CN110442985B - Debris flow prevention and control parameter design optimization method considering freeze-thaw cycle effect - Google Patents
Debris flow prevention and control parameter design optimization method considering freeze-thaw cycle effect Download PDFInfo
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Abstract
The invention provides a design optimization method of debris flow control parameters considering freeze-thaw cycle effect, which comprises the steps of firstly obtaining original friction coefficients and thicknesses of perennial frozen soil, seasonal frozen soil and deep non-frozen soil in an engineering area according to survey data; then, according to a reduction rate formula obtained by a large number of experiments and data statistics in the early stage, combining the design service life (namely the number of freeze-thaw cycles) and the seasonal frozen soil thickness, reducing the friction coefficient of the freeze-thaw soil layer; and checking and calculating the anti-slip stability of the structure according to the relative relation between the maximum design depth of the control engineering substrate and the depth of the frozen soil layer according to three conditions, comparing the anti-slip stability coefficient with the required slip safety coefficient, and performing the next design according to the result. The invention solves the problem that the base friction coefficient and the anti-slip coefficient are lower than the design value caused by not considering the influence of freeze-thaw cycle, can enhance the pertinence and the accuracy of the value of the control engineering design parameter, and prevent and reduce the deformation and the damage of the sand dam under the condition of frost heaving and thaw settlement.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a debris flow prevention and control parameter design optimization method considering a freeze-thaw cycle effect.
Background
In the freezing and thawing cycle process of rock and soil mass in alpine and high-altitude areas, the structural property of soil is affected by the cold effect, and the engineering property of soil can be changed. When engineering activities such as roadbed construction, slope reinforcement, geological disaster treatment and the like are carried out in frozen soil areas, due to the fact that newly exposed soil is subjected to freeze-thaw weathering, changes of soil engineering properties must be considered when soil property parameters are selected in relevant deformation and stability analysis.
In the prior art and research in the field of mechanical properties of frozen soil, most domestic achievements are to describe the basic physical and mechanical properties of frozen soil or melted soil throughout the year, such as a plurality of physical and mechanical processes related to soil body settlement in a permafrost region: creep deformation of unfrozen soil, thaw collapse caused by upper limit reduction of frozen soil, creep deformation of high-temperature frozen soil caused by temperature rise of a permafrost layer, additional settlement deformation caused by change of engineering properties of soil and the like; foreign research directions mainly aim at establishing a forecasting model of frost heaving and thaw collapse. The influence of annual and intra-year freeze-thaw cycles of shallow surface layer and seasonal frozen soil on soil engineering properties is rarely mentioned, and no other systematic summary and research analysis exists so far except for frozen soil research related to Qinghai-Tibet railways and Hadamard high-speed rails. In the aspect of research on the influence of freeze-thaw cycles, the prior art achievements use the water content, the compaction degree and the times of the freeze-thaw cycles as control variables to develop the critical porosity ratio and consolidation compression tests of the soil body, and conclude that the influence of the freeze-thaw cycles on the settlement deformation of the soil body is mainly related to the type, the water content, the porosity ratio, the compaction degree, the times of the freeze-thaw cycles, the initial state of the soil body, the stress path and the drainage path of the tests, and rarely relate to other mechanical properties such as friction and shear performance, and are not seen in related art achievements applied to the aspect of prevention and control of geological disasters.
For debris flow treatment engineering in high-altitude areas, prevention and control structures such as sand dams, drainage grooves and the like are generally arranged in freeze-thaw rock-soil bodies on shallow surfaces, and the influence of freeze-thaw change is also considered for the selection of parameters of interaction between the engineering structures and the freeze-thaw rock-soil bodies. The conventional physical property parameters of the rock-soil mass in the non-freeze-thaw area are adopted in the existing debris flow design parameters, the influence of freeze-thaw circulation on the property reduction of the rock-soil mass is not considered, and the design parameters have the risk of higher values. Under extreme climatic conditions, the problems that the friction coefficient of the base of the sand dam is lower than the designed value and the anti-slip and anti-overturn capabilities are lower than the designed value can be caused.
Therefore, on the basis of summarizing and carding the existing fruits, a design optimization method considering the influence effect of freeze-thaw cycles on the physical and mechanical properties of the debris flow prevention engineering geotechnical body is required to be provided in a targeted manner.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, provides a debris flow prevention and control parameter design optimization method considering the freeze-thaw cycle effect, and aims to solve the problems that the conventional physical property parameters of the rock and soil mass in a non-freeze-thaw area are used for the existing debris flow prevention and control engineering design parameters, the influence of freeze-thaw cycle on the property reduction of the rock and soil mass is not considered, and the risk of high parameter value is caused.
The invention adopts the following technical scheme:
a design optimization method of debris flow prevention and treatment parameters considering a freeze-thaw cycle effect takes a friction coefficient between a debris flow prevention and treatment engineering structure and a base rock-soil body under the freeze-thaw cycle as a breakthrough, and observes displacement and deformation of a deposit in the freezing and thawing process by developing characteristic experiments of influence of variables such as the number of times of freeze-thaw cycles, the freeze-thaw rate, temperature difference amplitude and the like of channel deposits consisting of different particles and adopting means such as a soil pressure sensor, a displacement sensor, high-speed video recording and the like; meanwhile, a tension meter fixed on the sand dam model is used for measuring the change of the sliding force of the sand dam along with freeze-thaw cycles, and the change rule of the attenuation influence and the attenuation rate of the freeze-thaw cycles on the friction force and the friction coefficient is analyzed, so that the optimization value taking method of the friction coefficient is summarized; and further provides a slip resistance stability calculation method for the debris flow prevention and control project.
The invention can provide technical support for strengthening pertinence of prevention and control parameter values, preventing and reducing deformation and damage of the sand dam under the condition of frost heaving and thawing sinking and improving operation benefits of prevention and control engineering.
Further, the optimal design method for debris flow prevention and control parameters considering the freeze-thaw cycle effect comprises the following steps:
s001, acquiring original friction coefficients of perennial frozen soil, seasonal frozen soil and deep non-frozen soil in an engineering area according to survey data;
s002, according to a reduction rate formula obtained by the inventor through a large number of experiments and data statistics in the early stage, combining the design service life (namely the number of freeze-thaw cycles) and the thickness of the seasonal frozen soil layer, and reducing the friction coefficient of the freeze-thaw soil layer;
s003, checking and calculating the anti-skid stability of the structure according to the relative relation between the maximum design depth of the control engineering substrate and the depth of the frozen soil layer according to three conditions;
and S004, finally comparing the anti-slip stability coefficient with the required slip safety coefficient, and carrying out the next design according to the result.
Further, the debris flow prevention and control parameter design optimization method considering the freeze-thaw cycle effect comprises the following steps of:
a: according to geotechnical engineering investigation data, determining the perennial frozen soil depth h of the area where the debris flow gully is locatedfSeasonal frozen soil depth hsAnd the soil mechanics parameters (including friction coefficient f, volume weight gamma and internal friction angle) of each soil layer of the foundation to be laid on the engineering part
Cohesive force C) and the movement parameters of volume weight, flow speed, flow rate and the like of the debris flow:
B. determining the design service life n of the project and the maximum design depth h of the base of the project structure according to the fortification grade and the specific control target of the control projectdmaxAnd a design load PdAnd parameters such as self weight G;
c: the statistical formula (1) of the test data provided by the invention is used for calculating the friction coefficient attenuation rate F under the influence of freeze-thaw cycles, and the calculation formula is as follows:
F＝12.037ln(n)-3.7022 (1)
in the formula (1), F is the attenuation rate of the friction coefficient changing along with the freeze-thaw cycle coefficient, and the unit is; n is the number of freeze-thaw cycles, counted as 1 per year.
D, respectively calculating the friction coefficient f of the ith layer of foundation soil in the seasonally frozen soil section after the nth freeze-thaw cycleniAnd then the average is weighted according to the thickness of each soil layer, the friction coefficient of the whole freeze-thaw soil body is reduced, and the average friction coefficient f of the whole seasonal frozen soil is calculatednThe calculation formula is as follows:
in the formula (2), f0iF, original friction coefficient of foundation soil of the ith layer in the seasonally frozen soil section before engineering implementationniThe coefficient of friction of the i-th layer of foundation soil after n times of freeze-thaw cycles, hiThe thickness of the ith layer of foundation soil is shown, m is the total number of the seasonal frozen soil layers, and other parameters have the same meanings as the above.
E comparison hf、hsAnd hdmaxDetermining the thickness h of the seasonal frozen soil section through which the foundation of the control project passes, and respectively checking the anti-slip stability of the control project under the influence of freeze-thaw cycles according to the following conditions:
wherein f is1、f2、f3Three comprehensive friction coefficient values are calculated according to the relative relation between the maximum depth of the foundation of the prevention and control project and the depth of the frozen soil layer, and the calculation method comprises the following steps:
in formulae (3) and (4), kcThe anti-slip stability coefficient of the engineering is prevented and controlled; Σ N is the sum of the forces acting in the vertical direction (kN); Σ P is the sum (KN) of forces in the horizontal direction; f. off、f0Friction coefficients between the perennial frozen soil layer and the deep non-frozen soil layer and the control structure foundation slab are respectively set; other parameters have the same meaning as above.
F: comparison of the coefficient of stability against sliding kcAnd a slip safety factor k, if kcIf the value is more than or equal to k, the anti-skid stability of the control engineering meets the requirement, and the design is finished; if k iscIf k is less than k, the requirement is not satisfied, the step returns to step S002, and the maximum design depth h of the substrate is adjusteddmaxDesign load PdAnd design parameters such as self weight G and the like, and design and checking are continuously carried out according to the reduction rate until the stability meets the requirement.
The invention has the beneficial effects that:
the method fully considers the characteristic that the mechanical property of the foundation soil mass in the alpine and high-altitude areas is attenuated along with freeze thawing circulation, summarizes the law of the attenuation of the friction coefficient of the soil mass and provides a calculation formula through a large number of experiments and data analysis in the early stage, and simultaneously provides the antiskid stability checking method for the prevention and treatment engineering structure respectively by distinguishing different design working conditions, thereby improving the value accuracy of the design parameters of the debris flow prevention and treatment engineering in the seasonal frozen soil area, solving the problems that the value of the design parameters is possibly higher, the base friction coefficient is lower, the design value and the antiskid capability are lower than the design value due to the fact that the influence of freeze thawing is not considered, increasing the prevention and treatment design, and having remarkable applicability advantages compared with the existing design.
Drawings
Fig. 1 is a flowchart of a debris flow prevention and control parameter design optimization method considering freeze-thaw cycle effect according to an embodiment of the present invention;
fig. 2 is a schematic view of a relationship between a control engineering structure and a foundation frozen soil layer according to an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the technical solutions of the present invention are described below clearly and completely, and it is obvious that the described embodiments are some, not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1, the optimal design method for debris flow prevention and control parameters considering the freeze-thaw cycle effect comprises the following steps:
s001, acquiring original friction coefficients of perennial frozen soil, seasonal frozen soil and deep non-frozen soil in an engineering area according to survey data;
s002, according to a reduction rate formula obtained by the inventor through a large number of experiments and data statistics in the early stage, combining the design service life (namely the number of freeze-thaw cycles) and the thickness of the seasonal frozen soil layer, and reducing the friction coefficient of the frozen soil layer;
s003, checking and calculating the anti-skid stability of the structure according to the relative relation between the maximum design depth of the control engineering substrate and the depth of the frozen soil layer according to three conditions;
and S004, finally comparing the anti-slip stability coefficient with the required slip safety coefficient, and carrying out the next design according to the result.
Specifically, S001 includes the steps of:
A. according to geotechnical engineering investigation data, determining perennial frozen soil depth h of area where debris flow gully is locatedfSeasonal frozen soil depth hsAnd the soil mechanics parameters (including friction coefficient f, volume weight gamma and internal friction angle) of each soil layer of the foundation to be laid on the engineering part
Cohesive force C) and movement parameters such as volume weight, flow velocity and flow of the debris flow;
specifically, S002 includes the steps of:
b: determining the design service life n of the project and the maximum design depth h of the base of the project structure according to the fortification grade and the specific control target of the control projectdmaxAnd a design load PdAnd parameters such as self weight G;
c: the statistical formula (1) of the test data provided by the invention is used for calculating the friction coefficient attenuation rate F under the influence of freeze-thaw cycles, and the calculation formula is as follows:
F＝12.037ln(n)-3.7022 (1)
in the formula (1), F is the attenuation rate of the friction coefficient changing along with the number of freeze-thaw cycles, and the unit is; n is the number of freeze-thaw cycles, counted as 1 per year.
D: respectively calculating the friction coefficient f of the ith layer of foundation soil in the seasonally frozen soil section after the nth freeze-thaw cycleniAnd then the average is weighted according to the thickness of each soil layer, the friction coefficient of the whole freeze-thaw soil body is reduced, and the average friction coefficient f of the whole seasonal frozen soil is calculatednThe calculation formula is as follows:
in the formula (2), f0iF, original friction coefficient of foundation soil of the ith layer in the seasonally frozen soil section before engineering implementationniThe coefficient of friction of the i-th layer of foundation soil after n times of freeze-thaw cycles, hiThe thickness of the ith layer of foundation soil is shown, m is the total number of the seasonal frozen soil layers, and other parameters have the same meanings as the above.
Specifically, S003 includes the steps of:
e: comparison hf、hsAnd hdmaxDetermining the thickness h of the seasonal frozen soil section through which the foundation of the control project passes, and respectively checking the anti-slip stability of the control project under the influence of freeze-thaw cycles according to the following conditions:
wherein f is1、f2、f3Three comprehensive friction coefficient values are calculated according to the relative relation between the maximum depth of the foundation of the prevention and control project and the depth of the frozen soil layer, and the calculation method comprises the following steps:
in formulae (3) and (4), kcThe anti-slip stability coefficient of the engineering is prevented and controlled; Σ N is the sum of the forces in the vertical direction (KN); Σ P is the sum (KN) of forces in the horizontal direction; f. off、f0Friction coefficients between the perennial frozen soil layer and the deep non-frozen soil layer and the control structure foundation slab are respectively set; other parameters have the same meaning as above.
Specifically, S004 includes the steps of:
f: comparison of the coefficient of stability against sliding kcAnd a slip safety factor k, if kcIf the value is more than or equal to k, the anti-skid stability of the control engineering meets the requirement, and the design is finished; completion kcIf k is less than k, the requirement is not satisfied, the step returns to step S002, and the maximum design depth h of the substrate is adjusteddmaxDesign load PdAnd design parameters such as self weight G and the like, and design and checking are continuously carried out according to the reduction rate until the stability meets the requirement.
Examples
As shown in FIG. 2, a debris flow trench is located in the Tibet Gongjiang county, and the perennial frozen soil depth h of the area where the debris flow trench is located is determined according to survey dataf1.2m, seasonal frozen soil depth hsThe sand blocking dam is designed to be arranged with 6.8m, 4 layers of foundation soil layers at the dam foundation part are exposed, and the friction coefficients are respectively as follows: permafrost layer ff0.40; seasonal frozen soil layer f10.45 (thickness h)12.6m), seasonal frozen soil layer (f)20.50 (thickness h)23.0 m); f of underlying non-frozen soil layer0＝0.60。
According to the fortification grade and the specific control target of the control project, the design service life of the project is determined to be 20 years, the dam foundation structure adopts the pile foundation and the maximum design depth h of the foundationdmax8.0 m. And calculating the sum sigma N of the vertical acting force to be 226kN and the sum sigma P of the horizontal acting force to be 68kN according to the movement parameters such as the volume weight, the flow speed and the flow of the debris flow and the parameters such as the dam body structure, the self weight and the design load.
Because the engineering area is located in the seasonal frozen soil area, the design optimization method of debris flow control parameters considering the freeze-thaw cycle effect is preferably adopted, and the design steps are as follows:
a: h is determined according to geotechnical engineering investigation dataf＝1.2m，hs＝6.8m，ff＝0.40，f1＝0.45(h1＝2.6m)，f2＝0.50(h2＝3.0m)，f0＝0.60；
B: according to the fortification target, determining n to be 20 and hdmax＝8.0m，∑N＝226kN，∑P＝68kN；
C: calculating the friction coefficient attenuation rate F (12.037 ln) (n) -3.7022 (32.36%) under the influence of freeze-thaw cycles according to a statistical formula (1) of test data provided by the invention;
d: calculating the average friction coefficient f of the whole section of seasonal frozen soiln：
E: comparison hf、hsAnd hdmaxDetermining the thickness h of the pile foundation passing through the seasonal frozen soil sections-hfAnd (3) checking the anti-skid stability of the control engineering under the influence of the freeze-thaw cycle according to the condition of 5.6 m:
f: according to the related requirements of 'design standard of debris flow prevention and control project', the anti-sliding safety coefficient k is 1.15, and k is comparedcAnd k, then kcIf the value is more than k, the antiskid stability of the prevention and treatment project meets the requirement, and the design is finished.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (2)
1. A debris flow prevention and control parameter optimization design method considering freeze-thaw cycle effect is characterized by comprising the following steps:
step 1, determining the perennial frozen soil depth h of the area where the debris flow trench is located according to geotechnical engineering investigation datafSeasonal frozen soil depth hsThe soil mechanics parameters of each soil layer of the foundation of the project part to be laid and the mud-rock flow volume weight, flow velocity and flow motion parameters, wherein the soil mechanics parameters comprise a friction coefficient f, a volume weight gamma and an internal friction angle
Cohesion C;
step 2, determining the design service life n of the project and the maximum design depth h of the base of the project structure according to the fortification grade and the specific control target of the control projectdmaxAnd a design load PdAnd parameters of the dead weight G;
step 3, calculating the friction coefficient attenuation rate F under the influence of freeze-thaw cycles by an experimental data statistical formula (1), wherein the calculation formula is as follows:
F＝12.037ln(n)-3.7022 (1)
in the formula (1), F is the attenuation rate of the friction coefficient changing along with the freeze-thaw cycle coefficient, the unit is percent, n is the number of freeze-thaw cycles, and the number of times per year is 1;
step 4, respectively calculating the friction coefficient f of the ith layer of foundation soil in the seasonally frozen soil section after the nth freeze-thaw cycleniAnd then the average is weighted according to the thickness of each soil layer, the friction coefficient of the whole freeze-thaw soil body is reduced, and the average friction coefficient f of the whole seasonal frozen soil is calculatednThe calculation formula is as follows:
in the formula (2), f0iF, original friction coefficient of foundation soil of the ith layer in the seasonally frozen soil section before engineering implementationniThe coefficient of friction of the i-th layer of foundation soil after n times of freeze-thaw cycles, hiThe thickness of the foundation soil of the ith layer is taken as the standard, m is the total number of the seasonal frozen soil layers, and other parameters have the same meanings as the standard;
step 5, compare hf、hsAnd hdmaxDetermining the thickness h of the seasonal frozen soil section through which the foundation of the control project passes, and respectively checking the anti-slip stability of the control project under the influence of freeze-thaw cycles according to the following conditions:
wherein f is1、f2、f3Three comprehensive friction coefficient values are calculated according to the relative relation between the maximum depth of the foundation of the prevention and control project and the depth of the frozen soil layer, and the calculation method comprises the following steps:
in formulae (3) and (4), kcThe anti-slip stability coefficient of the engineering is prevented and controlled; sigma N is the sum of the forces acting in the vertical direction and is in kN; sigma P is the sum of the horizontal acting force, and the unit kN; f. off、f0Friction coefficients between the perennial frozen soil layer and the deep non-frozen soil layer and the control structure foundation slab are respectively set; other parameters have the same meanings as above;
step 6, comparing the anti-skid stability coefficient kcAnd a slip safety factor k, if kcIf the value is more than or equal to k, the anti-skid stability of the control engineering meets the requirement, and the design is finished; if k iscIf the design depth is less than k, the requirement is not met, the step 2 is returned to, and the maximum design depth h of the substrate is adjusteddmaxDesign load PdAnd designing parameters of the dead weight G, and continuing designing and checking according to the reduction rate until the stability meets the requirement.
2. The optimal design method for debris flow prevention and treatment parameters considering the freeze-thaw cycle effect according to claim 1, wherein the method is applied to the design of the foundation structure of geological disaster prevention and treatment engineering of debris flow and landslide in alpine regions, high altitude, high latitude and seasonal frozen soil regions, or the design of the friction coefficient and the anti-slip coefficient of railways, highways, hydraulic and hydroelectric power towers, foundations of building buildings and foundation engineering in freeze-thaw geotechnical regions.
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| CN113033120B (en) * | 2021-03-19 | 2023-01-31 | 中国地质科学院探矿工艺研究所 | Calculation method for volume weight characteristic value of viscous debris flow |
| CN113111531B (en) * | 2021-04-23 | 2021-10-22 | 中国水利水电科学研究院 | Distributed hydrological model-oriented frozen soil layer thickness simulation method for seasonal frozen soil area |
| CN113343162B (en) * | 2021-05-31 | 2023-07-18 | 东北农业大学 | Method for estimating accumulated infiltration amount and time-period infiltration total amount of snow melt in seasonal frozen soil area |
| CN113331106B (en) * | 2021-06-07 | 2022-11-15 | 南方海洋科学与工程广东省实验室(湛江) | Fishing ground anti-slip column, preparation method of fishing ground anti-slip column and fishing ground |
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