CN117634004B - Method for calculating stability of reinforced slope of miniature pile group - Google Patents
Method for calculating stability of reinforced slope of miniature pile group Download PDFInfo
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- CN117634004B CN117634004B CN202410100664.9A CN202410100664A CN117634004B CN 117634004 B CN117634004 B CN 117634004B CN 202410100664 A CN202410100664 A CN 202410100664A CN 117634004 B CN117634004 B CN 117634004B
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- 238000000034 method Methods 0.000 title claims abstract description 15
- 239000002689 soil Substances 0.000 claims abstract description 80
- 238000004364 calculation method Methods 0.000 claims abstract description 19
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 230000000694 effects Effects 0.000 claims abstract description 8
- 230000005484 gravity Effects 0.000 claims description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 2
- 238000011156 evaluation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Piles And Underground Anchors (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a method for calculating stability of a reinforced slope of miniature pile groups, which comprises the following steps: step 1, acquiring side slope geometric parameters, soil parameters and pile parameters, and establishing a calculation model; step 2, presuming geometrical parameters of a slip plane and dividing soil strips; step 3, calculating the stability calculation geometric parameters of each soil strip; step 4, calculating equivalent strength parameters of each soil strip after the pile body reinforcing effect is considered; step 5, calculating the weight of each soil strip; step 6, calculating a sliding moment and an anti-sliding moment at the center of the sliding surface after considering the reinforcement effect of the micro pile; step 7, calculating a stable safety coefficient K of the current slip plane; and 8, calculating a minimum stable safety coefficient K min.
Description
Technical Field
The invention belongs to the field of geotechnical engineering, and relates to a method for calculating stability of a reinforced slope of miniature pile groups.
Background
The miniature pile is a bored pile with a smaller diameter, the diameter is generally 7-30 cm, the slenderness ratio is generally more than 30, the arrangement mode is flexible, vertical and inclined along with different fields, the miniature pile is suitable for various geology, has advantages under the conditions of poorer geology and complex environment, has short construction period, has small influence on the environment during construction, and is widely applied in Germany, french, united kingdom, america, china and the like. In general, the design and calculation of the micro pile adopts a limit balance method for calculating the stability of the reinforced slope of the micro pile, the limit balance method is used for dividing soil strips, pile body stress can be analyzed through the soil strips, and the method is simple and clear in concept. But currently there are the following problems: when the method is applied to large landslide, the calculation result is conservative. When the stability is calculated by adopting a limit balance method, firstly dividing the soil strip, then determining the cohesive force and the internal friction angle of the soil strip according to the midpoint of the soil strip, and finally calculating the anti-slip moment and the downward-slip moment. Because the calculation range of the large landslide is larger, the distribution of the divided soil strips is wider, the pile bodies are more, the piles can be on the boundary of two soil strips, the cohesive force and the friction angle of the soil strips can be most of the cohesive force and the friction angle of the soil on the original slope, the reinforcement effect of the piles is difficult to embody, the calculation result is deviated from conservation, and the error is larger.
Therefore, a new method for calculating the stability of the reinforced slope of the miniature pile group is required to be provided, and the problem that the evaluation result of the stability of the slope is inaccurate due to personal errors and calculation errors is avoided.
Disclosure of Invention
The invention provides a method for calculating stability of a reinforced slope of a miniature pile group.
The technical scheme for solving the technical problems is as follows:
the method for calculating the stability of the reinforced slope of the miniature pile group is characterized by comprising the following steps of:
And step 1, acquiring side slope geometric parameters, soil parameters and pile parameters, and establishing a calculation model.
The side slope geometrical parameters comprise side slope geometrical dimensions, water level lines and distribution ranges of all soil layers;
The soil parameters of the side slope comprise cohesive force C j, an internal friction angle phi j and a gravity gamma j (j is more than or equal to 1) of each soil layer;
The pile parameters comprise the size and the position of the micro pile, the cohesive force C 0 and the internal friction angle phi 0 of the micro pile;
The sliding surface geometric parameters comprise a sliding surface circle center coordinate (R x,Ry) and a radius a, and the sliding surface shape is determined by the following formula:
；
And 2, determining the position of a sliding surface according to the center coordinates (R x,Ry) and the radius a, equally dividing the starting point and the end point of the sliding surface into N soil strips, and determining the length L i of the sliding surface corresponding to each soil strip, the end point C (x c,yc）、D（xD,yD) of each soil strip on the sliding surface and the intersection point E (x E,yE) of the pile in each soil strip and the sliding surface.
And step 3, calculating stability calculation geometric parameters of each soil strip according to the soil strip dividing result. The geometric parameters of the stability calculation of each soil strip comprise a soil strip slip plane inclination angle alpha i, the occupied area length L 1 of the pile body in the soil strip slip plane and the occupied area length L 2 of the soil body, and the geometric parameters are calculated by the following steps;；
In the above description, θ C、θD、θE is the included angle θ C、θD、θE between the connecting line of the point C, D, E and the center of the sliding surface and the vertical direction, and is calculated by the following formula:
；
And 4, calculating equivalent strength parameters of each soil strip after the pile body reinforcing effect is considered.
The soil strip equivalent strength parameters comprise an equivalent cohesion C i and an equivalent internal friction angle phi i, and are calculated by the following formula:
；
and 5, calculating the weight W i of each soil strip.
In the above formula, h j、γj is the thickness and the gravity of each soil layer through which the soil strip passes.
And 6, calculating a sliding moment M S and an anti-sliding moment M R at the center of the sliding surface after the reinforcement effect of the micro pile is considered.
The slip moment M S is calculated by the following formula:
；
the anti-slip moment M R is calculated by the following formula:
；
And 7, calculating a stable safety coefficient K of the current slip plane.
The stable safety factor K is calculated by the following formula:
；
And 8, changing the geometric parameters of the sliding surfaces, repeating the steps 2-7, calculating the stable safety coefficient of each sliding surface, and comparing to obtain the minimum stable safety coefficient K min and the corresponding most dangerous sliding surface.
According to the invention, the reinforcement effect of the pile body is fully considered, and the calculation accuracy of the stability of the reinforced slope of the miniature pile group is improved by dividing the soil strips, calculating the geometric parameters of the soil strips, determining the reinforcement range of the pile body, calculating the equivalent strength parameters, calculating the single arc stability safety coefficient and calculating the minimum arc stability safety coefficient.
Drawings
FIG. 1 is a schematic view of a stability model of a mini pile group reinforcement slope.
FIG. 2 is a schematic illustration of the geometry calculation of the ith earth strip.
Fig. 3 is an example schematic.
Detailed Description
The invention will be described in detail below with reference to the drawings and the detailed description.
The following is a detailed description of specific examples.
Examples
A method for calculating stability of a reinforced slope of a miniature pile group comprises the following steps:
step1, as shown in fig. 1, obtaining side slope geometric parameters, soil parameters and pile parameters, and establishing a calculation model.
The side slope geometrical parameters comprise side slope geometrical dimensions, water level lines and distribution ranges of all soil layers;
The soil parameters of the side slope comprise cohesive force C j, an internal friction angle phi j and a gravity gamma j (j is more than or equal to 1) of each soil layer;
The pile parameters comprise the size and the position of the micro pile, the cohesive force C 0 and the internal friction angle phi 0 of the micro pile;
The sliding surface geometric parameters comprise a sliding surface circle center coordinate (R x,Ry) and a radius a, and the sliding surface shape is determined by the following formula: And 2, defining a coordinate system as shown in fig. 1, wherein the origin is positioned in front of the slope, and the slope is leftwards. According to the center coordinates (R x,Ry) and the radius a, the position of the sliding surface can be determined, the starting point and the end point of the sliding surface can be equally divided into N soil strips, the length L i of each soil strip corresponding to the sliding surface and the end point C (x c,yc）、D（xD,yD) of each soil strip on the sliding surface and the intersection point E (x E,yE) of the pile in the soil strip and the sliding surface are determined.
And step 3, calculating stability calculation geometric parameters of each soil strip according to the soil strip dividing result.
As shown in fig. 2, the geometric parameters of the soil strip stability calculation include a soil strip slip plane inclination angle α i, a CE length L 1 of a region occupied by a pile body in a soil strip slip plane, and a DE length L 2 of a region occupied by a soil body, and the geometric parameters are calculated by the following formula; In the above formula, θ C、θD、θE is the included angle θ C、θD、θE between the connecting line of the point C, D, E and the center of the sliding surface and the vertical direction, and is calculated by the following formula: /(I) And 4, calculating equivalent strength parameters of each soil strip after the pile body reinforcing effect is considered. The soil strip equivalent strength parameters comprise an equivalent cohesion C i and an equivalent internal friction angle phi i, and are calculated by the following formula: /(I)And 5, calculating the weight W i of each soil strip.In the above formula, h j、γj is the thickness and the gravity of each soil layer through which the soil strip passes.
And 6, calculating a sliding moment M S and an anti-sliding moment M R at the center of the sliding surface after the reinforcement effect of the micro pile is considered.
The slip moment M S is calculated by the following formula: The anti-slip moment M R is calculated by the following formula: /(I) . And 7, calculating a stable safety coefficient K of the current slip plane.
The stable safety factor K is calculated by the following formula: And 8, changing the geometric parameters of the sliding surfaces, repeating the steps 2-7, calculating the stable safety coefficient of each sliding surface, and comparing to obtain the minimum stable safety coefficient K min and the corresponding most dangerous sliding surface.
As shown in FIG. 3, the length of the side slope is about 30m, the height is about 6m, the side slope is reinforced by adopting 20cm micro piles, 3 rows of quincuncial piles are adopted, the side slope is divided into 3 soil layers, and the physical and mechanical parameters are shown in the following table. Table 1 physical and mechanical parameters of soil layers and piles
The safety coefficient of the slope is 0.95 when the slope is not reinforced, the potential sliding surface of the slope is shown in figure 3 after the slope is reinforced by the mini piles, and the safety coefficient after the slope is reinforced is 1.22, so that the algorithm can accurately calculate the safety coefficient after the slope is reinforced by the mini piles.
The foregoing has described exemplary embodiments of the invention, it being understood that any simple variations, modifications, or other equivalent arrangements which would not unduly obscure the invention may be made by those skilled in the art without departing from the spirit of the invention.
Claims (2)
1. The method for calculating the stability of the reinforced slope of the miniature pile group is characterized by comprising the following steps of:
Step 1, acquiring side slope geometric parameters, soil parameters and pile parameters, and establishing a calculation model;
The geometrical parameters of the side slope comprise the geometrical size of the side slope, the water level line and the distribution range of each soil layer;
The parameters of the slope soil body comprise cohesive force Cj, internal friction angle phi j and gravity gamma j of each soil layer, wherein j is more than or equal to 1;
The pile parameters comprise the size, the position and the cohesive force C0 and the internal friction angle phi 0 of the micro pile;
the slip plane geometry parameters include slip plane center coordinates (Rx, ry) and radius a, and the slip plane shape is determined by the following formula:
；
Step 2, assuming geometrical parameters of a sliding surface, dividing an area above the sliding surface into N soil strips according to the shape of the sliding surface, and determining the length li of the sliding surface corresponding to each soil strip and the intersection point C (x c,yc）、D（xD,yD) of each soil strip on the sliding surface and the intersection point E (x E,yE) of a pile in each soil strip and the sliding surface;
Step 3, calculating stability calculation geometric parameters of each soil strip according to a soil strip dividing result, wherein the stability calculation geometric parameters of each soil strip comprise a soil strip sliding surface inclination angle alpha i, a length L 1 of a region occupied by a pile body in a soil strip sliding surface and a length L 2 of a region occupied by a soil body; the geometric parameters of each soil strip stability calculation are calculated by the following steps:
；
In the above description, θ C、θD、θE is the included angle θ C、θD、θE between the connecting line of the point C, D, E and the center of the sliding surface and the vertical direction, and is calculated by the following formula:
；
Step 4, calculating equivalent strength parameters of each soil strip after the pile body reinforcement effect is considered, wherein the equivalent strength parameters of the soil strips comprise equivalent cohesive force Ci and equivalent internal friction angle phi; the equivalent strength parameters of each soil strip are calculated by the following formula:
The soil strip equivalent strength parameters comprise an equivalent cohesion C i and an equivalent internal friction angle phi i, and are calculated by the following formula:
；
in the above, C j and phi j are the cohesive force and the internal friction angle of the soil layer corresponding to the bottom of the soil strip in sequence;
Step 5, calculating the weight Wi of each soil strip;
；
in the above formula, hj and gamma j are the thickness and the weight of each soil layer through which the soil strip passes respectively;
Step 6, calculating a sliding moment M S and an anti-sliding moment M R at the center of the sliding surface after the reinforcement effect of the micro pile is considered;
step 7, calculating a stable safety coefficient K of the current slip plane;
The stable safety factor K is calculated by the following formula:
；
And 8, changing the geometric parameters of the sliding surfaces, repeating the steps 2-7, calculating the stable safety coefficient of each sliding surface, and comparing to obtain the minimum stable safety coefficient K min and the corresponding most dangerous sliding surface.
2. The method for calculating the stability of the reinforced slope of the miniature pile group according to claim 1, which is characterized in that: in the step 6, the slip moment M S and the anti-slip moment M R after considering the reinforcement effect of the mini pile are calculated by the following formula:
。
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| CN104988918A (en) * | 2015-07-24 | 2015-10-21 | 青岛理工大学 | Determining method for optimal anchorage length of deep foundation pit pre-stressed anchor rods |
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| CN111350197A (en) * | 2020-02-21 | 2020-06-30 | 云南大永高速公路有限公司 | Active reinforcement method for unstable slope |
| CN111581853A (en) * | 2020-06-01 | 2020-08-25 | 中铁二院工程集团有限责任公司 | Analysis method for slope ecological control stability |
| CN111597626A (en) * | 2020-06-08 | 2020-08-28 | 四川大学 | Single-row anti-slide pile position and design thrust determination method considering multiple sliding surfaces |
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| CN104988918A (en) * | 2015-07-24 | 2015-10-21 | 青岛理工大学 | Determining method for optimal anchorage length of deep foundation pit pre-stressed anchor rods |
| CN109598013A (en) * | 2018-09-30 | 2019-04-09 | 青岛理工大学 | The determination method of thrust load caused landslide most dangerous sliding surface and the optimal stake position of friction pile |
| CN111350197A (en) * | 2020-02-21 | 2020-06-30 | 云南大永高速公路有限公司 | Active reinforcement method for unstable slope |
| CN111581853A (en) * | 2020-06-01 | 2020-08-25 | 中铁二院工程集团有限责任公司 | Analysis method for slope ecological control stability |
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