CN114508116B - Design method of grading slide-resistant pile for ultra-large capacity waste slag field of mountain ditch - Google Patents
Design method of grading slide-resistant pile for ultra-large capacity waste slag field of mountain ditch Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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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
Abstract
The invention relates to the technical field of waste slag in road construction, and provides a method for designing a grading slide-resistant pile of a waste slag field with ultra-large capacity in a mountain ditch, which comprises the following steps: designing and constructing an ith level of anti-skid pile, and then filling an ith level of waste slag field; after the filling of the ith grade waste slag field is completed, acquiring the displacement of the ith grade anti-skid pile through a displacement monitoring device on the ith grade anti-skid pile; when each stage of slide-resistant pile is designed, the displacement of the previous stage of slide-resistant pile is taken as a reference, when the displacement of the previous stage of slide-resistant pile exceeds the allowable range, the design parameters of the next stage of slide-resistant pile are increased, and otherwise, the design parameters of the next stage of slide-resistant pile are reduced. The invention can realize the graded dynamic design of the slide-resistant pile, so that the residual sliding thrust of the ultra-large capacity waste slag field of the mountain ditch can be deformed to be stable under the slide-resistant action of the multi-stage slide-resistant pile on the premise of ensuring the stability of the multi-stage waste slag field, thereby avoiding the excessive design of the slide-resistant pile, improving the engineering investment and reducing the engineering cost.
Description
Technical Field
The invention relates to the technical field of waste slag in road construction, in particular to a method for designing a grading slide-resistant pile of a waste slag field with ultra-large capacity in a mountain ditch.
Background
In the infrastructure construction of railways, highway construction tunnels and the like in complicated and difficult mountain areas, a large amount of waste slag is often generated, natural and excellent waste slag fields in mountain areas are often not existed, and more waste slag is piled up in slope grooves. The stacking waste slag is often large in volume, the waste slag is required to be classified and partitioned, a large number of supporting structures are often required to be arranged for improving the stability of a slag yard, but due to the fact that a dynamic design process is lacking in a stacking mode of the classified waste slag, the slag yard is unstable or the size of a slide blocking pile is excessively designed in a filling process in a traditional design mode, and the engineering cost is increased.
Disclosure of Invention
The technical problems to be solved by the invention are as follows: the design method of the grading slide-resistant pile for the ultra-large capacity waste slag field of the mountain ditch is provided, and engineering cost is reduced on the premise of ensuring the stability of the waste slag field.
The technical scheme adopted for solving the technical problems is as follows: the method for designing the grading slide-resistant pile of the ultra-large capacity waste slag field of the mountain ditch comprises the following steps: designing and constructing an ith level of anti-skid pile, and then filling an ith level of waste slag field; after the filling of the ith grade waste slag field is completed, acquiring the displacement of the ith grade anti-skid pile through a displacement monitoring device on the ith grade anti-skid pile; when each stage of slide-resistant pile is designed, the displacement of the previous stage of slide-resistant pile is taken as a reference, when the displacement of the previous stage of slide-resistant pile exceeds the allowable range, the design parameters of the next stage of slide-resistant pile are increased, and otherwise, the design parameters of the next stage of slide-resistant pile are reduced.
Further, the design parameters of the slide blocking pile comprise a sliding-down thrust correction coefficient, the cross-sectional dimension of the slide blocking pile and the length of the slide blocking pile.
Further, the displacement allowable range of the slide blocking pile is l/100; wherein l is the length of the slide blocking pile.
Further, when the displacement of the upper-stage slide-resistant pile exceeds the allowable range of 0-10cm, the correction coefficient of the sliding-down thrust of the lower-stage slide-resistant pile is adjusted to be 1.05; when the displacement of the upper-stage slide-resistant pile exceeds the allowable range by 10-20cm, the correction coefficient of the downward sliding thrust of the lower-stage slide-resistant pile is adjusted to be 1.1; when the displacement of the upper-stage slide-resistant pile exceeds the allowable range by 20-40cm, the correction coefficient of the downward sliding thrust of the lower-stage slide-resistant pile is adjusted to be 1.15; when the displacement of the upper-stage slide-resistant pile exceeds the allowable range of 40-60cm, the correction coefficient of the downward sliding thrust of the lower-stage slide-resistant pile is adjusted to be 1.2; and when the displacement of the upper-stage slide-resistant pile exceeds the allowable range by more than or equal to 60cm, adjusting the sliding-down thrust correction coefficient of the lower-stage slide-resistant pile to be 1.3.
Further, the displacement monitoring device comprises at least two displacement sensors arranged from top to bottom along the pile body of the slide blocking pile.
Further, the design method of the ith grade slide blocking pile comprises the following steps: determining a potential least favorable sliding surface of the grade waste slag field according to the overall design volume of the waste slag field and the design volume of the grade waste slag field, and carrying out stability analysis on the potential least favorable sliding surface to obtain the minimum safety coefficient of the grade waste slag field; calculating residual sliding thrust according to physical and mechanical parameters of sliding belt soil at the potential least favorable sliding surface of the grade waste slag field, and determining the position and range of the grade anti-sliding pile according to the requirements of topography and geological engineering and construction conditions; determining the spacing, the section shape and the size of the anti-skid piles and the anchoring depth according to the remaining sliding thrust, the topography, the geological condition and the construction conditions; calculating the internal force and the side wall stress of each section of the pile body according to the boundary condition of the anti-skid pile, and determining the maximum shear stress, the bending moment and the position of the maximum shear stress; and then checking the foundation strength until the design requirement is met.
Further, when the potentially most unfavorable sliding surface is an arc sliding surface, a Swedish arc method or a simplified PicoTide method is adopted for stability analysis; when the potentially least favorable sliding surface is a broken line sliding surface, a transfer coefficient method is adopted for stability analysis.
Further, every filling of the primary waste site should be searched for the potentially most adverse sliding surface across the entire filling range and stability analysis should be performed.
The beneficial effects of the invention are as follows: according to the method for designing the hierarchical slide-resistant pile of the ultra-large capacity waste slag field of the mountain ditch, provided by the embodiment of the invention, the multistage slide-resistant pile is designed in the waste slag field, so that waste slag after the pile is restrained, deformation tends to be converged, and the integral longitudinal deformation of the waste slag body is restrained; after the slag field is filled in a grading manner, the displacement of the sliding-resistant piles arranged in the slag field of the previous stage is monitored and analyzed, and the design parameters of the sliding-resistant piles arranged in the slag field of the next stage are optimized based on the analysis result, so that the sliding-resistant piles are designed in a grading manner, the residual sliding-down thrust of the ultra-large-capacity slag field of the mountain ditch can be deformed to be stable under the sliding-resistant action of the multi-stage sliding-resistant piles on the premise of ensuring the stability of the multi-stage slag field, the engineering investment is improved due to the fact that the sliding-resistant piles are excessively designed, and compared with the prior art, the engineering cost is remarkably reduced.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below; it is obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings may be obtained from these drawings without inventive effort for a person of ordinary skill in the art.
FIG. 1 is a flow chart of a method for designing a hierarchical slide-resistant pile of a mountain ditch ultra-large capacity waste slag field, which is provided by the embodiment of the invention;
FIG. 2 is a schematic view of the construction of a slide blocking pile;
fig. 3 to 5 are state diagrams after construction of each stage of slide blocking piles in the three-stage waste slag field.
The reference numerals in the drawings are: 101-slide-resistant piles, 102-waste slag fields, 103-displacement monitoring devices, 104-potentially the most unfavorable sliding surfaces, 105-gravity retaining walls.
Detailed Description
In order that the present invention may be better understood by those skilled in the art, it is further described below with reference to the accompanying drawings and examples. It will be apparent that the described embodiments are only some, but not all, embodiments of the invention. Embodiments of the invention and features of the embodiments may be combined with each other without conflict.
Referring to fig. 1, the method for designing the hierarchical slide-resistant pile of the ultra-large capacity waste slag field of the mountain ditch provided by the embodiment of the invention comprises the following steps: designing and constructing an ith level slide-resistant pile 101, and then filling an ith level waste slag field 102; the method is characterized in that after the filling of the ith grade waste slag field 102 is completed, the displacement of the ith grade slide blocking pile 101 is collected through a displacement monitoring device 103 on the ith grade slide blocking pile 101; when each stage of slide-resistant piles 101 are designed, the displacement of the previous stage of slide-resistant piles 101 is taken as a reference, when the displacement of the previous stage of slide-resistant piles 101 exceeds the allowable range, the design parameters of the next stage of slide-resistant piles 101 are increased, and otherwise, the design parameters of the next stage of slide-resistant piles 101 are reduced.
The ditch ultra-large capacity waste slag field comprises n stages of waste slag fields 102, wherein n is an integer greater than or equal to 2; a plurality of slide blocking piles 101 are distributed in the ith grade waste slag field 102 at equal intervals along the transverse direction of the waste slag field side slope; wherein i is an integer less than or equal to n.
The design method of the ith grade slide blocking pile 101 comprises the following steps:
s1, determining a potential most unfavorable sliding surface 104 of the grade waste slag field 102 by a limit balance method and an intensity reduction method according to the overall design volume of the waste slag field 102 and the design volume of the grade waste slag field 102 and considering the grading waste slag working condition; performing stability analysis on the potentially most adverse sliding surface 104 to obtain a minimum safety factor for the grade of waste slag field 102; specifically, when the potentially most unfavorable sliding surface 104 is an arc sliding surface, a swedish arc method or a simplified bispin method is adopted for stability analysis; when the potentially least favorable sliding surface 104 is a polyline sliding surface, a transfer coefficient method is used for stability analysis.
For stability analysis, three working conditions are considered, namely a normal working condition, an earthquake working condition and a heavy rain working condition. Wherein, the normal working condition is the working condition under normal and lasting state. The earthquake working condition is the working condition under the action of VII degrees and above, and the horizontal earthquake force is calculated according to the following formula: f (F) qi ＝η×A g ×m i The method comprises the steps of carrying out a first treatment on the surface of the Wherein F is qi The unit is kN for the horizontal seismic force at the mass center of the ith earth block; η is a horizontal earthquake action correction coefficient, and the value is 0.25; a is that g The unit is m/s for the peak acceleration of earthquake motion 2 ；m i The unit is t for the mass of the ith soil block. The heavy rain working condition needs to consider the influence of water seepage in the waste slag body caused by continuous rainfall or snow melting; and the stable safety coefficient of the waste slag field under the various working conditions is not lower than the minimum stable safety coefficient of the anti-skid of the waste slag field, as shown in table 1.
TABLE 1 minimum stability safety coefficient for anti-skid of waste slag field
S2, calculating the remaining sliding thrust by a transmission coefficient method according to the physical and mechanical parameters of the sliding belt soil at the potential least favorable sliding surface 104 of the stage waste slag field 102, and determining the position and the range of the stage anti-sliding pile 101 according to the requirements of topography, geological engineering and construction conditions;
s3, determining the distance, the section shape and the size of the anti-skid piles 101 and the anchoring depth according to the remaining sliding thrust, the topography, the geological condition and the construction conditions;
s4, calculating internal force and side wall stress of each section of the pile body according to boundary conditions of the anti-skid pile 101, and determining maximum shear stress, bending moment and positions of the maximum shear stress and the bending moment; and then checking the foundation strength, and if the allowable value of the elastic stress wok of the pile body acting on the foundation stratum is too large or smaller than the allowable value, adjusting the design parameters of the slide-resistant pile to recalculate until the design requirement is met. And according to the calculation result, carrying out structural design on the reinforced concrete pile according to the calculation result.
Preferably, each fill level of the spoil field 102 should be searched for and stability analyzed through the potentially most adverse sliding surface 104 throughout the fill range.
When the design of the ith slide-resistant pile 101 is completed, the slide-resistant pile 101 is constructed according to the designed construction scheme, and referring to fig. 2, the tops of the slide-resistant piles 101 are all higher than the potential most adverse sliding surfaces 104, and the embedded sections of the slide-resistant piles 101 are all in deep bedrock and lower than the potential most adverse sliding surfaces 104.
The displacement monitoring device 103 is installed on the slide blocking pile 101 while the slide blocking pile 101 is being constructed, so that the displacement of the slide blocking pile 101 is collected by the displacement monitoring device 103. As an embodiment, the displacement monitoring device 103 comprises at least two displacement sensors arranged from top to bottom along the shaft of the slide blocking pile 101. For example, referring to fig. 2, the displacement monitoring device 103 includes five displacement sensors disposed along the pile body of the slide blocking pile 101 from top to bottom.
Filling an ith grade waste slag field 102 after the construction of the ith grade slide blocking pile 101 is completed; after the filling of the ith grade waste slag field 102 is completed, the displacement of the ith grade slide blocking pile 101 is acquired through a displacement monitoring device 103 on the ith grade slide blocking pile 101.
When the design of the i+1-stage slide blocking pile 101 is carried out, taking the displacement of the i-stage slide blocking pile 101 as a reference, and increasing the design parameters of the i+1-stage slide blocking pile 101 when the pile top displacement of the i-stage slide blocking pile 101 exceeds l/100; when the pile top displacement of the ith level of anti-slide pile 101 does not exceed l/100, reducing the design parameters of the level of anti-slide pile 101; wherein l is the length of the slide blocking pile.
Design parameters of the slide-resistant pile 101 include, but are not limited to, a downslide thrust modification factor, a cross-sectional dimension of the slide-resistant pile 101, and a length of the slide-resistant pile 101.
As one embodiment, when the displacement of the i-th stage slide blocking pile 101 exceeds the allowable range of 0-10cm, the correction coefficient of the sliding-down thrust of the i+1-th stage slide blocking pile 101 is adjusted to 1.05; when the displacement of the ith grade of slide blocking pile 101 exceeds the allowable range by 10-20cm, the sliding thrust correction coefficient of the (i+1) th grade of slide blocking pile 101 is adjusted to be 1.1; when the displacement of the ith grade of slide blocking pile 101 exceeds the allowable range by 20-40cm, the sliding thrust correction coefficient of the (i+1) th grade of slide blocking pile 101 is adjusted to be 1.15; when the displacement of the ith grade of slide blocking pile 101 exceeds the allowable range by 40-60cm, the sliding thrust correction coefficient of the (i+1) th grade of slide blocking pile 101 is adjusted to be 1.2; when the displacement of the i-th stage slide blocking pile 101 exceeds the allowable range by more than or equal to 60cm, the correction coefficient of the sliding-down thrust of the i+1-th stage slide blocking pile 101 is adjusted to 1.3.
The relationship between the displacement increase level of the i-th level slide blocking pile 101 and the downward thrust force of the i+1-th level slide blocking pile 101 is shown in table 2.
TABLE 2 relation between the level of displacement increase of the i-th level slide blocking pile 101 and the downward thrust of the i+1-th level slide blocking pile 101
According to the method for designing the graded anti-skid piles of the ultra-large capacity waste slag field of the mountain ditch, the multistage anti-skid piles 101 are designed in the waste slag field 102 and are used for restraining waste slag after pile, deformation tends to be converged and integral longitudinal deformation of waste slag bodies is restrained; after the slag field 102 is filled in a grading manner, the displacement of the sliding-resistant piles 101 arranged in the slag field 102 at the previous stage is monitored and analyzed, and the design parameters of the sliding-resistant piles 101 arranged in the slag field 102 at the next stage are optimized based on the analysis result, so that the sliding-resistant piles 101 are designed in a grading dynamic manner, the residual sliding-down thrust of the ultra-large-capacity slag field of the mountain ditch can be deformed to be stable under the sliding-resistant action of the sliding-resistant piles 101 on the premise of ensuring the stability of the multistage slag field 102, the engineering investment is improved by avoiding excessively designing the sliding-resistant piles, and compared with the prior art, the engineering cost is remarkably reduced.
Example 1:
a three-level waste slag field is filled in a certain railway engineering, the peak acceleration of earthquake vibration in the area is 0.1g, and the characteristic period of the earthquake eastern reaction spectrum is 0.45s. The scheme to be adopted is that the single-stage slope height is 10m, the slope rate is 1:2.5, and the pile is abandoned, wherein the physical and mechanical parameters of the abandoned slag are shown in the table 3.
TABLE 3 physical and mechanical parameters of waste slag
| Internal friction angle degree | Adhesive force kPa | Weight kg/m 3 |
| 28 | 10 | 22 |
Referring to fig. 3, a gravity retaining wall 105 is constructed on the left side of the three-stage slag disposal site, the size of the gravity retaining wall 105 is 6m of wall height, 3m of wall top width, the slope rate of a face is 1:0, and the slope rate of a back is 1:0.25.
The design method of the slide-resistant pile 101 in the three-stage waste slag field comprises the following steps:
1. design of the first stage slide blocking pile 101:
s1, referring to FIG. 3, considering the overall design volume of the slag disposal field 102 and the classified slag disposal working condition, determining a potential most unfavorable sliding surface 104 of the first-stage slag disposal field 102 by a limit balance method and an intensity reduction method; the potential most unfavorable sliding surface 104 of the first-stage slag disposal site 102 is an arc surface, and the swedish arc method is adopted to analyze the stability of the potential most unfavorable sliding surface 104, and the analysis result is as follows: the safety coefficient under the normal working condition is 1.3, the safety coefficient under the heavy rain working condition is 1.1, and the safety coefficient under the earthquake working condition is 1.12. Therefore, the first-stage waste slag field 102 has the smallest safety coefficient under the heavy rain condition on the premise of meeting the smallest stable safety coefficient.
S2, calculating the remaining sliding thrust by a transmission coefficient method according to the physical and mechanical parameters of the sliding belt soil at the potential least favorable sliding surface 104 of the first-stage slag disposal site 102, and determining the position and the range of the sliding pile 101 in the first-stage slag disposal site 102 according to the topography, geology, engineering requirements and construction conditions, as shown in fig. 3. For the position of the first stage slide blocking pile 101 to be determined, the remaining sliding down thrust is 825kN.
S3, according to the remaining sliding thrust, topography, geological conditions, construction conditions and other data, the design scheme that the distance between adjacent sliding-resistant piles 101 is 7m, the cross section of each sliding-resistant pile 101 is rectangular, the cross section size is 2 multiplied by 2.75m, the pile length of each sliding-resistant pile 101 is 11m, and the depth of the embedded section is 6m is adopted.
And S4, calculating the internal force, the side wall stress and the like of each section of the pile body according to the pile bottom boundary condition of the first-stage slide-resistant pile 101, determining the maximum shear stress as 5025kN, the bending moment as 15643 kN.m and the position thereof, and checking the foundation strength. The first-stage slide-resistant pile 101 is to adopt a reinforced concrete pile, and can adopt 21 HRB400 steel bars with phi 32mm according to formulas (1), (2) and (3) in concrete structural design specifications (GB 50010-2010), wherein 3 bundles are adopted, 7 bundles are arranged on a tension side, 7 HRB400 steel bars with phi 26mm are respectively selected and arranged on a compression side and two sides, and the formula (4) shows that the stirrups with phi 26mm@200 are to be constructed by adopting HRP 2350.
V＝0.25β c f c bh 0 ＝0.25×14500×2×2.45＝17762.5kN＞5025kN (4)
Wherein x is the height of a concrete compression zone, h 0 M is a bending moment design value, f is the effective height of the section c Is the concrete axle center compression resistance design value, b is the section width, beta c Is the influence coefficient of the strength of the concrete, A s Is the cross-sectional area of the steel bar, f y The design value of the tensile strength of the steel bar is d is the nominal diameter of the steel bar, N is the design value of the axial force, and V is the design value of the shearing force.
2. When the design of the first-stage slide-resistant piles 101 is completed, the first-stage slide-resistant piles 101 are constructed according to the design scheme, five displacement sensors are vertically installed on each slide-resistant pile 101 at equal intervals along the pile body, and then the first-stage waste slag field 102 is filled, as shown in fig. 3. After the first-stage slag disposal site 102 is filled, the displacement parameters of the first-stage sliding-preventing pile 101 are acquired through the displacement sensor, so that the displacement of the pile top of the first-stage sliding-preventing pile 101 is 15cm, the allowable range of the pile top displacement of the first-stage sliding-preventing pile 101 is 11cm and exceeds the allowable range by 4cm, the sliding-down thrust of the sliding-preventing pile 101 is improved to 1.1 times of the original thrust when the second-stage sliding-preventing pile 101 is designed,
3. the second-stage slide-resistant pile 101 is designed, and since the pile top displacement of the first-stage slide-resistant pile 101 exceeds the pile top allowable displacement, the design scheme that the sliding thrust force F=1.1f is adopted for the second-stage slide-resistant pile 101, the cross section size is 2×3m, the pile length of the slide-resistant pile 101 is 11m, and the embedding section depth is 6m is adopted.
When the design of the second-stage slide-resistant piles 101 is completed, the second-stage slide-resistant piles 101 are constructed according to the design scheme, five displacement sensors are vertically installed on each slide-resistant pile 101 at equal intervals along the pile body, and then a second-stage waste slag field 102 is filled, as shown in fig. 4. After the second-stage slag disposal field 102 is filled, displacement parameters of the first-stage and second-stage sliding-resistant piles 101 are acquired through a displacement sensor, so that pile top displacements of the first-stage and second-stage sliding-resistant piles 101 are smaller than 11cm and are not larger than pile top allowable displacements, and therefore the cross section size of the sliding-resistant piles 101 should be reduced when the third-stage sliding-resistant piles 101 are designed.
4. The third-stage slide-blocking pile 101 is designed, and as the pile top displacement of the first-stage slide-blocking pile 101 and the second-stage slide-blocking pile 101 do not exceed the pile top allowable displacement, a design scheme with the cross section dimension of 2 multiplied by 2.75m, the pile length of the slide-blocking pile 101 of 11m and the embedding section depth of 6m is adopted for the third-stage slide-blocking pile 101.
When the design of the third-stage slide-resistant piles 101 is completed, the third-stage slide-resistant piles 101 are constructed according to the design scheme, five displacement sensors are vertically installed on each slide-resistant pile 101 at equal intervals along the pile body, and then a third-stage waste slag field 102 is filled, as shown in fig. 5. After the third-stage waste slag field 102 is filled, displacement parameters of the first-stage, second-stage and third-stage slide-resistant piles 101 are acquired through the displacement sensor, so that pile top displacements of the first-stage, second-stage and third-stage slide-resistant piles 101 are all smaller than 11cm and do not exceed pile top allowable displacement, and therefore the safety coefficient of the third-stage waste slag field meets design requirements until the third-stage waste slag field is filled.
According to the method for designing the graded anti-slide pile of the ultra-large capacity waste slag field, which is provided by the embodiment of the invention, the overall process stability of the ultra-large capacity waste slag field in a graded way is considered, the possible unfavorable sliding surface of the graded waste slag working condition and the effects of waste slag seepage and earthquakes are fully considered, the design is carried out, the design of the follow-up anti-slide pile is dynamically adjusted according to the monitoring result on the basis of the displacement parameter of the front-stage anti-slide pile, and finally, a high-efficiency supporting system is formed, the excessive design of the anti-slide pile for ensuring the stability of waste slag is avoided, and the engineering investment is saved.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. The method for designing the grading slide-resistant pile of the ultra-large capacity waste slag field of the mountain ditch comprises the following steps: designing and constructing an ith level of anti-skid piles (101), and then filling an ith level of waste slag field (102);
the method is characterized in that after the filling of an ith grade waste slag field (102) is completed, the displacement of the ith grade anti-skid pile (101) is collected through a displacement monitoring device (103) on the ith grade anti-skid pile (101); the displacement monitoring device (103) comprises at least two displacement sensors arranged from top to bottom along the pile body of the anti-slip pile (101);
when each stage of slide-resistant piles (101) are designed, the displacement of the previous stage of slide-resistant piles (101) is taken as a reference, when the displacement of the previous stage of slide-resistant piles (101) exceeds the allowable range, the design parameters of the next stage of slide-resistant piles (101) are increased, and otherwise, the design parameters of the next stage of slide-resistant piles (101) are reduced.
2. The method for designing the graded anti-skid pile of the ultra-large capacity waste yard according to claim 1, wherein the design parameters of the anti-skid pile (101) comprise a sliding thrust correction coefficient, a cross-sectional dimension of the anti-skid pile (101) and a length of the anti-skid pile (101).
3. The method for designing the graded anti-skid piles of the ultra-large capacity waste residue field of the mountain ditch according to claim 1, wherein the allowable displacement range of the anti-skid piles (101) is l/100; wherein l is the length of the slide blocking pile.
4. The method for designing the graded anti-skid piles of the ultra-large capacity waste slag field of the mountain ditch according to claim 3, wherein when the displacement of the upper anti-skid pile (101) exceeds the allowable range of 0-10cm, the correction coefficient of the downward skid thrust of the lower anti-skid pile (101) is adjusted to be 1.05;
when the displacement of the upper-stage slide-resistant pile (101) exceeds the allowable range by 10-20cm, the sliding-down thrust correction coefficient of the lower-stage slide-resistant pile (101) is adjusted to be 1.1;
when the displacement of the upper-stage slide-resistant pile (101) exceeds the allowable range by 20-40cm, the sliding-down thrust correction coefficient of the lower-stage slide-resistant pile (101) is adjusted to be 1.15;
when the displacement of the upper-stage slide-resistant pile (101) exceeds the allowable range by 40-60cm, the sliding-down thrust correction coefficient of the lower-stage slide-resistant pile (101) is adjusted to be 1.2;
when the displacement of the upper-stage slide blocking pile (101) exceeds the allowable range by more than or equal to 60cm, the sliding-down thrust correction coefficient of the lower-stage slide blocking pile (101) is adjusted to be 1.3.
5. The method for designing the hierarchical slide-resistant pile of the ultra-large capacity waste yard of the mountain ditch according to claim 1, wherein the method for designing the i-th hierarchical slide-resistant pile (101) comprises the following steps:
determining a potential most unfavorable sliding surface (104) of the grade waste slag field (102) according to the overall design volume of the waste slag field (102) and the design volume of the grade waste slag field (102), and performing stability analysis on the potential most unfavorable sliding surface (104) to obtain a minimum safety coefficient of the grade waste slag field (102);
calculating residual sliding thrust according to physical and mechanical parameters of sliding belt soil at a potential least favorable sliding surface (104) of the grade waste slag field (102), and determining the position and the range of the grade sliding-resistant pile (101) according to the requirements of topography, geological engineering and construction conditions;
determining the spacing, the cross-sectional shape, the size and the anchoring depth of the anti-skid piles (101) according to the remaining sliding thrust, the topography, the geological conditions and the construction conditions;
calculating the internal force and the side wall stress of each section of the pile body according to the boundary condition of the anti-skid pile (101), and determining the maximum shear stress, bending moment and the position of the maximum shear stress; and then checking the foundation strength until the design requirement is met.
6. The method for designing the graded anti-skid piles of the ultra-large capacity waste slag field of the mountain ditch according to claim 5, wherein when the sliding surface (104) which is the most unfavorable is a circular arc sliding surface, a swedish circular arc method or a simplified Chinese zodiac Prime method is adopted for stability analysis; when the potentially least favorable sliding surface (104) is a broken line sliding surface, a transfer coefficient method is adopted for stability analysis.
7. The method of designing a graded friction pile for a high capacity waste yard as claimed in claim 5, wherein each filling of the primary waste yard (102) is performed by searching for a potentially most adverse sliding surface (104) across the full filling range and performing stability analysis.
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