slope by adopting the physical and mechanical parameters of the rock-soil after deformation remodeling or deformation softening to obtain the safety coefficient F of the excavated slope1If F is1Less than or equal to 1, indicating that active reinforcement measures are not adopted before the side slope is excavated, inevitably destabilizing after the side slope is excavated, and adopting active reinforcement to enter the step 5; if F1>1, the slope can be kept stable after excavation, active reinforcement is not needed, and the situation is few;
step 5, designing a reinforcing scheme of the built-in slide-resistant pile: the arched wall is arranged at the slope toe of the excavated slope, the anti-slide pile is anchored at a set depth of a stable stratum below the sliding surface after penetrating through the potential sliding surface of the slope so as to resist the action of the thrust of the slope, the thrust of the landslide body is transmitted to the stable stratum below the sliding surface under the combined action of the anti-slide pile and surrounding rock soil, the thrust of the slope gliding is balanced by utilizing the anchoring action and the passive resistance of the stable stratum, the deformation of the excavated slope body can be controlled, and the great reduction of the strength of the rock soil is avoided;
the specific design parameters of the reinforcing scheme of the built-in slide-resistant piles comprise downward sliding force on a potential sliding surface, the size of a semi-arch retaining wall, design anchoring force, the size of the section of each slide pile, the length of each slide-resistant pile embedded in a stable stratum, the arrangement form and the distance between the slide-resistant piles.
The section size of the arched wall can be a preset value, the preset value can be 5m in diameter, and the diameter is 50cm thick;
the length of the slide-resistant pile is determined according to the depth of the potential sliding surface and the buried depth of the stable stratum; the length of the anti-slide pile embedded into the stable stratum meets the requirement of designed anchoring force;
the arrangement form of the slide-resistant piles can be in a matrix type distribution;
the transverse distance of the anti-slide piles is the diameter of the arch wall, the longitudinal distance is designed according to the bending moment formed by the anti-slide force on the piles, and the arch radius R can be obtained through preliminary trial calculation.
Step 6, on the two-dimensional slope geological generalized model added with the boundary conditions, adopting physical and mechanical parameters of the rock-soil initial state and adopting the specific design parameters of the built-in slide-resistant pile reinforcement scheme determined in the step 5 to carry out active reinforcement; the slope after active reinforcement is subjected to numerical calculation through a limit balance method, and the slope after active reinforcement is calculated through the limit balance method to obtain the safety coefficient F of the slope after excavation2；
Step 7, if the safety factor F2The preset engineering stability requirement is met, and the concrete design parameters of the reinforcing scheme of the built-in slide-resistant pile determined in the step 5 are shown to be effective; if the safety factor F2And if the engineering stability is not met, repeating the steps 5 and 6, and adjusting the specific design parameters of the reinforcing scheme of the built-in slide-resistant pile until the engineering stability requirement is met.
Step 8, active reinforcement: after the side slope is excavated, the active reinforcing construction is carried out by adopting the reinforcing scheme of the built-in slide-resistant pile, which is a precaution stage; if the side slope is excavated and small-scale damage occurs, actively reinforcing the side slope again by adopting a built-in anti-slide pile reinforcing scheme, namely a remediation stage, wherein the physical and mechanical parameters of rock and soil are reduced, and repeating the steps 1-8 aiming at the side slope after small-scale damage to remedially reinforce the side slope; if the side slope is excavated and large-scale damage occurs, the original reinforcement measures are invalid, the side slope reinforcement is difficult to achieve, and the reinforcement engineering cost is greatly increased, which should be avoided to the utmost extent.
Application example 1
As shown in figure 4, the highway mileage K59+ 650-K57 +550 section slope strongly weathered mudstone, mauve with ash and green, mainly comprises clay minerals, sand-clay structure, lamellar structure, soft rock quality, joint crack development, rock mass breakage, easy softening in water, easy cracking in water loss, and the core of the rock is in a chip shape or a crushed stone-soil shape. After the slope is excavated, the built-in anti-slide piles are adopted for reinforcement and protection, as shown in figure 6.
Step 1, qualitative judgment of an active reinforcement object: the rainfall, the lithology, the topography and the engineering excavation condition are comprehensively considered, in the example, the strongly weathered mudstone of the side slope is thick, the joint development is realized, the rock mass is broken, the catchment area is large, the mudstone is easy to soften when meeting water, and the stability after excavation is difficult to guarantee according to the lithology condition, the topography and landform condition and the rock mass analog parameter empirical value. Along with the time development, the slope body deformation gradually develops, and the strength of the slope body weakens. In addition, the adverse effect of rainwater infiltration is also aggravated due to cracks generated by deformation of the residual slope layer, the rainwater infiltration softens the slope body, the strength of the residual slope layer is further reduced, and the sliding range is further expanded. Along with the development of the deformation of the front part of the side slope, the rear part is empty, the side slope presents an obvious traction characteristic, if reinforcement measures are not taken in time, the sliding range is gradually enlarged, the reinforcement and treatment cost is increased, and the engineering progress is influenced, so that the design of actively reinforcing the side slope by adopting the built-in anti-slide piles is adopted.
The method is characterized in that the experiment is carried out on the rock-soil sample of the potential sliding surface to obtain the physical and mechanical parameters of the rock-soil, wherein the experiment comprises a cutting ring experiment, a triaxial experiment (internal friction angle and cohesive force under different drainage conditions) and a direct shear experiment (internal friction angle and cohesive force of original and remolded soil).
In the example, the potential sliding surface is strongly weathered mudstone, the cohesive force and the internal friction angle of the rock body after deformation and softening are reduced by more than 20% compared with the initial state strength of the rock and soil, the test result is shown in table 2, and the step 2 needs to be carried out.
Step 2, performing geometric modeling according to terrain, engineering slope cutting conditions and geotechnical physical mechanical parameters, and establishing a two-dimensional slope geological generalized model;
the geometric modeling adopts a point-line-plane bottom-up mode and adopts geometric modeling;
and selecting a Mohr-Coulomb ideal elastoplastic model as the constitutive model of the rock and soil in the two-dimensional slope geological generalized model. The input parameters of the two-dimensional slope geological generalized model comprise: rock-soil cohesion, internal friction angle, tensile strength, elastic modulus and Poisson ratio, and the specific input parameters are shown in Table 2;
TABLE 2 physical and mechanical parameters of slope rock and soil
The two-dimensional slope geological model after active reinforcement by adopting the built-in anti-slide piles is shown in figure 5 below.
Step 3, setting a gravity parameter g of the two-dimensional slope geological generalized model;
step 4, on the two-dimensional slope geological generalized model added with the gravity condition, adopting the physical and mechanical parameters after deformation and softening of rock soil to calculate the stability, and obtaining the ratio of the slide resistance and the sliding force of the slope after excavation, namely the safety coefficient F1＝0.95，F1Less than or equal to 1, indicating that no active reinforcement measure is taken after the side slope is excavated, inevitably destabilizing after the side slope is excavated, and actively reinforcing the side slope by adopting the active reinforcement measure, and entering the step 5;
step 5, designing a reinforcing scheme of the built-in slide-resistant pile: and (5) immediately carrying out built-in slide-resistant pile construction after the side slope is excavated, and excavating the next stage of side slope after the side slope is reinforced. The method is characterized in that a built-in anti-slide pile is arranged at the toe of an excavated side slope and anchored at a set depth of a stable stratum below a sliding surface after penetrating through a potential sliding surface of the side slope so as to resist the action of landslide thrust, the thrust of a landslide body is transmitted to the stable stratum below the sliding surface under the combined action of the anti-slide pile and surrounding rock soil, the slope gliding thrust is balanced by utilizing the anchoring action and passive resistance of the stable stratum, and the deformation of the excavated side slope body can be controlled, so that the great reduction of the strength of the rock soil is avoided;
the specific design parameters of the reinforcing scheme of the built-in slide-resistant piles comprise downward sliding force on a potential sliding surface, the size of a semi-arch retaining wall, design anchoring force, the size of the section of each slide pile, the length of each slide-resistant pile embedded in a stable stratum, the arrangement form and the distance between the slide-resistant piles.
In the present example, the cross-sectional dimension of the arch wall is a predetermined value of 5m in diameter and 50cm in diameter thickness;
the length of the slide-resistant pile is determined according to the depth of a potential sliding surface and the buried depth of the embedded stable stratum, in the example, the length of the primary built-in slide-resistant pile is 10m, the length of the anchoring section is 2m, the length of the secondary built-in slide-resistant pile is 12m, and the length of the anchoring section is 2 m;
the arrangement form of the arch walls is arch-shaped and continuously distributed;
the distance between the first-stage built-in anti-slide pile and the second-stage built-in anti-slide pile is 3 m;
step 6, on the two-dimensional slope geological generalized model added with the gravity condition, adopting physical and mechanical parameters of the rock-soil initial state and adopting the specific design parameters of the built-in slide-resistant pile reinforcement scheme determined in the step 5 to carry out active reinforcement; calculating the actively reinforced slope by a limit balance method to obtain the safety coefficient F of the excavated slope2＝1.25；
The limit balance method is to analyze the stress state of the slope under various failure modes according to the principle of static balance and evaluate the stability of the slope according to the relation between the anti-slip force and the gliding force on the slope slide. The analysis methods commonly used in engineering are: the Ferrenius (Fellenius) method, Bish-op (Bish-op) method, Taylor (Taylor) method, Janbu (Janbu) method, Morganston-Pris (Morgenster-Price) method, Spander (Spencer) method, Salmar (Sarma) method, wedge method, planar-linear method, transmission coefficient method, and Becker-Garber (Baker-Garber) critical sliding surface method. The Bish-op method considers the acting force of the side face of each soil strip, and assumes that the safety factors on the sliding surface at the bottom of each soil strip are the same, namely equal to the average safety factor of the whole sliding surface.
Step 7, safety coefficient F of side slope2The designed reinforcing scheme of the anti-slide pile built in the side slope is effective and does not need to be adjusted.
As shown in fig. 6, after the slope is reinforced by the active reinforcing method with the built-in anti-slide piles, the slope monitoring shows that the reinforcing effect is good, and the slope deformation monitoring data meet the requirements of the engineering specifications of the building slope.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (7)
1. A built-in anti-slide pile active reinforcing method suitable for an unstable slope is characterized by comprising the following steps:
step (1), performing primary judgment on active reinforcement on an unstable slope: the method comprises the steps of (1) detecting a possible potential sliding surface before slope construction, sampling rock masses aiming at the potential sliding surface, and then obtaining physical and mechanical parameters of rock and soil according to GB/T50123 and 2019 geotechnical test method Standard; the rock-soil physical mechanical parameters comprise initial state rock-soil physical mechanical parameters and physical mechanical parameters after the rock-soil is remolded or deformed and softened; if the cohesive force or the internal friction angle after the remolding or deformation softening of the rock soil is more than 20% lower than the initial state of the rock soil, entering the step (2), otherwise, not needing to carry out active reinforcement;
step (2), establishing a model of a slope active reinforcement scheme: combining the actual topography and landform of the engineering, carrying out numerical modeling according to the slope cutting requirements and conditions of engineering construction and parameters obtained by a rock-soil sampling test, and establishing a two-dimensional slope geological generalized model;
and (3) judging the slope by adopting active reinforcement for the second time: calculating the excavated side slope by a limit balance method based on the model in the step (2) in combination with engineering boundary conditions by adopting the physical and mechanical parameters after the rock soil is remolded or deformed and softened to obtain a safety coefficient F after the side slope construction is excavated1If F is1If the thickness is less than or equal to 1, entering the step (4) and needing active reinforcement; if F1>1, active reinforcement is not needed;
step (4), designing an active reinforcing scheme of the anti-slide pile arranged in the side slope: designing an active reinforcing scheme of the slide-resistant piles arranged in the side slope according to the two-dimensional side slope geological generalized model established in the step (2);
the active reinforcing scheme of the anti-slide pile arranged in the side slope is as follows: arranging built-in anti-slide piles at the slope corners of the excavated slopes, constructing the semi-excavated arched retaining wall on the slope surface, anchoring the anti-slide piles to a stable stratum below a sliding surface by penetrating through the potential sliding surface of the slopes, and reserving anchoring lengths according to the requirements of GB 50330 plus 2013 building slope engineering technical Specification;
the specific design parameters of the active reinforcing scheme of the anti-slide piles arranged in the side slope comprise downward sliding force on a potential sliding surface of the side slope, the size of a semi-arch retaining wall, design anchoring force, the size of the cross section of each slide pile, the length of each anti-slide pile embedded in a stable stratum, an arrangement form and the distance between the anti-slide piles;
step (5), determining a safety factor after reinforcement design: based on the two-dimensional slope geological generalized model established in the step (2), calculating the actively reinforced slope by using the geotechnical physical and mechanical parameters in the initial state and the design parameters determined in the step (4) through a limit balance method to obtain a safety coefficient F after reinforcement2
Step (6), checking the safety coefficient: if the safety factor F2The construction stability standard of GB 50330-2013 building slope engineering technical Specification is met, and the active reinforcing scheme and design parameters of the slope built-in slide-resistant pile determined in the step (4) are indicated to be effective; if the safety factor F2And (5) if the engineering stability standard is not met, adjusting the specific design parameters of the active reinforcing scheme of the anti-slide pile arranged in the slope, and repeating the steps (4) and (5) until the engineering stability requirement is met.
2. The method for actively reinforcing the built-in slide-resistant pile suitable for the unstable slope according to claim 1, wherein in the step (1), the physical and mechanical parameters of rock and soil comprise rock and soil cohesion, internal friction angle, tensile strength, elastic modulus and Poisson's ratio.
3. The method for actively reinforcing the built-in slide-resistant pile suitable for the unstable slope, according to the claim 1, is characterized in that in the step (2), the modeling is performed in a point-line-plane bottom-up mode through the special analysis software FLAC 3D.
4. The method for actively reinforcing the built-in slide-resistant pile suitable for the unstable slope according to claim 1, wherein physical and mechanical parameters after deformation and softening of rock and soil are adopted on a two-dimensional slope geological generalized model considering boundary conditions during modeling, and the model input parameters comprise cohesive force, internal friction angle, tensile strength, elastic modulus and Poisson ratio; and during modeling, selecting a Mohr-Coulomb criterion as a rock-soil failure criterion.
5. The method for actively reinforcing built-in anti-slide pile suitable for unstable slopes according to claim 1, wherein in the step (3), the boundary conditions include: and applying gravity parameters on the two-dimensional slope geological generalized model.
6. The method for actively reinforcing built-in anti-slide piles for unstable slopes as claimed in claim 1, wherein in the step (4), the arch-shaped walls are arranged in a continuous or spaced manner, the primary built-in anti-slide piles are connected with the arch-shaped walls and connected with the secondary built-in anti-slide piles by the connecting beams;
the specific design parameters of the reinforcing scheme of the built-in slide-resistant piles comprise downward sliding force on a potential sliding surface, the size of a semi-arch retaining wall, design anchoring force, the size of the section of each slide pile, the length of each slide-resistant pile embedded in a stable stratum, the arrangement form and the distance between the slide-resistant piles.
7. The method for actively reinforcing built-in anti-slide piles suitable for unstable slopes, according to claim 1, wherein in the step (4), the burial depth of the arched retaining wall is determined according to the spacing and slope ratio of the primary built-in anti-slide pile and the secondary built-in anti-slide pile, the burial depth is designed to be R/(2tan alpha), R is the pile spacing of the built-in anti-slide piles on the slope, and is also the radius of the arch wall; alpha is the slope inclination.
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| CN114508116A (en) * | 2022-03-14 | 2022-05-17 | 中铁二院工程集团有限责任公司 | Method for designing graded anti-slip pile of mountain ditch ultra-large-capacity slag disposal field |
| CN114508116B (en) * | 2022-03-14 | 2023-06-09 | 中铁二院工程集团有限责任公司 | Design method of grading slide-resistant pile for ultra-large capacity waste slag field of mountain ditch |
| CN115329645A (en) * | 2022-10-11 | 2022-11-11 | 西南交通大学 | Slope reinforcement scheme optimization method, device and equipment and readable storage medium |
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