CN106501147A - A kind of assay method of dykes and dams osmotic stability and the risk that inrushes - Google Patents

A kind of assay method of dykes and dams osmotic stability and the risk that inrushes Download PDF

Info

Publication number
CN106501147A
CN106501147A CN201610907164.1A CN201610907164A CN106501147A CN 106501147 A CN106501147 A CN 106501147A CN 201610907164 A CN201610907164 A CN 201610907164A CN 106501147 A CN106501147 A CN 106501147A
Authority
CN
China
Prior art keywords
dams
dykes
critical
risk
determination
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201610907164.1A
Other languages
Chinese (zh)
Inventor
贺可强
郭璐
张冰
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Qingdao University of Technology
Original Assignee
Qingdao University of Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Qingdao University of Technology filed Critical Qingdao University of Technology
Priority to CN201610907164.1A priority Critical patent/CN106501147A/en
Publication of CN106501147A publication Critical patent/CN106501147A/en
Pending legal-status Critical Current

Links

Classifications

    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
    • G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
    • G01N15/082—Investigating permeability by forcing a fluid through a sample
    • G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change

Landscapes

  • Chemical & Material Sciences (AREA)
  • Physics & Mathematics (AREA)
  • Analytical Chemistry (AREA)
  • Dispersion Chemistry (AREA)
  • Health & Medical Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Fluid Mechanics (AREA)
  • Biochemistry (AREA)
  • General Health & Medical Sciences (AREA)
  • General Physics & Mathematics (AREA)
  • Immunology (AREA)
  • Pathology (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
  • Testing Or Calibration Of Command Recording Devices (AREA)

Abstract

The present invention relates to hydraulic engineering estimation of stability and monitoring and warning field, the assay method of more particularly to a kind of dykes and dams osmotic stability and the risk that inrushes.A kind of dykes and dams osmotic stability and the assay method of the risk that inrushes, comprise the steps：(1) determination of dykes and dams transverse cross-sectional view and its basic physical and mechanical parameters；(2) determination of the most short flow path length of dam seepage and maximum infiltration hydraulic gradient；(3) there is the determination of its critical hydraulic gradient during destruction in dykes and dams；(4) determination of the critical seepage stability mean breadth of dykes and dams；(5) dykes and dams osmotic stability is evaluated and dam break Risk-warning；(6) determination of dykes and dams osmotic stability critical head height.The inventive method can overcome the shortcomings of that Classical forecast evaluation methodology is present and limitation to a certain extent, and there is important using value in stability of earth dams and risk assessment field.

Description

A kind of assay method of dykes and dams osmotic stability and the risk that inrushes
Technical field
The present invention relates to hydraulic engineering estimation of stability and monitoring and warning field, more particularly to a kind of dykes and dams osmotic stability Assay method with the risk that inrushes.
Background technology
Dykes and dams are the structures in order to prevent flood, tidewater from spreading unchecked and building, and are the important sets of China's flood-prevention project system Into part.More than 270,000 kilometers of China's existing dike, protects farmland 32,200,000 hectares, protects population 3.22 hundred million.But current many dikes Dam is made soil body granule in dykes and dams be lost in or the generation movement of the local soil body, is caused dykes and dams due to the effect of long-term high water level penetration , often there is the infiltration damaged deformation such as stream soil and piping in deformation even unstability, along with nature and artificial destruction, most dykes and dams are deposited In dam break potential safety hazard.The frequency and the order of severity that big flood occurs in recent years has the trend for continuing to increase, and dykes and dams risk is Become one of key factor of restriction China hydraulic engineering safety and the national economic development.It is therefore desirable to stability of earth dams and Its risk is analyzed and assesses, so as to provide reliable technical support for stability of earth dams with risk assessment of inrushing.
Stability of earth dams conventional both at home and abroad mainly has several as follows with the risk evaluating method that inrushes at present：(1) engineering ground Matter analogy method.Target dykes and dams to be evaluated are mainly carried out contrast to estimate target dike by the method with similar history dam break case The stability and its risk on dam, including its potential failure pattern and relative risk.Yet with dykes and dams unstability be in external loads and Many factors synergy such as internal weak link (including fault in material, miscarriages) issues hair growth promoting exhibition, and which is uncertain Factor is very big, even if two very high dykes and dams of engineering characteristic similarity, due to not accounting for the practical operation situation of dykes and dams, therefore The risk for estimating target dykes and dams can not be used alone to；(2) method of expertise.The method is adopted in dykes and dams risk preliminary analyses The method that application expertise determines dam failure probability during event tree method, mainly from a certain loading status or operating mode, according to thing The physical process of part development, each key element that bursts to constituting dykes and dams carry out logical analyses, form the instrument of multiple dam-break flows, by There are the expert judgments of abundant engineering experience and analyze the probability that bursts burst under pattern dykes and dams more.But the method is excessively relied on In expertise and subjective judgment, if expertise is not enough enriched, the correctness and accurately of assigned probability may be had influence on Property；(3) systematic analysis technique method.Such method is mainly by targetedly evaluation methodology to the multi-level, many of embankment safety Object construction system makes overall merit, can be subdivided into dynamical-system approach, and use projection pursuit, Set Pair Analysis, matter-element The a collection of new method such as extensive analysis, Rough Set, neutral net, fuzzy overall evaluation.But the structure of the method appraisement system Build and go back imperfection, and embankment safety influence factor is difficult to determine, it is thorough that its influence factor is difficult to consider, by some calculating sides Method, can only quantitatively consider the influence degree and weight of some influence factors, and its evaluation result is still less reliable, with certain Probability and ambiguity.
Content of the invention
For above-mentioned conventional dam estimation of stability and the deficiency of Risk testing method, the invention provides a kind of dykes and dams ooze Stability and the assay method of the risk that inrushes, by the exploration to dykes and dams system and laboratory soil test, determine which laterally cuts open thoroughly Face figure and basic physical and mechanical parameters, and then determine its most short flow path length and maximum infiltration hydraulic gradient, and obtain dykes and dams The critical seepage stability mean breadth of the corresponding dykes and dams of critical hydraulic gradient during raw seepage failure, by will be steady for critical for dykes and dams infiltration Determine mean breadth to be compared with actual average width, judge whether which stablizes and its relative risk, determine which is stable so as to reach Property and evaluate the purpose of its risk size that inrushes.
For achieving the above object, the present invention is adopted the following technical scheme that：
A kind of dykes and dams osmotic stability and the assay method of the risk that inrushes, comprise the steps：
Step one：Dykes and dams transverse cross-sectional view and its determination of basic physical and mechanical parameters；
Step 2：The most short flow path length of dam seepage and the determination of maximum infiltration hydraulic gradient；
Step 3：There is the determination of its critical hydraulic gradient during destruction in dykes and dams；
Step 4：The determination of the critical seepage stability mean breadth of dykes and dams；
Step 5：Dykes and dams osmotic stability is evaluated and dam break Risk-warning；
Step 6：The determination of dykes and dams osmotic stability critical head height.
The determination method of dykes and dams transverse cross-sectional view and its basic physical and mechanical parameters described in step one is：
Determine height H, the height of water level H of dykes and dams0, width at dam crest Da, dam bottom width Db, dam both sides gradient Coefficient m1、m2, paint Go out dykes and dams transverse cross-sectional view；Dykes and dams soil body sample is obtained by drill hole sampling, the examination of the dykes and dams soil body is determined with geotechnological laboratory test Sample specific density of solid particles ds, soil porosity n, grain graininess composition and particle diameter summation curve.
The most short flow path length of dam seepage described in step 2 and maximum permeate the determination method of hydraulic gradient：
1) assume that the dam slope of dykes and dams is infiltrated and infiltrated for uniform planar, which infiltrates a little take that dam slope infiltrates actual head height one Half, then which goes out to ooze a little to be located at and infiltrates on the downstream dam slope position of below point height, infiltrates flow path geometrical relationship by seepage flow and determines times One seepage flow flow path length L and infiltration hydraulic gradient i：
In formula：H' is flow path water-head；
2) formula (2) is obtained to h' derivationsWhen, infiltration hydraulic gradient i is maximum, willSubstitution formula (1) (2) Most short flow path length LminWith maximum infiltration hydraulic gradient imax：
When dykes and dams described in step 3 occur destruction, the determination method of its critical hydraulic gradient is：
1) there is the determination of critical hydraulic gradient during stream soil in dykes and dams
As seepage force γwWhen i is equal to the buoyant weight degree γ ' of soil, the critical state of local products life stream soil, i.e.,：
In formula：icr1There is critical hydraulic gradient during stream soil for dykes and dams；
2) there is the determination of critical hydraulic gradient during piping in dykes and dams
In formula：icr2There is critical hydraulic gradient during piping for dykes and dams；
d5、d20Content respectively less than the particle diameter accounts for the grain diameter of 5% and the 20% of total soil weight, and its value is according to interior The particle diameter summation curve that test is obtained determines；
According to icr1、icr2Take the critical hydraulic gradient i that both maximums occur seepage failure as dykes and damscr.
The determination method of the critical seepage stability mean breadth of dykes and dams described in step 4 is：
Maximum infiltration hydraulic gradient i of dykes and damsmaxReach critical hydraulic gradient icrWhen, there are seepage failure, i.e. dykes and dams in dykes and dams Critical seepage stability mean breadth DcrFor：
The evaluation of dykes and dams osmotic stability and dam break method for prewarning risk described in step 5 be：
Dykes and dams actual average width D is：
1) dykes and dams osmotic stability is evaluated
By dykes and dams actual average width D and critical seepage stability mean breadth DcrContrasted, if D is ＞ Dcr, then judge dike Dam is stable, if D≤Dcr, then judge that dykes and dams are unstable；
2) determination of dykes and dams relative risk and the division of risk class
When judging that dykes and dams are unstable, its relative risk R is：
When R≤30%, judge dykes and dams risk class as little；When 30% ＜ R≤60%, judge dykes and dams risk class as In；As R ＞ 60%, judge dykes and dams risk class as big；Scope according to above-mentioned relative risk R carries out different grades of to dykes and dams Risk-warning.
Dykes and dams osmotic stability critical head method for determining height described in step 6 is：
On the premise of dykes and dams actual average width D, when maximum infiltration hydraulic gradient i in dam bodymaxReach seepage failure to face Boundary's hydraulic gradient icrWhen corresponding head height be dykes and dams osmotic stability critical head height H'0：
The theoretical foundation of step 2 of the present invention is as follows with ultimate principle：
As seepage field of embankments is extremely complex, which infiltrates and a little determines with going out to ooze, it is therefore assumed that the dam slope of dykes and dams enters Ooze and infiltrate for uniform planar, which infiltrates the half for a little taking that dam slope infiltrates actual head height, then which goes out to ooze a little a little high positioned at infiltrating On downstream dam slope position below journey, the possible seepage flow of its dam body infiltrates flow path such as Fig. 5.Therefore set and infiltrate a little as dam body upstream dam slope Water level contact point and the midpoint (being designated as point A) of toe, cross point A and make AB ∥ DC friendship downstream dam slopes in point B, and make AH ⊥ DC, intersection point For point H.
Known by seepage flow relation, going out to ooze a little should be between the dam slope BC of downstream.In order to calculate each bar flow path length, by permeation pathway See straight line as, it is therefore assumed that there is a moving point M between BC, cross moving point M start straight line NM ⊥ AH, intersection point is point N.Cross point B make auxiliary Index contour BP ⊥ NM, intersection point are point P.
If flow path water-head is h', BP=AN=h', in △ BMP,Then PM=h'm2.AgainThereforeIn △ ANM,
Obtained by the relation of Da, Dc in figure：
Dc=(m1+m2)(H-H0)+Da
Order
Then its flow path length L with infiltration hydraulic gradient i is：
The theoretical foundation of step 3 of the present invention is as follows with ultimate principle：
The effect for being primarily due to seepage force that dykes and dams seepage failure occurs, makes soil body granule in dykes and dams be lost in or office Portion's soil body produces movement, causes the seepage failure of dykes and dams deformation even unstability, main performance to be deformed into stream soil and two kinds of shapes of piping Formula.
1) soil body overcomes downward gravity under seepage force effect upwards, and the soil body will float or be subject to broken Bad, this under the effect of seepage force upwards, when intergranular effective stress is 0, particle swarm suspends, mobile phenomenon is referred to as flowing soil Phenomenon.According to the condition that stream soil occurs, hydraulic gradient when making the soil body start to occur to flow native phenomenon is referred to as critical hydraulic gradient icr1, it is clear that seepage force γwWhen i is equal to the buoyant weight degree γ ' of soil, the critical state of local products life stream soil, i.e.,：
Above formula shows, critical hydraulic gradient icr1Closely related with soil nature, research shows, the nonuniformity coefficient of soil is bigger, icr1Less, in soil, fine particle content is high, icr1Value increase；The infiltration coefficient of soil is bigger, icr1Lower.
2) under current osmosiss, in dykes and dams, fine grained is moved in the hole that coarse granule is formed, so that be lost in；With The hole of soil constantly expands, and percolation flow velocity is continuously increased, and thicker granule is also gradually taken away by current in succession, ultimately results in the soil body The interior seepage flow pipeline for forming insertion, causes Study on Soil Collapse, and this phenomenon is referred to as piping.
Piping occur hydraulics be seepage force can drive fine grained roll between hole or movement be generation piping Hydraulics, can be represented with the hydraulic gradient of piping, the critical hydraulic gradient basis of piping《Water conservancy and hydropower Geological Engineering Geotechnical investigation code》(GB50487-2008) determine：
Compared with prior art, the present invention has technique effect excellent as follows：
The present invention be directed to osmosiss mechanism and feature of the water to dykes and dams, according to the actual permeation pathway of dykes and dams with permeate During destruction, the relation of critical permeation pathway judges whether dykes and dams are stable, and is set up with this and determine a kind of dykes and dams osmotic stability Assay method with the risk that inrushes.The method can overcome the shortcomings of that Classical forecast evaluation methodology has drawn game to a certain extent Sex-limited, there is important using value in stability of earth dams and risk assessment field.
Description of the drawings
Fig. 1 is method flow schematic diagram according to the present invention；
Fig. 2 is dykes and dams transverse cross-sectional view；
Fig. 3 is dykes and dams particle diameter summation curve figure；
Fig. 4 is dykes and dams flow-net diagram；
Fig. 5 becomes a mandarin flow path geometrical relationship figure for dam seepage；
Fig. 6 is embodiment dykes and dams transverse cross-sectional view.
Specific embodiment
Institute's research dykes and dams of the present invention are located at tributary of Yangtze downstream, and its practical situation and surrounding have been found out, while dike The built initial stage data in dam and dykes and dams entire scope also clearly, possess this invention application conditions.Below in conjunction with the accompanying drawings and specifically Embodiment, is described in detail by taking this dykes and dams as an example.Specific embodiment is as follows with process：
Step one：Dykes and dams transverse cross-sectional view and its determination of basic physical and mechanical parameters
Foundation《Water conservancy and hydropower Geological Engineering geotechnical investigation code》(GB50487-2008) system is carried out to dykes and dams to be determined, Prospecting and survey and drawing of investigation, the height H for determining dykes and dams are 7m, height of water level H0For 5m, width at dam crest DaFor 2.5m, dam bottom width Db For 7.6m, dam both sides gradient Coefficient m1、m20.364 is, and dykes and dams is drawn by a certain percentage on the basis of prospecting mapping and is laterally cutd open Face figure (see Fig. 6)；While foundation《Architectural engineering geological drilling technology standard》(JGJ87-92) and《Soil test method mark Accurate》(GB/T50123-1999) dykes and dams soil body sample is obtained by drill hole sampling, has been drilled and hole has been poured with cement mortar in time, In case drilling is produced on dam body damaging so as to affect stability of earth dams, dykes and dams soil body sample grogs is determined with geotechnological laboratory test Relative density dsPorosity n for 1.71, soil is 0.48, grain graininess composition and particle diameter summation curve (see Fig. 3).
Step 2：The most short flow path length of dam seepage and the determination of maximum infiltration hydraulic gradient
1) as seepage field of embankments is extremely complex, which infiltrates and a little determines with going out to ooze, it is therefore assumed that the dam slope of dykes and dams Infiltrate and infiltrate for uniform planar, which infiltrates the half for a little taking that dam slope infiltrates actual head height, then which goes out to ooze a little to be located at and infiltrates a little On downstream dam slope position below elevation, the possible seepage flow of its dam body infiltrates flow path such as Fig. 5.Flow path geometrical relationship is infiltrated by seepage flow can Determine arbitrary seepage flow flow path length L with infiltration hydraulic gradient i：
In formula：H' is flow path water-head；
2) by formula (2) to h' derivations, can obtainWhen, infiltration hydraulic gradient i is maximum, willSubstitution formula (1) (2) Most short flow path length L can be obtainedminWith maximum infiltration hydraulic gradient imax：
Step 3：There is the determination of its critical hydraulic gradient during destruction in dykes and dams
When the banking material of dykes and dams is reached certain value by effect its hydraulic gradient of water, just easily there is stream soil and piping is oozed Destroy thoroughly, therefore determine critical hydraulic gradient when dykes and dams generation stream soil and piping seepage failure respectively；
1) there is the determination of critical hydraulic gradient during stream soil in dykes and dams
As seepage force γwWhen i is equal to the buoyant weight degree γ ' of soil, the critical state of local products life stream soil, therefore：
In formula：icr1There is critical hydraulic gradient during stream soil for dykes and dams；
2) there is the determination of critical hydraulic gradient during piping in dykes and dams
In formula：icr2There is critical hydraulic gradient during piping for dykes and dams；
d5、d20Content respectively less than the particle diameter accounts for the grain diameter (mm) of 5% and the 20% of total soil weight；
According to icr1、icr2Take the critical hydraulic gradient i that both maximums occur seepage failure as dykes and damscr=0.369.
Step 4：The determination of the critical seepage stability mean breadth of dykes and dams
Maximum infiltration hydraulic gradient i of dykes and damsmaxReach critical hydraulic gradient icrWhen, dykes and dams will occur seepage failure, because This, the critical seepage stability mean breadth D of dykes and damscrFor：
Step 5：Dykes and dams osmotic stability is evaluated and dam break Risk-warning
1) dykes and dams osmotic stability is evaluated
By dykes and dams actual average width D and critical seepage stability mean breadth DcrContrasted, found＜ Dcr=5.19m, judges that dykes and dams are unstable under current level.
2) determination of dykes and dams relative risk and the division of risk class
During because of R≤30%, judge dykes and dams risk class as little.
Step 6：The determination of dykes and dams osmotic stability critical head height
On the premise of dykes and dams actual average width D, when maximum infiltration hydraulic gradient i in dam bodymaxReach seepage failure to face Boundary's hydraulic gradient icrWhen corresponding head height be dykes and dams osmotic stability critical head height H'0：

Claims (7)

1. the assay method of a kind of dykes and dams osmotic stability and the risk that inrushes, it is characterised in that comprise the steps：
Step one：Dykes and dams transverse cross-sectional view and its determination of basic physical and mechanical parameters；
Step 2：The most short flow path length of dam seepage and the determination of maximum infiltration hydraulic gradient；
Step 3：There is the determination of its critical hydraulic gradient during destruction in dykes and dams；
Step 4：The determination of the critical seepage stability mean breadth of dykes and dams；
Step 5：Dykes and dams osmotic stability is evaluated and dam break Risk-warning；
Step 6：The determination of dykes and dams osmotic stability critical head height.
2. the assay method of dykes and dams osmotic stability according to claim 1 and the risk that inrushes, it is characterised in that step one The determination method of described dykes and dams transverse cross-sectional view and its basic physical and mechanical parameters is as follows：
Determine height H, the height of water level H of dykes and dams0, width at dam crest Da, dam bottom width Db, dam both sides ratio of slope m1、m2, draw dykes and dams horizontal To profile；Dykes and dams soil body sample is obtained by drill hole sampling, dykes and dams soil body sample grogs phase is determined with geotechnological laboratory test To density ds, soil voidage n, grain graininess composition and particle diameter summation curve.
3. the assay method of dykes and dams osmotic stability according to claim 2 and the risk that inrushes, it is characterised in that step 2 The determination method of the most short flow path length of described dam seepage and maximum infiltration hydraulic gradient is as follows：
1) assume that the dam slope of dykes and dams is infiltrated to infiltrate for uniform planar, which infiltrates the half for a little taking that dam slope infiltrates actual head height, Then which goes out to ooze a little to be located at and infiltrates on the downstream dam slope position of below point height, infiltrates flow path geometrical relationship by seepage flow and determines arbitrary oozing Stream flow path length L and infiltration hydraulic gradient i：
L = h ′ 2 + ( D ′ + h ′ m 2 ) 2 - - - ( 1 )
i = Δ h L = h ′ ( D ′ + h ′ m 2 ) 2 + h ′ 2 - - - ( 2 )
In formula：H' is flow path water-head；
D ′ = D a + D b + ( m 1 + m 2 ) ( H - H 0 ) 2 ;
2) formula (2) is obtained to h' derivationsWhen, infiltration hydraulic gradient i is maximum, willSubstitution formula (1) (2) obtains most short Flow path length LminWith maximum infiltration hydraulic gradient imax：
L min = 1 m 2 2 + ( D ′ + 1 ) 2 - - - ( 3 )
i m a x = 1 [ m 2 ( D ′ + 1 ) ] 2 + 1 - - - ( 4 ) .
4. the assay method of dykes and dams osmotic stability according to claim 3 and the risk that inrushes, it is characterised in that step 3 The determination method that described dykes and dams occur its critical hydraulic gradient during destruction is as follows：
1) there is the determination of critical hydraulic gradient during stream soil in dykes and dams
As seepage force γwWhen i is equal to the buoyant weight degree γ ' of soil, the critical state of local products life stream soil, i.e.,：
i c r 1 = γ ′ γ w = ( d s - 1 ) ( 1 - n ) - - - ( 5 )
In formula：icr1There is critical hydraulic gradient during stream soil for dykes and dams；
2) there is the determination of critical hydraulic gradient during piping in dykes and dams
i c r 2 = 2.2 ( d s - 1 ) ( 1 - n 2 ) d 5 d 20 - - - ( 6 )
In formula：icr2There is critical hydraulic gradient during piping for dykes and dams；
d5、d20Content respectively less than the particle diameter accounts for the grain diameter of 5% and the 20% of total soil weight, and its value is according to laboratory test The particle diameter summation curve for obtaining determines；
According to icr1、icr2Take the critical hydraulic gradient i that both maximums occur seepage failure as dykes and damscr.
5. the assay method of dykes and dams osmotic stability according to claim 4 and the risk that inrushes, it is characterised in that step 4 The determination method of the critical seepage stability mean breadth of described dykes and dams is as follows：
Maximum infiltration hydraulic gradient i of dykes and damsmaxReach critical hydraulic gradient icrWhen, it is critical to there are seepage failure, i.e. dykes and dams in dykes and dams Seepage stability mean breadth DcrFor：
D c r = ( 1 / i c r 2 - 1 m 2 2 - 1 ) - ( m 1 + m 2 ) ( H - H 0 ) 2 - - - ( 7 ) .
6. the assay method of dykes and dams osmotic stability according to claim 5 and the risk that inrushes, it is characterised in that step 5 Described dykes and dams osmotic stability is evaluated and dam break method for prewarning risk is as follows：
Dykes and dams actual average width D is：
D = D a + D b 2
1) dykes and dams osmotic stability is evaluated
By dykes and dams actual average width D and critical seepage stability mean breadth DcrContrasted, if D is ＞ Dcr, then judge that dykes and dams are steady Fixed, if D≤Dcr, then judge that dykes and dams are unstable；
2) determination of dykes and dams relative risk and the division of risk class
When judging that dykes and dams are unstable, its relative risk R is：
R = D c r - D D c r × 100 % - - - ( 8 )
When R≤30%, judge dykes and dams risk class as little；When 30% ＜ R≤60%, judge dykes and dams risk class as in； As R ＞ 60%, judge dykes and dams risk class as big；Scope according to above-mentioned relative risk R carries out different grades of wind to dykes and dams Dangerous early warning.
7. the assay method of dykes and dams osmotic stability according to claim 6 and the risk that inrushes, it is characterised in that step 6 Described dykes and dams osmotic stability critical head method for determining height is as follows：
On the premise of dykes and dams actual average width D, when maximum infiltration hydraulic gradient i in dam bodymaxReach seepage failure critical Power gradient icrWhen corresponding head height be dykes and dams osmotic stability critical head height H'0：
H ′ 0 = H - [ 2 ( 1 / i c r 2 - 1 m 2 2 - 1 ) - 2 D ] / m 1 + m 2 - - - ( 9 ) .
CN201610907164.1A 2016-10-19 2016-10-19 A kind of assay method of dykes and dams osmotic stability and the risk that inrushes Pending CN106501147A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610907164.1A CN106501147A (en) 2016-10-19 2016-10-19 A kind of assay method of dykes and dams osmotic stability and the risk that inrushes

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610907164.1A CN106501147A (en) 2016-10-19 2016-10-19 A kind of assay method of dykes and dams osmotic stability and the risk that inrushes

Publications (1)

Publication Number Publication Date
CN106501147A true CN106501147A (en) 2017-03-15

Family

ID=58293829

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610907164.1A Pending CN106501147A (en) 2016-10-19 2016-10-19 A kind of assay method of dykes and dams osmotic stability and the risk that inrushes

Country Status (1)

Country Link
CN (1) CN106501147A (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109284909A (en) * 2018-09-04 2019-01-29 浙江省水利河口研究院 The real-time security appraisal procedure of sea wall and dedicated unit
CN111863152A (en) * 2019-04-29 2020-10-30 重庆大学 Method for evaluating similarity of similar materials
CN113449879A (en) * 2021-06-28 2021-09-28 中国水利水电科学研究院 Method for integrating osmotic deformation characteristic discrimination and impermeability gradient prediction
CN114997548A (en) * 2022-08-05 2022-09-02 武九铁路客运专线湖北有限责任公司 Water movement geological seepage real-time early warning method based on genetic neural network

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103792593A (en) * 2014-01-13 2014-05-14 青岛理工大学 Method for determining stability of reservoir bank slope based on reservoir water level and displacement
CN103966973A (en) * 2014-05-05 2014-08-06 江苏建筑职业技术学院 Homogeneity dike flood detection and analysis method
CN104678954A (en) * 2015-01-23 2015-06-03 中国长江三峡集团公司 Dam safety intelligent monitoring and pre-warning system based on full life circle and method thereof
CN105464040A (en) * 2016-01-15 2016-04-06 武汉大学 Numerical computation method for alluvial river bank collapse process

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103792593A (en) * 2014-01-13 2014-05-14 青岛理工大学 Method for determining stability of reservoir bank slope based on reservoir water level and displacement
CN103966973A (en) * 2014-05-05 2014-08-06 江苏建筑职业技术学院 Homogeneity dike flood detection and analysis method
CN104678954A (en) * 2015-01-23 2015-06-03 中国长江三峡集团公司 Dam safety intelligent monitoring and pre-warning system based on full life circle and method thereof
CN105464040A (en) * 2016-01-15 2016-04-06 武汉大学 Numerical computation method for alluvial river bank collapse process

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
中华人民共和国住房和城乡建设部 等: "《GB50487-2008 水利水电工程地质勘察规范》", 15 December 2008 *
中华人民共和国水利部: "《SL258-2000水库大坝安全评价导则》", 1 March 2001, 中国水利水电出版社 *
吴世余 等: "不透水地基上堤坝上游坡的附加渗径", 《岩土力学》 *
崔鹏伟 等: "坝基土体渗透变形分析", 《科协论坛(下半月)》 *

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109284909A (en) * 2018-09-04 2019-01-29 浙江省水利河口研究院 The real-time security appraisal procedure of sea wall and dedicated unit
CN111863152A (en) * 2019-04-29 2020-10-30 重庆大学 Method for evaluating similarity of similar materials
CN111863152B (en) * 2019-04-29 2024-03-05 山东科技大学 Method for evaluating similarity of similar materials
CN113449879A (en) * 2021-06-28 2021-09-28 中国水利水电科学研究院 Method for integrating osmotic deformation characteristic discrimination and impermeability gradient prediction
CN113449879B (en) * 2021-06-28 2022-07-12 中国水利水电科学研究院 Method for integrating osmotic deformation characteristic discrimination and impermeability gradient prediction
CN114997548A (en) * 2022-08-05 2022-09-02 武九铁路客运专线湖北有限责任公司 Water movement geological seepage real-time early warning method based on genetic neural network
CN114997548B (en) * 2022-08-05 2022-10-18 武九铁路客运专线湖北有限责任公司 Water movement geological seepage real-time early warning method based on genetic neural network

Similar Documents

Publication Publication Date Title
Cui et al. Experimental study on the moving characteristics of fine grains in wide grading unconsolidated soil under heavy rainfall
Zhang et al. A rapid loess mudflow triggered by the check dam failure in a bulldoze mountain area, Lanzhou, China
CN106501147A (en) A kind of assay method of dykes and dams osmotic stability and the risk that inrushes
CN102943450B (en) Method for measuring maximum scour depth of viscous debris flow gully bed and application thereof
CN104631378B (en) Viscous debris flow rectangular drainage groove depth measuring and calculating method and application
CN106971085A (en) A kind of computational methods of mud-rock flow raceway groove erosion amount
Darby et al. Prediction of tension crack location and riverbank erosion hazards along destabilized channels
Wang et al. Deformation characteristics and stability evolution behavior of Woshaxi landslide during the initial impoundment period of the Three Gorges reservoir
CN106202771A (en) A kind of viscous mud-flow blocks up river computational methods and application thereof
CN106096216A (en) Check dam obturation performance method of discrimination, application
CN113836630A (en) Method and system for rapidly predicting river bank collapse by considering vegetation root influence
CN106683019B (en) Debris flow river blockage calculation method and application thereof
CN106096320B (en) A kind of equilibrium gradient measuring method of mud-rock flow and its application
Thomas et al. A design procedure for sizing step-pool structures
Zhang et al. Experimental study on scour and erosion of blocked dam
CN109631727A (en) Breakwater block stone depression depth prediction approach under a kind of wave action
Goodarzi et al. Estimating probability of failure due to internal erosion with event tree analysis
Huang et al. Risk assessment method and application of embankment engineering based on cloud model
CN113569444B (en) Random sequential inversion method for permeability coefficient of embankment material
DUONG Assessment of riverbank stability: the perspectives of unsaturated soils and erosion function
Keffer et al. Finite element modeling of partial penetration well uplift factors
Rios et al. A probabilistic approach to the stability of a dam under rapid drawdown conditions
Lamichhane et al. Seepage Assessment of Concrete Face Rockfill Dhap Dam
Bhanbhro et al. Frequent breaches in irrigation canals in Sindh Pakistan
Crance et al. The impact of ice cover roughness on stream hydrology

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
RJ01 Rejection of invention patent application after publication
RJ01 Rejection of invention patent application after publication

Application publication date: 20170315