CN110442985A - A kind of debris flow parameter design optimization method considering Frozen-thawed cycled effect - Google Patents
A kind of debris flow parameter design optimization method considering Frozen-thawed cycled effect Download PDFInfo
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Abstract
The present invention provides a kind of debris flow parameter design optimization method for considering Frozen-thawed cycled effect, obtains the original coefficient of friction and thickness of Project Areas permafrost, the non-frozen soil of frost zone and deep according to exploration data first；The coefficient of friction reduction of freeze thawing soil layer is carried out in conjunction with design life (i.e. freezing-thawing cycles) and frost zone thickness further according to the compensation formula that many experiments early period and data statistics obtain；Further according to the relativeness of prevention and cure project substrate design maximum depth and frozen soil layer depth, structure stability against sliding is checked by three kinds of situations respectively, finally compares the safety factor against sliding of Against Sliding Stability property coefficient and requirement, carries out next step design depending on its result.The present invention solves the problems, such as that the deformation failure of the specific aim and accuracy, prevention and mitigation debris dam of prevention and cure project design parameter value under the conditions of frozen swell and melt settlement can be reinforced due to not considering that Frozen-thawed cycled influences and bring Basement surge and anti-slip coefficient are more relatively low than design value.
Description
Technical field
The invention belongs to Geotechnical Engineering field more particularly to a kind of debris flow ginsengs for considering Frozen-thawed cycled effect
Number design optimization method.
Background technique
During Frozen-thawed cycled, soil structure is cooled the influence of raw effect high and cold, high altitude localities Rock And Soil, can lead
The engineering properties of soil is caused to change.Frozen Ground Area carry out roadbed build, the engineering activities such as slope reinforcement, geological hazard control
When, due to newly being acted on into exposed soil by freeze-thaw weathering, in relevant deformation and stability analysis, when selecting Physical And Mechanical Indexes of The Typical
The variation of soil body engineering properties must be taken into consideration.
In the prior art and research in frozen soil mechanics property field, domestic majority achievements be to describe throughout the year frozen soil or
Basic physics, the mechanical property aspect for having melted soil, as the soil body of Permafrost Area settles the multiple physical mechanics processes being related to:
The creep of non-frozen soil, frozen soil upper limit decline caused by thaw collapse, compacted due to permafrost heats up and generates High Temperature Permafrost
Additional settlement deformation etc. caused by the engineering properties of change and soil changes；External research direction, which is directed generally to establish, freezes
Swollen and thaw collapse forecasting model.And the year border and influence of the Nian Nei Frozen-thawed cycled to native engineering properties of superficial layer, frost zone
It then seldom refers to, in addition to Qinghai-Tibet Railway and the relevant cyopedology of Harbin-to-Dalian high-speed rail, there is no other system summaries and research so far
Analysis.In terms of the influence research of Frozen-thawed cycled, existing technological achievement is control with moisture content, compactness and freezing-thawing cycles
Variable processed carries out the critical pore ratio and consolidate compression test of the soil body, sums up influence of the Frozen-thawed cycled to soil body sedimentation and deformation
Mainly with the type of the soil body, moisture content, void ratio, compactness, freezing-thawing cycles, the original state of soil and the stress road of test
Diameter is related with drainage path, other mechanical properties such as shorter mention friction and cutting performance, also has no anti-applied to geological disaster
Control the relevant technologies achievement of aspect.
For the Controlling Debris Flow engineering of high altitude localities, the control structures such as debris dam, drainage groove are generally positioned at superficial
In the freeze thawing Rock And Soil of layer, the parameter to interact between engineering structure and freeze thawing Rock And Soil, which is chosen, is also considered as freeze thawing variation
It influences.Existing mud-rock flow design parameter continues to use the conventional physical parameter of non-freeze thawing area Rock And Soil, does not consider Frozen-thawed cycled to rock
The influence that soil mass property reduces, the design parameter risk higher there are value.Under extreme weather conditions, debris dam may cause
The Basement surge problem more relatively low than design value lower than design value, resistant slide and resistance to capsizing.
Therefore, it is necessary to targetedly propose to consider Frozen-thawed cycled to mudstone on the basis of summarizing combing on going result
Flow the design optimization method of prevention and cure project Rock And Soil physico-mechanical properties influential effect.
Summary of the invention
It is an object of the invention to solve the problems of the above-mentioned prior art, provides and a kind of consider Frozen-thawed cycled effect
Debris flow parameter design optimization method, it is intended to solve existing debris flow control works design parameter and continue to use non-freeze thawing area rock
The conventional physical parameter of the soil body does not consider that influence that Frozen-thawed cycled reduces ground volume property, there are the higher risks of parameter value
The problem of.
The present invention adopts the following technical scheme:
It is a kind of consider Frozen-thawed cycled effect debris flow parameter design optimization method, the debris flow parameter with
Coefficient of friction under Frozen-thawed cycled between debris flow control works structure and substrate Rock And Soil is breach, by carrying out different
The channel deposit of grain composition is influenced characterization experiments by variables such as freezing-thawing cycles, freeze thawing rate, temperature difference luffings, using soil
The means such as pressure sensor, displacement sensor and high speed video observe displacement and change of the accumulation body in thermal exchange
Shape；Changed simultaneously with the tensiometer measurement debris dam being fixed on debris dam model with the skid force of Frozen-thawed cycled, analyzes freeze thawing
Cycle-index is to the influence of fading of frictional force, coefficient of friction and the changing rule of attenuation rate, to summarize the optimization of coefficient of friction
Obtaining value method；And then propose the stability against slope calculation method of debris flow control works.
The present invention can be the specific aim for reinforcing prevention and treatment parameter value, prevention and mitigate debris dam under the conditions of frozen swell and melt settlement
Deformation failure and raising prevention and cure project on-road efficiency provide technical support.
Further, a kind of debris flow method for optimally designing parameters considering Frozen-thawed cycled effect, comprising the following steps:
S001. first according to exploration data obtain Project Areas permafrost, the non-frozen soil of frost zone and deep it is original
Coefficient of friction；
S002. the compensation formula obtained according to inventor by many experiments early period and data statistics, makes in conjunction with design
With the time limit (i.e. freezing-thawing cycles) and Seasonal analysis thickness, the coefficient of friction reduction of freeze thawing soil layer is carried out；
S003. according to the relativeness of prevention and cure project substrate design maximum depth and frozen soil layer depth, three kinds of feelings are pressed respectively
Condition checks structure stability against sliding；
S004. the safety factor against sliding for finally comparing Against Sliding Stability property coefficient and requirement set in next step depending on its result
Meter.
Further, a kind of debris flow parameter design optimization method considering Frozen-thawed cycled effect includes following step
It is rapid:
A: according to geotechnical investigations data, the permafrost depth h of debris flow gully region is determinedf, it is seasonal
Frost penetration hs, the quasi- each soil layer of ground for laying engineering position parameters in soil mechanics (including coefficient of friction f, bulk density γ, interior friction
AngleCohesive strength C) and the kinematic parameters such as mud-rock flow bulk density, flow velocity, flow:
B. according to set up defences grade and the specific prevention target of prevention and cure project, design life n, the engineering knot of engineering are determined
The substrate design maximum depth h of structuredmaxWith design load PdAnd the parameters such as self weight G；
C: test data statistical formula (1) provided by the present invention calculates coefficient of friction under the influence of Frozen-thawed cycled and declines
Lapse rate F, calculation formula are as follows:
F=12.037ln (n) -3.7022 (1)
In formula (1), F is the attenuation rate of the friction coefficient Frozen-thawed cycled index variation, unit %；N is Frozen-thawed cycled
Number, is calculated as 1 time every year.
D: after calculating separately experience n-th Frozen-thawed cycled, the coefficient of friction f of i-th layer of foundation soil in frost zone sectionni,
It is weighted and averaged, the coefficient of friction of the whole section of freeze thawing soil body is reduced, to calculate whole section of season by each the thickness of the layer again
The average friction coefficient f of property frozen soiln, calculation formula are as follows:
In formula (2), f0iImplement the original coefficient of friction of i-th layer of foundation soil in preceding frost zone section, f for prevention and cure projectni
For coefficient of friction of the i-th layer of foundation soil after n times Frozen-thawed cycled, hiFor the thickness of i-th layer of foundation soil, m is frost zone
Layer sum, other parameters meaning are the same.
E: compare hf、hsAnd hdmax, determine the frost zone section thickness h that prevention and cure project basis passes through, and press following situation
The stability against sliding of the prevention and cure project under the influence of Frozen-thawed cycled is checked respectively:
Wherein, f1、f2、f3Respectively according to the relativeness of prevention and cure project basis depth capacity and frozen soil layer depth, calculate
Three kinds of SimMan universal patient simulator values out, calculation method are as follows:
In formula (3) and (4), kcFor prevention and cure project stability against slope coefficient；∑ N is the summation of vertical direction active force
(kN)；∑ P is the summation (KN) of horizontal direction active force；ff、f0The respectively non-frozen soil layer of permafrost layer and deep and prevention and treatment is tied
Coefficient of friction between structure sole plate；Other parameters meaning is the same.
F: compare stability against sliding coefficient kcWith safety factor against sliding k, if kc>=k, then prevention and cure project stability against sliding meets
It is required that design is completed；If kc< k is then unsatisfactory for requiring, and returns to step S002, adjusts substrate design maximum depth hdmax, design
Load pdAnd the design parameters such as self weight G, continue that check is designed and checked by compensation, until stability is met the requirements.
Beneficial effects of the present invention:
The present invention fully considers the spy that high and cold, high altitude localities foundation soil body mechanical property decays with Frozen-thawed cycled
Point is analyzed by many experiments early period and data, is summed up the rule of soil body coefficient of friction decaying and is proposed calculation formula, simultaneously
By distinguishing different design conditions, the stability against sliding Method for Checking of prevention and cure project structure is proposed respectively, to improve season
The value accuracy of section property permafrost region debris flow control works design parameter, solves due to not considering freeze thawing influence and bring
Possible higher, the low problem more relatively low than design value with design value, resistant slide ability of Basement surge of design parameter value, increases
Prevention and treatment design, has with existing design compared with and is significantly applicable in sexual clorminance.
Detailed description of the invention
Fig. 1 is a kind of debris flow parameter design optimization for consideration Frozen-thawed cycled effect that the embodiment of the present invention provides
Method flow diagram；
Fig. 2 is prevention and cure project structure provided in an embodiment of the present invention and ground frozen soil layer relation schematic diagram.
Specific embodiment
To make the object, technical solutions and advantages of the present invention clearer, the technical solution below in the present invention carries out clear
Chu is fully described by, it is clear that described embodiments are some of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
As shown in Figure 1, a kind of debris flow method for optimally designing parameters of consideration Frozen-thawed cycled effect of the invention, packet
Include following steps:
S001, first according to exploration data obtain Project Areas permafrost, the non-frozen soil of frost zone and deep it is original
Coefficient of friction；
S002 makes according to the compensation formula that inventor obtains by many experiments early period and data statistics in conjunction with design
With the time limit (i.e. freezing-thawing cycles) and Seasonal analysis thickness, the coefficient of friction reduction of frozen soil layer is carried out；
S003 presses three kinds of feelings according to the relativeness of prevention and cure project substrate design maximum depth and frozen soil layer depth respectively
Condition checks structure stability against sliding；
S004 finally compares the safety factor against sliding of Against Sliding Stability property coefficient and requirement, set in next step depending on its result
Meter.
Specifically, S001 the following steps are included:
A. according to geotechnical investigations data, the permafrost depth h of debris flow gully region is determinedf, seasonal freeze
Native depth hs, the quasi- each soil layer of ground for laying engineering position parameters in soil mechanics (including coefficient of friction f, bulk density γ, internal friction angleCohesive strength C) and the kinematic parameters such as mud-rock flow bulk density, flow velocity, flow；
Specifically, S002 the following steps are included:
B: according to set up defences grade and the specific prevention target of prevention and cure project, design life n, the engineering knot of engineering are determined
The substrate design maximum depth h of structuredmaxWith design load PdAnd the parameters such as self weight G；
C: test data statistical formula (1) provided by the present invention calculates coefficient of friction under the influence of Frozen-thawed cycled and declines
Lapse rate F, calculation formula are as follows:
F=12.037ln (n) -3.7022 (1)
In formula (1), F is the attenuation rate of the friction coefficient freezing-thawing cycles variation, unit %；N is Frozen-thawed cycled
Number, is calculated as 1 time every year.
D: after calculating separately experience n-th Frozen-thawed cycled, the coefficient of friction f of i-th layer of foundation soil in frost zone sectionni,
It is weighted and averaged, the coefficient of friction of the whole section of freeze thawing soil body is reduced, to calculate whole section of season by each the thickness of the layer again
The average friction coefficient f of property frozen soiln, calculation formula are as follows:
In formula (2), f0iImplement the original coefficient of friction of i-th layer of foundation soil in preceding frost zone section, f for prevention and cure projectni
For coefficient of friction of the i-th layer of foundation soil after n times Frozen-thawed cycled, hiFor the thickness of i-th layer of foundation soil, m is frost zone
Layer sum, other parameters meaning are the same.
Specifically, S003 the following steps are included:
E: compare hf、hsAnd hdmax, determine the frost zone section thickness h that prevention and cure project basis passes through, and press following situation
The stability against sliding of the prevention and cure project under the influence of Frozen-thawed cycled is checked respectively:
Wherein, f1、f2、f3Respectively according to the relativeness of prevention and cure project basis depth capacity and frozen soil layer depth, calculate
Three kinds of SimMan universal patient simulator values out, calculation method are as follows:
In formula (3) and (4), kcFor prevention and cure project stability against slope coefficient；∑ N is the summation of vertical direction active force
(KN)；∑ P is the summation (KN) of horizontal direction active force；ff、f0The respectively non-frozen soil layer of permafrost layer and deep and prevention and treatment is tied
Coefficient of friction between structure sole plate；Other parameters meaning is the same.
Specifically, S004 the following steps are included:
F: compare stability against sliding coefficient kcWith safety factor against sliding k, if kc>=k, then prevention and cure project stability against sliding meets
It is required that design is completed；Complete kc< k is then unsatisfactory for requiring, and returns to step S002, adjusts substrate design maximum depth hdmax, set
Count load pdAnd the design parameters such as self weight G, continue that check is designed and checked by compensation, until stability is met the requirements.
Embodiment
As shown in Fig. 2, certain debris flow gully is located at Tibet Gongbujiangda country, according to exploration data, debris flow gully region
Permafrost depth hf=1.2m, frost zone depth hs=6.8m intends laying debris dam one, the ground at dam foundation position
Soil layer discloses 4 layers altogether, and coefficient of friction is respectively as follows: the f of permafrost layerf=0.40；The f of Seasonal analysis 1.1=0.45
(thickness h1=2.6m), the f of Seasonal analysis 2.2=0.50 (thickness h2=3.0m)；Underlie the f of non-frozen soil layer0=0.60.
According to set up defences grade and the specific prevention target of prevention and cure project, determine that the design life of engineering is 20 years, dam
Based structures use pile foundation, substrate design maximum depth hdmax=8.0m.According to kinematic parameters such as mud-rock flow bulk density, flow velocity, flows
With the parameters such as dam structure, self weight, design load, the summation ∑ N=226kN of vertical direction active force, horizontal direction are calculated
The summation ∑ P=68kN of active force.
Since Project Areas is located at seasonal frozen soil region, it is preferred to use a kind of mudstone of consideration Frozen-thawed cycled effect of the invention
Stream prevention and treatment parameter design optimization method, design procedure are as follows:
A: according to geotechnical investigations data, h is determinedf=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 target of setting up defences, n=20, h are determineddmax=8.0m, ∑ N=226kN, ∑ P=68kN；
C: test data statistical formula (1) provided by the present invention calculates coefficient of friction under the influence of Frozen-thawed cycled and declines
Lapse rate F=12.037ln (n) -3.7022=32.36%；
D: the average friction coefficient f of whole section of frost zone is calculatedn:
E: compare hf、hsAnd hdmax, determine that pile foundation passes through thickness h=h of frost zone sections-hf=5.6m, and press situation
The stability against sliding of prevention and cure project under the influence of 3 checking computations Frozen-thawed cycleds:
F: according to the related request of " debris flow control works design specification ", resistant slide safety coefficient k takes 1.15, compares kc
And k, then kc> k, i.e. prevention and cure project stability against sliding are met the requirements, and design is completed.
Finally, it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
Present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: it still may be used
To modify the technical solutions described in the foregoing embodiments or equivalent replacement of some of the technical features；
And these are modified or replaceed, technical solution of various embodiments of the present invention that it does not separate the essence of the corresponding technical solution spirit and
Range.
Claims (2)
1. a kind of debris flow method for optimally designing parameters for considering Frozen-thawed cycled effect, which is characterized in that including following step
It is rapid:
Step 1. determines the permafrost depth h of debris flow gully region according to geotechnical investigations dataf, seasonal freeze
Native depth hs, the quasi- each soil layer of ground for laying engineering position parameters in soil mechanics and the movements ginseng such as mud-rock flow bulk density, flow velocity, flow
Number, the parameters in soil mechanics includes coefficient of friction f, bulk density γ, internal friction angleCohesive strength C；
Step 2. determines design life n, the engineering knot of engineering according to set up defences grade and the specific prevention target of prevention and cure project
The substrate design maximum depth h of structuredmaxWith design load PdAnd the parameter of self weight G；
Step 3. calculates coefficient of friction attenuation rate F under the influence of Frozen-thawed cycled by experimental data statistical formula (1), calculates public
Formula are as follows:
F=12.037ln (n) -3.7022 (1)
Formula (1), F are the attenuation rate of the friction coefficient Frozen-thawed cycled index variation, and unit %, n are freezing-thawing cycles, every year
It is calculated as 1 time；
After step 4. calculates separately experience n-th Frozen-thawed cycled, the coefficient of friction f of i-th layer of foundation soil in frost zone sectionni,
It is weighted and averaged, the coefficient of friction of the whole section of freeze thawing soil body is reduced, to calculate whole section of season by each the thickness of the layer again
The average friction coefficient f of property frozen soiln, calculation formula are as follows:
In formula (2), f0iImplement the original coefficient of friction of i-th layer of foundation soil in preceding frost zone section, f for prevention and cure projectniIt is i-th
Coefficient of friction of the layer foundation soil after n times Frozen-thawed cycled, hiFor the thickness of i-th layer of foundation soil, m is that Seasonal analysis is total
Number, other parameters meaning are the same；
Step 5. compares hf、hsAnd hdmax, determine the frost zone section thickness h that prevention and cure project basis passes through, and press following situation
The stability against sliding of the prevention and cure project under the influence of Frozen-thawed cycled is checked respectively:
Wherein, f1、f2、f3It is calculated respectively according to the relativeness of prevention and cure project basis depth capacity and frozen soil layer depth
Three kinds of SimMan universal patient simulator values, calculation method are as follows:
In formula (3) and (4), kcFor prevention and cure project stability against slope coefficient；∑ N is the summation of vertical direction active force, unit
kN；∑ P is the summation of horizontal direction active force, unit kN；ff、f0The respectively non-frozen soil layer of permafrost layer and deep and prevention and treatment
Coefficient of friction between structure basis bottom plate；Other parameters meaning is the same；
Step 6. compares stability against sliding coefficient kcWith safety factor against sliding k, if kc>=k, then prevention and cure project stability against sliding meets
It is required that design is completed；If kc< k is then unsatisfactory for requiring, and returns to step 2, adjusts substrate design maximum depth hdmax, design load
PdAnd the design parameters such as self weight G, continue that check is designed and checked by compensation, until stability is met the requirements.
2. a kind of debris flow method for optimally designing parameters for considering Frozen-thawed cycled effect according to claim 1,
It is characterized in that, this method is applied to high and cold, High aititude, high latitude and seasonal frozen soil region mud-rock flow, the geological disaster on landslide is prevented
It controls in the basic constructional design of engineering or freeze thawing ground district railway, highway, water conservancy and hydropower, electric power control tower, building construction
In the design of ground and the coefficient of friction and anti-slip coefficient of foundation engineering.
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| CN113111531A (en) * | 2021-04-23 | 2021-07-13 | 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 |
| CN113343162A (en) * | 2021-05-31 | 2021-09-03 | 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 |
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| CN112411615A (en) * | 2020-11-06 | 2021-02-26 | 四川建筑职业技术学院 | Design method of assembled debris flow drainage groove retaining wall |
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| 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 |
| CN113331106A (en) * | 2021-06-07 | 2021-09-03 | 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 |
| 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 |
| CN116051620A (en) * | 2023-04-03 | 2023-05-02 | 之江实验室 | Method and system for estimating active layer thickness of frozen soil area based on InSAR technology |
| CN116051620B (en) * | 2023-04-03 | 2023-07-21 | 之江实验室 | Method and system for estimating active layer thickness of frozen soil area based on InSAR technology |
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