numerical modelling of tailings dam thermal-seepage...
TRANSCRIPT
Research ArticleNumerical Modelling of Tailings Dam Thermal-SeepageRegime Considering Phase Transitions
Aniskin Nikolay Alekseevich12 and Antonov Anton Sergeevich13
1National Research Moscow State University of Civil Engineering (NRU MGSU) 26 Yaroslavskoye Shosse Moscow 129337 Russia2Hydrotechnical and Energy Construction Department NRU MGSU Moscow Russia3JSC ldquoInstitute Hydroprojectrdquo Moscow Russia
Correspondence should be addressed to Antonov Anton Sergeevich antonovansyandexru
Received 30 January 2017 Revised 7 May 2017 Accepted 5 June 2017 Published 1 August 2017
Academic Editor Jean-Michel Bergheau
Copyright copy 2017 Aniskin Nikolay Alekseevich and Antonov Anton SergeevichThis is an open access article distributed under theCreative Commons Attribution License which permits unrestricted use distribution and reproduction in any medium providedthe original work is properly cited
Statement of the Problem The article describes the problem of combined thermal-seepage regime for earth dams and thoseoperated in the permafrost conditions This problem can be solved using the finite elements method based on the local variationalformulation Results A thermal-seepage regime numerical model has been developed for the ldquodam-foundationrdquo system in terms ofthe tailings damThe effect of heat-and-mass transfer and liquid phase transition in soil interstices on the dam state is estimatedThestudy with subsequent consideration of these factors has been undertaken Conclusions The results of studying the temperature-filtration conditions of the structure based on the factors of heat-and-mass transfer and liquid phase transition have shown that thecalculation results comply with the field data Ignoring these factors or one of them distorts the real situation of the dam thermal-seepage conditions
1 Introduction
Today intensive development of the northern regions ofSiberia and the Far East of Russia is associated with theexploitation of their rich natural resourcesThis developmentrequires operation of already built hydraulic engineeringstructures of the power and mining industries water supplyfacilities and construction of new ones Herewith we needto deal with the problems of construction in the permafrostconditions [1ndash3] Earth embankments and dams are themost frequent hydraulic engineering structures used in thepermafrost conditions [1 3] Trouble-free operation of thesestructures depends on compliancewith the required thermal-seepage regime of the dam-foundation system [2ndash4]
Any disturbance of this mode may cause emergency andeven structure collapse [4ndash7] According to experts about50 of 3rd and 4th category earth low-head dams built inthe severe climatic conditions is damaged during the firstthree years of their operation due to thermal-seepage regimedisturbance [4]
When designing the earth hydraulic engineering struc-tures in the permafrost conditions the extremely importanttask is the reliable determination of the thermal-seepageregime of the dam-foundation system In most cases thegeotechnical setting in the construction area is nonhomo-geneous geology and composed of frozen and thawed layersstratification In order to determine the exact seepage patternat the hydraulic engineering structure foundation it is oftennecessary to solve the spatial three-dimensional problem [8ndash11] In some cases the seepage heating effect may result innegative consequences such as increasing soil permeabilityand seepage losses in a reservoir reduction of bearingcapacity of frozen rocks and seepage failure [1]
Therefore for the facilities located in the area of per-mafrost occurrence handling the problem of the combinedthermal-seepage regime is actual based on the phenomena ofheat-and-mass transfer and phase transitions whose resultsare to be considered in the design
Both in Russia and abroad there are numerous scientificstudies devoted to the problems for calculations of seepage
HindawiModelling and Simulation in EngineeringVolume 2017 Article ID 7245413 10 pageshttpsdoiorg10115520177245413
2 Modelling and Simulation in Engineering
thermal combined thermal-seepage regimes of earth damsand their foundations [12ndash16] In recent years a mathematicmodelling is widely used for these purposes [5 13 16ndash18] However most software systems including industrialones handle the seepage and temperature problems with nointeraction of twoprocesses [8 19ndash23] Additionally the effectof liquid phase transitions in various soils on thermal-seepageregime formation is not entirely clear Thus the need forfurther scientific studies in this sphere including calculationmethod improvement is quite obvious The purpose of thiswork is to improve the method for calculating the thermal-seepage regime of the dam-foundation system based on heat-and-mass transfer and phase transitions in soil interstices
2 Method
For the classical pattern the temperature problem (Stephen)with no heat-and-mass transfer in the seepage flow can besolved by the differential equation [1]
120597119905120597120591 = 119886119909 120597
21199051205971199092 + 119886119910 120597
21199051205971199102 + 119886119911 120597
21199051205971199112 (1)
where 119905 = 119891(119909 119910 119911 120591) is a temperature function 120591 is a time119886119909 119886119910 and 119886119911 are temperature conductivity coefficients in 119909-119910- and 119911-directionsThe set of equations describing dam thermal regime
considering the temperature of seepage water is known fromthe heat-and-mass transfer theory
120597119905120597120591 = 119886119909 120597
21199051205971199092 + 119886119910 120597
21199051205971199102 + 119886119911 120597
21199051205971199112 + 120573V (119876 minus 119905)
120597119876120597120591 + (V119909 120597119876120597119909 + V119910
120597119876120597119910 + V119911
120597119876120597119911 ) = 1205721015840V (119905 minus 119876)
(2)
where 119905 = 119891(119909 119910 119911 120591) is a foundation or dam materialtemperature 119876(119909 119910 119911 120591) is a seepage water temperature120591 is a time 119886119909 119886119910 and 120572119911 are conductivity coefficients ofdam body or foundation material temperature in 119909- 119910-and 119911-directions V119909 V119910 and V119911 are seepage rates in 119909- 119910-and 119911-directions 120573V and 1205721015840V are the coefficients that charac-terize the heat exchange between the material of the dam orfoundation and filtering water in its pores These coefficientsare determined from the following dependencies
1205721015840V = 120572V119862119908120574119908 120573V = 120572V119862119904120574119904
(3)
where 120572V is a volume heat-exchange rate specifying heatexchange between the dam or foundation material andambient water 119862119908 and 119862119904 are volumetric specific heat ofwater and solid body 120574119908 and 120574119904 are water and solid bodydensity
The solution of the set of equations (2) describes changeof seepage water temperature after passing through the dambody or foundation material Heat exchange in each space
point is featured by a volumetric heat-exchange rate Thecalculation does not use the coefficient of water temperatureconductivity due to insignificant conductive heat transfer
If the set of equations (2) is considered with regard to soilporosity then the set changes to [5]
120597119905120597120591
= 119886119909 1205972119905
1205971199092 + 119886119910 1205972119905
1205971199102 + 119886119911 1205972119905
1205971199112 +120572V119862119904120574119904
(1 minus 119898)119898 (119876 minus 119905)
120597119876120597120591 + (V119909 120597119876120597119909 + V119910
120597119876120597119910 + V119911
120597119876120597119911 )
= 120572V119862119908120574119908119898
1 minus 119898 (119905 minus 119876)
(4)
where119898 is a soil porosityIf the problem contains a temperature of dam body
material or foundation soil equal to a seepage water temper-ature then the combined problem is the solution of Fourier-Kirchhoff equation [5]
(1 + 120575) 120597119905120597120591 = 120575(119886119909 1205972119905
1205971199092 + 119886119910 1205972119905
1205971199102 + 119886119911 1205972119905
1205971199112)
+ (V119909 120597119905120597119909 + V119910120597119905120597119910 + V119911
120597119905120597119911)
(5)
where
120575 = 119862119904120574119904119862119908120574119908(1 minus 119898)2
1198982 (6)
For soils with minimum porosity (5) changes to
120597119905120597120591 = 119886119909 120597
21199051205971199092 + 119886119910 120597
21199051205971199102 + 119886119911 120597
21199051205971199112
minus 119862119904120574119904119862119908120574119908 V119909120597119905120597119909 + V119910
120597119905120597119910 + V119911
120597119905120597119911
(7)
Search for solving the combined thermal-seepage prob-lem comes to solving differential equations ((5) (7)) for thearea with seepage liquid flowing and (1) with no seepage
The differential equations solution comes to minimiza-tion of functional 119865 [5] The standard form of (7) based onboundary conditions and phase transition is given below
119865 = ∭V
12 [119886119909 ( 120597119905
120597119909)2 + 119886119910 ( 120597119905
120597119910)2 + 119886119911 ( 120597119905
120597119911)2]
+ ( 120597119905120597120591) 119905 + (997888rarr] gradt) 119905 plusmn (120574ice119899119871120574119904119888
sdot 120597119882120597120591 119905phase)119889119909119889119910119889119911
+∬Ω
1
119902119905 119889Ω +∬Ω
2
12120573 (119905 minus 119905air)2 119889Ω
(8)
Modelling and Simulation in Engineering 3
Drainagesystem
I-I
II-II
III-III
III-III
II-II
I-I
270000m
9500
0m XZ
Y
Figure 1 Solid approximant of the earth tailings dam
where (997888rarrV gradt) = V119909(120597119905120597119909) + V119910(120597119905120597119910) + V119911(120597119905120597119911) is ascalar product of seepage velocity vectors in 119909- 119910- and 119911-directions and temperature gradient Ω1 Ω2 are the surfaceswith the designated 2nd and 3rd category boundary condi-tions 119905phase is the temperature of phase transformations
The proposed method for calculating the combinedthermal-seepage equation based on heat-and-mass transferand phase transition has been implemented by the authors inthe FILTR_FAZ software systemThis software allows solvingboth classic filtration tasks and heat conduction problemsas well as obtaining complex combined solutions To datethere are also universal industrial computing systems (suchas ANSYS [20] ANSYSCFDMIDASCFX Feflow and PlaxisFlow) but at the same time their use is only possible tosearch for the simplest classical solutions Without takinginto account the complex physical processes taking place inpermafrost using FILTR_FAZ the authors have studied thethermal-seepage regime of hydraulic engineering structuresin the permafrost (eg [5]) Some results of these studies aregiven below
21 Problem Statement and Content The facility is a thawedtype hydraulic fill dam in terms of its design The damupstream fill is erected by aggregation while the downstreamone is filled with soil from open pits The downstream face isfastened by means of mined rock with an effective thicknessof 35m The medium fine gravel entrenchment is used as ananti-seepage cutoff
The structure is erected in the severe climatic conditionsThe average winter temperature is minus 248∘b and thesummer temperature is plus 156∘b The recorded absoluteminimum is minus 44∘b the absolute anomalous maximumis plus 33∘b and the snow depth is over 1m The foundationpermafrost thickness is over 100m Yearly average air tem-perature (according to the field studies) is within the range ofminus 10 to minus 15∘b
The embank height is 7200m with an edge elevation of36000m The dam is expected to be topped by 2032 up toan edge elevation of 37000mTherefore the structure heightwill reach 82m This facility belongs to the 1st importanceclass
The 3D simulation mathematic model has been devel-oped to determine the combined thermal-seepage regime ofthe facility (see Figure 1)This model describes an earth damretaining prism drainage system lower manoeuvring basinand pond beach
The combined thermal-seepage regime was calculated byan improved procedure with the use of the FILTRT_FAZand FILTR software system [5] The phase transitions ofinterstitial water and heat-and-mass transfer in the directionof seepage flow were taken into account in the calculationsMultipurpose industrial software ANSYS APDL for mathe-matic modelling was used to analyze the seepage regime inprocess
The purpose of the study was to determine the combinedthermal-seepage regime in the 3D pattern based on thephenomena of heat-and-mass transfer and phase transitionswithin 10 years of the date of the facility erection up to adesign elevation of 37000m
To analyze the structure condition the following prob-lems were solved seepage problem for a design area of25 km2 temperature problem in its classical pattern com-bined thermal-seepage problem with due regard for heat-and-mass transfer by seepage flow combined thermal-seepage problem based on heat-and-mass transfer by seepageflow and phase transitions of interstitial water
22 Seepage Problem Solution The calibration tests are car-ried out at the initial stage to determine the position ofdepression curve in themodel similar to piezometers readingThe calculations were used to determine P119904 seepage coef-ficient for the retaining prism and paving rock-fill blanket
4 Modelling and Simulation in Engineering
2878295830393119320032803361344135223603
II-70II-17
II-7
Depression curve according to piezometers readingsCalculated position of depression curve
3179 M23703 M
28875M
TW = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHW = 36710 m 500 m
Figure 2 Calibration test results for the dam seepage regime at two P119904 values of the rock-fill blanket 50mday and 100mday
22000
1200
0012
0500
23000 2350022500
22000 23000 2350022500
1200
0012
0500
Figure 3 Field data specific electric resistance isolines (3 meters from the ground surface)
The study results have shown that the retaining prism is mostlikely mudding at the upstream side and therefore two P119904seepage coefficients were used in the calculations that is P119904for themudding section is 50mday andP119904 for other sectionsof the rock-fill blanket is 100mday The seepage calculationresults in dam section 1-1 are shown in Figure 2
The seepage regime calculations based on the classicalpattern have shown that the primary seepage flow is directedthrough the left-bank abutment (see Figure 3) which isconfirmed by the field data
In order to more accurately determine the depressionsurface position it was identified iteratively with control ofthe finite-element grid within its expected location
The seepage regime was corrected at every stage by timebased on changes in the thermal regime of the previousstage The lower values of P119904 were obtained for the elementswhose temperature values of the thermal equation werewithin the range of minus 10∘b and below and set by theabsolute confining layer with temperatures of minus 05 tominus 10∘b Then the correction calculation was performedThe resulting seepage velocities at every stage were used todetermine the structure thermal-seepage regime
23 The Thermal Problem Solution Based on Heat-and-MassTransfer and Phase Transitions The initial and boundaryconditions were set to solve the thermal problem Theinitial condition (temperature distribution in the soil bodyat the calculation) was set according to the field data as ofNovember of the current year The condition of convectiveheat exchange (the 3rd category boundary condition) wasset according to soil-air contact The mean monthly airtemperatures are given in Table 1 The 1st category boundarycondition 119905119894 = 119905pr (where 119905pr is minus 15∘b and 119905pr isthe temperature of permafrost) was set in the permafrostlocationThe absolute thermal insulationwas set according tothe boundaries of design area (the special pattern of the 2ndcategory boundary condition) The 1st category boundarycondition 119905119894 = 119905water where 119905water is a water temperature inevery design month was specified according to the soil-aircontact
The thermal-seepage regime was successively calculatedfor every month
The thermal problem was solved in several stages for 10yearsrsquo period of structure operation The solution of absolutethermal problem was obtained at the first stage without
Modelling and Simulation in Engineering 5
Table 1 Mean monthly temperatures of ambient air and water
Parameter Month of calendar yearI II III IV V VI VII VIII IX X XI XII
Air temperature ∘b minus323 minus260 minus171 minus61 minus37 135 168 123 49 minus69 minus229 minus306Wind velocity msec 21 19 22 30 30 26 23 21 24 27 24 22Upstream water temperature ∘b 400 400 400 400 500 900 150 130 1000 700 400 400Downstream water temperature ∘b 400 400 400 400 100 100 100 100 400 400 400 400
considering heat-and-mass transfer and phase transitionsThe temperature patterns for dam I-I section in Novemberfor 1 3 and 10 years of operation are shown in Figure 4
In this case a frozen core with temperatures of 0 tominus05∘b (higher than in the dam body) is formed in the centreof the thawed dam due to the boundary conditions being setaccording to the field dataThedownstream face freezes to thepermafrost rock top forming a negative temperatures field atthe downstream side
According to the temperature distribution in the soilbody it may be concluded that the results obtained fromthe classical pattern of the thermal problem do not complywith the field dataThermometers located on the crest recordpositive soil temperatures ranging from 0 to plus 05∘b Theseepage problem solution for this option showed the seepageflow occurring on the surface of the downstream face onlythat is in the area of seasonal freezingdefrosting Also thisfact does not comply with the true pattern of the seepageregime
The solution of the combined thermal-seepage problemwas considered at the second stage based on the heat-and-mass transfer phenomenaThe temperature distributionpattern partly corresponding to the field data was obtainedaccording to the calculation results (see Figure 5) The posi-tive temperatures field ranging from 0 to plus 03∘b is formedin the dam centre but the temperature field between thethawed core and retaining prism is nearly unchanged This isprovided by severe exposure to winter negative temperaturesthat causes freezing to the soil body at the downstream faceTherefore the seepage flow remains trapped in the damcentre where ldquoa pocketrdquo is formed In case of soil thawing insummer along the downstream face high rate seepage takesplace and it has no impact on the negative temperatures fieldsmoothly flowing it around
The defrosting effect due to heat-and-mass transferoccurs in the seasonal thawing area only In comparison to theprevious option this area increases in size but it completelyfroze in winter
At the final stage of calculation the combined thermal-seepage problem has been solved based on phase transitionsof cohesive water in the soil (see Figure 6)
In the first years while considering phase transitions thesoil body will be defrosted in the dam centre (as confirmedby instruments reading) A thawed area with passing seepageflow is formed beneath the layer of seasonally frozen soilThe thickness of the seasonally frozen area is 35ndash37m thatcomplies with climatological data of the region
The frozen area from the downstream face formed at theinitial stage gradually thaws out under the influence of heat-and-mass transfer and phase transitions of cohesive waterSince the foundation soils are characterized by the negativetemperatures ranging from minus 10 to minus 15∘b theheat carried by the seepage flow is sufficient for soil thawingBased on the fact that the structure was designed by thethawed type this operation mode corresponds to the designone
Retaining prism permafrost thawing is observed at thedownstream face by the 10th year of operation causingadditional setting The most extensive temperature change isobserved in the first 6-7 years of dam operation and then thetemperature field tends to be stabilized However some localareas of the negative temperatures in the thawed body remainby the 10th year of dam operation
The key feature defined during the design studies is fastdegradation of the permafrost in the way close to the soilphase transitions temperature it can be explained by theconcept of incomplete water freezing in dispersive frozen soils[24 25] At any temperature rise (including the negativevalues field) frozen soils thaw out This phenomenon causedaccidents of many structures built in the permafrost condi-tions
The results of problem solution as compared to the fielddata obtained in a dam temperature well for 2015 are given inTable 2
Difference between obtained data and instrument read-ings is 05∘b maximum that is less than 01 in terms ofthe annual variations amplitude When considering phasetransitions the soil condition in the dam bodymay be exactlydetermined in contrast to other solutions
The following conclusions are made based on the resultsof the calculation studies
(1) The improved calculation procedure and softwaresystem FILTRT_FAZ created by the authors allow han-dling the combined thermal-seepage problems based onthe phenomena of heat-and-mass transfer and phase transi-tions
(2) The results of studying the temperature-filtrationstate of the structure based on the factors of heat-and-masstransfer and liquid phase transition have shown that thecalculation results comply with the field data Ignoring thesefactors or one of them distorts the real situation of the damtemperature-filtration conditions
6 Modelling and Simulation in Engineering
432
1050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
432
1050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
43
151050minus05minus1minus15minus2minus3
minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
2
minus4
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(c)
Figure 4 Temperature field in dam I-I section as of November according to the classical pattern of the thermal problem solution (1) in 1year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
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2 Modelling and Simulation in Engineering
thermal combined thermal-seepage regimes of earth damsand their foundations [12ndash16] In recent years a mathematicmodelling is widely used for these purposes [5 13 16ndash18] However most software systems including industrialones handle the seepage and temperature problems with nointeraction of twoprocesses [8 19ndash23] Additionally the effectof liquid phase transitions in various soils on thermal-seepageregime formation is not entirely clear Thus the need forfurther scientific studies in this sphere including calculationmethod improvement is quite obvious The purpose of thiswork is to improve the method for calculating the thermal-seepage regime of the dam-foundation system based on heat-and-mass transfer and phase transitions in soil interstices
2 Method
For the classical pattern the temperature problem (Stephen)with no heat-and-mass transfer in the seepage flow can besolved by the differential equation [1]
120597119905120597120591 = 119886119909 120597
21199051205971199092 + 119886119910 120597
21199051205971199102 + 119886119911 120597
21199051205971199112 (1)
where 119905 = 119891(119909 119910 119911 120591) is a temperature function 120591 is a time119886119909 119886119910 and 119886119911 are temperature conductivity coefficients in 119909-119910- and 119911-directionsThe set of equations describing dam thermal regime
considering the temperature of seepage water is known fromthe heat-and-mass transfer theory
120597119905120597120591 = 119886119909 120597
21199051205971199092 + 119886119910 120597
21199051205971199102 + 119886119911 120597
21199051205971199112 + 120573V (119876 minus 119905)
120597119876120597120591 + (V119909 120597119876120597119909 + V119910
120597119876120597119910 + V119911
120597119876120597119911 ) = 1205721015840V (119905 minus 119876)
(2)
where 119905 = 119891(119909 119910 119911 120591) is a foundation or dam materialtemperature 119876(119909 119910 119911 120591) is a seepage water temperature120591 is a time 119886119909 119886119910 and 120572119911 are conductivity coefficients ofdam body or foundation material temperature in 119909- 119910-and 119911-directions V119909 V119910 and V119911 are seepage rates in 119909- 119910-and 119911-directions 120573V and 1205721015840V are the coefficients that charac-terize the heat exchange between the material of the dam orfoundation and filtering water in its pores These coefficientsare determined from the following dependencies
1205721015840V = 120572V119862119908120574119908 120573V = 120572V119862119904120574119904
(3)
where 120572V is a volume heat-exchange rate specifying heatexchange between the dam or foundation material andambient water 119862119908 and 119862119904 are volumetric specific heat ofwater and solid body 120574119908 and 120574119904 are water and solid bodydensity
The solution of the set of equations (2) describes changeof seepage water temperature after passing through the dambody or foundation material Heat exchange in each space
point is featured by a volumetric heat-exchange rate Thecalculation does not use the coefficient of water temperatureconductivity due to insignificant conductive heat transfer
If the set of equations (2) is considered with regard to soilporosity then the set changes to [5]
120597119905120597120591
= 119886119909 1205972119905
1205971199092 + 119886119910 1205972119905
1205971199102 + 119886119911 1205972119905
1205971199112 +120572V119862119904120574119904
(1 minus 119898)119898 (119876 minus 119905)
120597119876120597120591 + (V119909 120597119876120597119909 + V119910
120597119876120597119910 + V119911
120597119876120597119911 )
= 120572V119862119908120574119908119898
1 minus 119898 (119905 minus 119876)
(4)
where119898 is a soil porosityIf the problem contains a temperature of dam body
material or foundation soil equal to a seepage water temper-ature then the combined problem is the solution of Fourier-Kirchhoff equation [5]
(1 + 120575) 120597119905120597120591 = 120575(119886119909 1205972119905
1205971199092 + 119886119910 1205972119905
1205971199102 + 119886119911 1205972119905
1205971199112)
+ (V119909 120597119905120597119909 + V119910120597119905120597119910 + V119911
120597119905120597119911)
(5)
where
120575 = 119862119904120574119904119862119908120574119908(1 minus 119898)2
1198982 (6)
For soils with minimum porosity (5) changes to
120597119905120597120591 = 119886119909 120597
21199051205971199092 + 119886119910 120597
21199051205971199102 + 119886119911 120597
21199051205971199112
minus 119862119904120574119904119862119908120574119908 V119909120597119905120597119909 + V119910
120597119905120597119910 + V119911
120597119905120597119911
(7)
Search for solving the combined thermal-seepage prob-lem comes to solving differential equations ((5) (7)) for thearea with seepage liquid flowing and (1) with no seepage
The differential equations solution comes to minimiza-tion of functional 119865 [5] The standard form of (7) based onboundary conditions and phase transition is given below
119865 = ∭V
12 [119886119909 ( 120597119905
120597119909)2 + 119886119910 ( 120597119905
120597119910)2 + 119886119911 ( 120597119905
120597119911)2]
+ ( 120597119905120597120591) 119905 + (997888rarr] gradt) 119905 plusmn (120574ice119899119871120574119904119888
sdot 120597119882120597120591 119905phase)119889119909119889119910119889119911
+∬Ω
1
119902119905 119889Ω +∬Ω
2
12120573 (119905 minus 119905air)2 119889Ω
(8)
Modelling and Simulation in Engineering 3
Drainagesystem
I-I
II-II
III-III
III-III
II-II
I-I
270000m
9500
0m XZ
Y
Figure 1 Solid approximant of the earth tailings dam
where (997888rarrV gradt) = V119909(120597119905120597119909) + V119910(120597119905120597119910) + V119911(120597119905120597119911) is ascalar product of seepage velocity vectors in 119909- 119910- and 119911-directions and temperature gradient Ω1 Ω2 are the surfaceswith the designated 2nd and 3rd category boundary condi-tions 119905phase is the temperature of phase transformations
The proposed method for calculating the combinedthermal-seepage equation based on heat-and-mass transferand phase transition has been implemented by the authors inthe FILTR_FAZ software systemThis software allows solvingboth classic filtration tasks and heat conduction problemsas well as obtaining complex combined solutions To datethere are also universal industrial computing systems (suchas ANSYS [20] ANSYSCFDMIDASCFX Feflow and PlaxisFlow) but at the same time their use is only possible tosearch for the simplest classical solutions Without takinginto account the complex physical processes taking place inpermafrost using FILTR_FAZ the authors have studied thethermal-seepage regime of hydraulic engineering structuresin the permafrost (eg [5]) Some results of these studies aregiven below
21 Problem Statement and Content The facility is a thawedtype hydraulic fill dam in terms of its design The damupstream fill is erected by aggregation while the downstreamone is filled with soil from open pits The downstream face isfastened by means of mined rock with an effective thicknessof 35m The medium fine gravel entrenchment is used as ananti-seepage cutoff
The structure is erected in the severe climatic conditionsThe average winter temperature is minus 248∘b and thesummer temperature is plus 156∘b The recorded absoluteminimum is minus 44∘b the absolute anomalous maximumis plus 33∘b and the snow depth is over 1m The foundationpermafrost thickness is over 100m Yearly average air tem-perature (according to the field studies) is within the range ofminus 10 to minus 15∘b
The embank height is 7200m with an edge elevation of36000m The dam is expected to be topped by 2032 up toan edge elevation of 37000mTherefore the structure heightwill reach 82m This facility belongs to the 1st importanceclass
The 3D simulation mathematic model has been devel-oped to determine the combined thermal-seepage regime ofthe facility (see Figure 1)This model describes an earth damretaining prism drainage system lower manoeuvring basinand pond beach
The combined thermal-seepage regime was calculated byan improved procedure with the use of the FILTRT_FAZand FILTR software system [5] The phase transitions ofinterstitial water and heat-and-mass transfer in the directionof seepage flow were taken into account in the calculationsMultipurpose industrial software ANSYS APDL for mathe-matic modelling was used to analyze the seepage regime inprocess
The purpose of the study was to determine the combinedthermal-seepage regime in the 3D pattern based on thephenomena of heat-and-mass transfer and phase transitionswithin 10 years of the date of the facility erection up to adesign elevation of 37000m
To analyze the structure condition the following prob-lems were solved seepage problem for a design area of25 km2 temperature problem in its classical pattern com-bined thermal-seepage problem with due regard for heat-and-mass transfer by seepage flow combined thermal-seepage problem based on heat-and-mass transfer by seepageflow and phase transitions of interstitial water
22 Seepage Problem Solution The calibration tests are car-ried out at the initial stage to determine the position ofdepression curve in themodel similar to piezometers readingThe calculations were used to determine P119904 seepage coef-ficient for the retaining prism and paving rock-fill blanket
4 Modelling and Simulation in Engineering
2878295830393119320032803361344135223603
II-70II-17
II-7
Depression curve according to piezometers readingsCalculated position of depression curve
3179 M23703 M
28875M
TW = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHW = 36710 m 500 m
Figure 2 Calibration test results for the dam seepage regime at two P119904 values of the rock-fill blanket 50mday and 100mday
22000
1200
0012
0500
23000 2350022500
22000 23000 2350022500
1200
0012
0500
Figure 3 Field data specific electric resistance isolines (3 meters from the ground surface)
The study results have shown that the retaining prism is mostlikely mudding at the upstream side and therefore two P119904seepage coefficients were used in the calculations that is P119904for themudding section is 50mday andP119904 for other sectionsof the rock-fill blanket is 100mday The seepage calculationresults in dam section 1-1 are shown in Figure 2
The seepage regime calculations based on the classicalpattern have shown that the primary seepage flow is directedthrough the left-bank abutment (see Figure 3) which isconfirmed by the field data
In order to more accurately determine the depressionsurface position it was identified iteratively with control ofthe finite-element grid within its expected location
The seepage regime was corrected at every stage by timebased on changes in the thermal regime of the previousstage The lower values of P119904 were obtained for the elementswhose temperature values of the thermal equation werewithin the range of minus 10∘b and below and set by theabsolute confining layer with temperatures of minus 05 tominus 10∘b Then the correction calculation was performedThe resulting seepage velocities at every stage were used todetermine the structure thermal-seepage regime
23 The Thermal Problem Solution Based on Heat-and-MassTransfer and Phase Transitions The initial and boundaryconditions were set to solve the thermal problem Theinitial condition (temperature distribution in the soil bodyat the calculation) was set according to the field data as ofNovember of the current year The condition of convectiveheat exchange (the 3rd category boundary condition) wasset according to soil-air contact The mean monthly airtemperatures are given in Table 1 The 1st category boundarycondition 119905119894 = 119905pr (where 119905pr is minus 15∘b and 119905pr isthe temperature of permafrost) was set in the permafrostlocationThe absolute thermal insulationwas set according tothe boundaries of design area (the special pattern of the 2ndcategory boundary condition) The 1st category boundarycondition 119905119894 = 119905water where 119905water is a water temperature inevery design month was specified according to the soil-aircontact
The thermal-seepage regime was successively calculatedfor every month
The thermal problem was solved in several stages for 10yearsrsquo period of structure operation The solution of absolutethermal problem was obtained at the first stage without
Modelling and Simulation in Engineering 5
Table 1 Mean monthly temperatures of ambient air and water
Parameter Month of calendar yearI II III IV V VI VII VIII IX X XI XII
Air temperature ∘b minus323 minus260 minus171 minus61 minus37 135 168 123 49 minus69 minus229 minus306Wind velocity msec 21 19 22 30 30 26 23 21 24 27 24 22Upstream water temperature ∘b 400 400 400 400 500 900 150 130 1000 700 400 400Downstream water temperature ∘b 400 400 400 400 100 100 100 100 400 400 400 400
considering heat-and-mass transfer and phase transitionsThe temperature patterns for dam I-I section in Novemberfor 1 3 and 10 years of operation are shown in Figure 4
In this case a frozen core with temperatures of 0 tominus05∘b (higher than in the dam body) is formed in the centreof the thawed dam due to the boundary conditions being setaccording to the field dataThedownstream face freezes to thepermafrost rock top forming a negative temperatures field atthe downstream side
According to the temperature distribution in the soilbody it may be concluded that the results obtained fromthe classical pattern of the thermal problem do not complywith the field dataThermometers located on the crest recordpositive soil temperatures ranging from 0 to plus 05∘b Theseepage problem solution for this option showed the seepageflow occurring on the surface of the downstream face onlythat is in the area of seasonal freezingdefrosting Also thisfact does not comply with the true pattern of the seepageregime
The solution of the combined thermal-seepage problemwas considered at the second stage based on the heat-and-mass transfer phenomenaThe temperature distributionpattern partly corresponding to the field data was obtainedaccording to the calculation results (see Figure 5) The posi-tive temperatures field ranging from 0 to plus 03∘b is formedin the dam centre but the temperature field between thethawed core and retaining prism is nearly unchanged This isprovided by severe exposure to winter negative temperaturesthat causes freezing to the soil body at the downstream faceTherefore the seepage flow remains trapped in the damcentre where ldquoa pocketrdquo is formed In case of soil thawing insummer along the downstream face high rate seepage takesplace and it has no impact on the negative temperatures fieldsmoothly flowing it around
The defrosting effect due to heat-and-mass transferoccurs in the seasonal thawing area only In comparison to theprevious option this area increases in size but it completelyfroze in winter
At the final stage of calculation the combined thermal-seepage problem has been solved based on phase transitionsof cohesive water in the soil (see Figure 6)
In the first years while considering phase transitions thesoil body will be defrosted in the dam centre (as confirmedby instruments reading) A thawed area with passing seepageflow is formed beneath the layer of seasonally frozen soilThe thickness of the seasonally frozen area is 35ndash37m thatcomplies with climatological data of the region
The frozen area from the downstream face formed at theinitial stage gradually thaws out under the influence of heat-and-mass transfer and phase transitions of cohesive waterSince the foundation soils are characterized by the negativetemperatures ranging from minus 10 to minus 15∘b theheat carried by the seepage flow is sufficient for soil thawingBased on the fact that the structure was designed by thethawed type this operation mode corresponds to the designone
Retaining prism permafrost thawing is observed at thedownstream face by the 10th year of operation causingadditional setting The most extensive temperature change isobserved in the first 6-7 years of dam operation and then thetemperature field tends to be stabilized However some localareas of the negative temperatures in the thawed body remainby the 10th year of dam operation
The key feature defined during the design studies is fastdegradation of the permafrost in the way close to the soilphase transitions temperature it can be explained by theconcept of incomplete water freezing in dispersive frozen soils[24 25] At any temperature rise (including the negativevalues field) frozen soils thaw out This phenomenon causedaccidents of many structures built in the permafrost condi-tions
The results of problem solution as compared to the fielddata obtained in a dam temperature well for 2015 are given inTable 2
Difference between obtained data and instrument read-ings is 05∘b maximum that is less than 01 in terms ofthe annual variations amplitude When considering phasetransitions the soil condition in the dam bodymay be exactlydetermined in contrast to other solutions
The following conclusions are made based on the resultsof the calculation studies
(1) The improved calculation procedure and softwaresystem FILTRT_FAZ created by the authors allow han-dling the combined thermal-seepage problems based onthe phenomena of heat-and-mass transfer and phase transi-tions
(2) The results of studying the temperature-filtrationstate of the structure based on the factors of heat-and-masstransfer and liquid phase transition have shown that thecalculation results comply with the field data Ignoring thesefactors or one of them distorts the real situation of the damtemperature-filtration conditions
6 Modelling and Simulation in Engineering
432
1050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
432
1050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
43
151050minus05minus1minus15minus2minus3
minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
2
minus4
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(c)
Figure 4 Temperature field in dam I-I section as of November according to the classical pattern of the thermal problem solution (1) in 1year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
Modelling and Simulation in Engineering 3
Drainagesystem
I-I
II-II
III-III
III-III
II-II
I-I
270000m
9500
0m XZ
Y
Figure 1 Solid approximant of the earth tailings dam
where (997888rarrV gradt) = V119909(120597119905120597119909) + V119910(120597119905120597119910) + V119911(120597119905120597119911) is ascalar product of seepage velocity vectors in 119909- 119910- and 119911-directions and temperature gradient Ω1 Ω2 are the surfaceswith the designated 2nd and 3rd category boundary condi-tions 119905phase is the temperature of phase transformations
The proposed method for calculating the combinedthermal-seepage equation based on heat-and-mass transferand phase transition has been implemented by the authors inthe FILTR_FAZ software systemThis software allows solvingboth classic filtration tasks and heat conduction problemsas well as obtaining complex combined solutions To datethere are also universal industrial computing systems (suchas ANSYS [20] ANSYSCFDMIDASCFX Feflow and PlaxisFlow) but at the same time their use is only possible tosearch for the simplest classical solutions Without takinginto account the complex physical processes taking place inpermafrost using FILTR_FAZ the authors have studied thethermal-seepage regime of hydraulic engineering structuresin the permafrost (eg [5]) Some results of these studies aregiven below
21 Problem Statement and Content The facility is a thawedtype hydraulic fill dam in terms of its design The damupstream fill is erected by aggregation while the downstreamone is filled with soil from open pits The downstream face isfastened by means of mined rock with an effective thicknessof 35m The medium fine gravel entrenchment is used as ananti-seepage cutoff
The structure is erected in the severe climatic conditionsThe average winter temperature is minus 248∘b and thesummer temperature is plus 156∘b The recorded absoluteminimum is minus 44∘b the absolute anomalous maximumis plus 33∘b and the snow depth is over 1m The foundationpermafrost thickness is over 100m Yearly average air tem-perature (according to the field studies) is within the range ofminus 10 to minus 15∘b
The embank height is 7200m with an edge elevation of36000m The dam is expected to be topped by 2032 up toan edge elevation of 37000mTherefore the structure heightwill reach 82m This facility belongs to the 1st importanceclass
The 3D simulation mathematic model has been devel-oped to determine the combined thermal-seepage regime ofthe facility (see Figure 1)This model describes an earth damretaining prism drainage system lower manoeuvring basinand pond beach
The combined thermal-seepage regime was calculated byan improved procedure with the use of the FILTRT_FAZand FILTR software system [5] The phase transitions ofinterstitial water and heat-and-mass transfer in the directionof seepage flow were taken into account in the calculationsMultipurpose industrial software ANSYS APDL for mathe-matic modelling was used to analyze the seepage regime inprocess
The purpose of the study was to determine the combinedthermal-seepage regime in the 3D pattern based on thephenomena of heat-and-mass transfer and phase transitionswithin 10 years of the date of the facility erection up to adesign elevation of 37000m
To analyze the structure condition the following prob-lems were solved seepage problem for a design area of25 km2 temperature problem in its classical pattern com-bined thermal-seepage problem with due regard for heat-and-mass transfer by seepage flow combined thermal-seepage problem based on heat-and-mass transfer by seepageflow and phase transitions of interstitial water
22 Seepage Problem Solution The calibration tests are car-ried out at the initial stage to determine the position ofdepression curve in themodel similar to piezometers readingThe calculations were used to determine P119904 seepage coef-ficient for the retaining prism and paving rock-fill blanket
4 Modelling and Simulation in Engineering
2878295830393119320032803361344135223603
II-70II-17
II-7
Depression curve according to piezometers readingsCalculated position of depression curve
3179 M23703 M
28875M
TW = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHW = 36710 m 500 m
Figure 2 Calibration test results for the dam seepage regime at two P119904 values of the rock-fill blanket 50mday and 100mday
22000
1200
0012
0500
23000 2350022500
22000 23000 2350022500
1200
0012
0500
Figure 3 Field data specific electric resistance isolines (3 meters from the ground surface)
The study results have shown that the retaining prism is mostlikely mudding at the upstream side and therefore two P119904seepage coefficients were used in the calculations that is P119904for themudding section is 50mday andP119904 for other sectionsof the rock-fill blanket is 100mday The seepage calculationresults in dam section 1-1 are shown in Figure 2
The seepage regime calculations based on the classicalpattern have shown that the primary seepage flow is directedthrough the left-bank abutment (see Figure 3) which isconfirmed by the field data
In order to more accurately determine the depressionsurface position it was identified iteratively with control ofthe finite-element grid within its expected location
The seepage regime was corrected at every stage by timebased on changes in the thermal regime of the previousstage The lower values of P119904 were obtained for the elementswhose temperature values of the thermal equation werewithin the range of minus 10∘b and below and set by theabsolute confining layer with temperatures of minus 05 tominus 10∘b Then the correction calculation was performedThe resulting seepage velocities at every stage were used todetermine the structure thermal-seepage regime
23 The Thermal Problem Solution Based on Heat-and-MassTransfer and Phase Transitions The initial and boundaryconditions were set to solve the thermal problem Theinitial condition (temperature distribution in the soil bodyat the calculation) was set according to the field data as ofNovember of the current year The condition of convectiveheat exchange (the 3rd category boundary condition) wasset according to soil-air contact The mean monthly airtemperatures are given in Table 1 The 1st category boundarycondition 119905119894 = 119905pr (where 119905pr is minus 15∘b and 119905pr isthe temperature of permafrost) was set in the permafrostlocationThe absolute thermal insulationwas set according tothe boundaries of design area (the special pattern of the 2ndcategory boundary condition) The 1st category boundarycondition 119905119894 = 119905water where 119905water is a water temperature inevery design month was specified according to the soil-aircontact
The thermal-seepage regime was successively calculatedfor every month
The thermal problem was solved in several stages for 10yearsrsquo period of structure operation The solution of absolutethermal problem was obtained at the first stage without
Modelling and Simulation in Engineering 5
Table 1 Mean monthly temperatures of ambient air and water
Parameter Month of calendar yearI II III IV V VI VII VIII IX X XI XII
Air temperature ∘b minus323 minus260 minus171 minus61 minus37 135 168 123 49 minus69 minus229 minus306Wind velocity msec 21 19 22 30 30 26 23 21 24 27 24 22Upstream water temperature ∘b 400 400 400 400 500 900 150 130 1000 700 400 400Downstream water temperature ∘b 400 400 400 400 100 100 100 100 400 400 400 400
considering heat-and-mass transfer and phase transitionsThe temperature patterns for dam I-I section in Novemberfor 1 3 and 10 years of operation are shown in Figure 4
In this case a frozen core with temperatures of 0 tominus05∘b (higher than in the dam body) is formed in the centreof the thawed dam due to the boundary conditions being setaccording to the field dataThedownstream face freezes to thepermafrost rock top forming a negative temperatures field atthe downstream side
According to the temperature distribution in the soilbody it may be concluded that the results obtained fromthe classical pattern of the thermal problem do not complywith the field dataThermometers located on the crest recordpositive soil temperatures ranging from 0 to plus 05∘b Theseepage problem solution for this option showed the seepageflow occurring on the surface of the downstream face onlythat is in the area of seasonal freezingdefrosting Also thisfact does not comply with the true pattern of the seepageregime
The solution of the combined thermal-seepage problemwas considered at the second stage based on the heat-and-mass transfer phenomenaThe temperature distributionpattern partly corresponding to the field data was obtainedaccording to the calculation results (see Figure 5) The posi-tive temperatures field ranging from 0 to plus 03∘b is formedin the dam centre but the temperature field between thethawed core and retaining prism is nearly unchanged This isprovided by severe exposure to winter negative temperaturesthat causes freezing to the soil body at the downstream faceTherefore the seepage flow remains trapped in the damcentre where ldquoa pocketrdquo is formed In case of soil thawing insummer along the downstream face high rate seepage takesplace and it has no impact on the negative temperatures fieldsmoothly flowing it around
The defrosting effect due to heat-and-mass transferoccurs in the seasonal thawing area only In comparison to theprevious option this area increases in size but it completelyfroze in winter
At the final stage of calculation the combined thermal-seepage problem has been solved based on phase transitionsof cohesive water in the soil (see Figure 6)
In the first years while considering phase transitions thesoil body will be defrosted in the dam centre (as confirmedby instruments reading) A thawed area with passing seepageflow is formed beneath the layer of seasonally frozen soilThe thickness of the seasonally frozen area is 35ndash37m thatcomplies with climatological data of the region
The frozen area from the downstream face formed at theinitial stage gradually thaws out under the influence of heat-and-mass transfer and phase transitions of cohesive waterSince the foundation soils are characterized by the negativetemperatures ranging from minus 10 to minus 15∘b theheat carried by the seepage flow is sufficient for soil thawingBased on the fact that the structure was designed by thethawed type this operation mode corresponds to the designone
Retaining prism permafrost thawing is observed at thedownstream face by the 10th year of operation causingadditional setting The most extensive temperature change isobserved in the first 6-7 years of dam operation and then thetemperature field tends to be stabilized However some localareas of the negative temperatures in the thawed body remainby the 10th year of dam operation
The key feature defined during the design studies is fastdegradation of the permafrost in the way close to the soilphase transitions temperature it can be explained by theconcept of incomplete water freezing in dispersive frozen soils[24 25] At any temperature rise (including the negativevalues field) frozen soils thaw out This phenomenon causedaccidents of many structures built in the permafrost condi-tions
The results of problem solution as compared to the fielddata obtained in a dam temperature well for 2015 are given inTable 2
Difference between obtained data and instrument read-ings is 05∘b maximum that is less than 01 in terms ofthe annual variations amplitude When considering phasetransitions the soil condition in the dam bodymay be exactlydetermined in contrast to other solutions
The following conclusions are made based on the resultsof the calculation studies
(1) The improved calculation procedure and softwaresystem FILTRT_FAZ created by the authors allow han-dling the combined thermal-seepage problems based onthe phenomena of heat-and-mass transfer and phase transi-tions
(2) The results of studying the temperature-filtrationstate of the structure based on the factors of heat-and-masstransfer and liquid phase transition have shown that thecalculation results comply with the field data Ignoring thesefactors or one of them distorts the real situation of the damtemperature-filtration conditions
6 Modelling and Simulation in Engineering
432
1050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
432
1050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
43
151050minus05minus1minus15minus2minus3
minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
2
minus4
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(c)
Figure 4 Temperature field in dam I-I section as of November according to the classical pattern of the thermal problem solution (1) in 1year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
4 Modelling and Simulation in Engineering
2878295830393119320032803361344135223603
II-70II-17
II-7
Depression curve according to piezometers readingsCalculated position of depression curve
3179 M23703 M
28875M
TW = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHW = 36710 m 500 m
Figure 2 Calibration test results for the dam seepage regime at two P119904 values of the rock-fill blanket 50mday and 100mday
22000
1200
0012
0500
23000 2350022500
22000 23000 2350022500
1200
0012
0500
Figure 3 Field data specific electric resistance isolines (3 meters from the ground surface)
The study results have shown that the retaining prism is mostlikely mudding at the upstream side and therefore two P119904seepage coefficients were used in the calculations that is P119904for themudding section is 50mday andP119904 for other sectionsof the rock-fill blanket is 100mday The seepage calculationresults in dam section 1-1 are shown in Figure 2
The seepage regime calculations based on the classicalpattern have shown that the primary seepage flow is directedthrough the left-bank abutment (see Figure 3) which isconfirmed by the field data
In order to more accurately determine the depressionsurface position it was identified iteratively with control ofthe finite-element grid within its expected location
The seepage regime was corrected at every stage by timebased on changes in the thermal regime of the previousstage The lower values of P119904 were obtained for the elementswhose temperature values of the thermal equation werewithin the range of minus 10∘b and below and set by theabsolute confining layer with temperatures of minus 05 tominus 10∘b Then the correction calculation was performedThe resulting seepage velocities at every stage were used todetermine the structure thermal-seepage regime
23 The Thermal Problem Solution Based on Heat-and-MassTransfer and Phase Transitions The initial and boundaryconditions were set to solve the thermal problem Theinitial condition (temperature distribution in the soil bodyat the calculation) was set according to the field data as ofNovember of the current year The condition of convectiveheat exchange (the 3rd category boundary condition) wasset according to soil-air contact The mean monthly airtemperatures are given in Table 1 The 1st category boundarycondition 119905119894 = 119905pr (where 119905pr is minus 15∘b and 119905pr isthe temperature of permafrost) was set in the permafrostlocationThe absolute thermal insulationwas set according tothe boundaries of design area (the special pattern of the 2ndcategory boundary condition) The 1st category boundarycondition 119905119894 = 119905water where 119905water is a water temperature inevery design month was specified according to the soil-aircontact
The thermal-seepage regime was successively calculatedfor every month
The thermal problem was solved in several stages for 10yearsrsquo period of structure operation The solution of absolutethermal problem was obtained at the first stage without
Modelling and Simulation in Engineering 5
Table 1 Mean monthly temperatures of ambient air and water
Parameter Month of calendar yearI II III IV V VI VII VIII IX X XI XII
Air temperature ∘b minus323 minus260 minus171 minus61 minus37 135 168 123 49 minus69 minus229 minus306Wind velocity msec 21 19 22 30 30 26 23 21 24 27 24 22Upstream water temperature ∘b 400 400 400 400 500 900 150 130 1000 700 400 400Downstream water temperature ∘b 400 400 400 400 100 100 100 100 400 400 400 400
considering heat-and-mass transfer and phase transitionsThe temperature patterns for dam I-I section in Novemberfor 1 3 and 10 years of operation are shown in Figure 4
In this case a frozen core with temperatures of 0 tominus05∘b (higher than in the dam body) is formed in the centreof the thawed dam due to the boundary conditions being setaccording to the field dataThedownstream face freezes to thepermafrost rock top forming a negative temperatures field atthe downstream side
According to the temperature distribution in the soilbody it may be concluded that the results obtained fromthe classical pattern of the thermal problem do not complywith the field dataThermometers located on the crest recordpositive soil temperatures ranging from 0 to plus 05∘b Theseepage problem solution for this option showed the seepageflow occurring on the surface of the downstream face onlythat is in the area of seasonal freezingdefrosting Also thisfact does not comply with the true pattern of the seepageregime
The solution of the combined thermal-seepage problemwas considered at the second stage based on the heat-and-mass transfer phenomenaThe temperature distributionpattern partly corresponding to the field data was obtainedaccording to the calculation results (see Figure 5) The posi-tive temperatures field ranging from 0 to plus 03∘b is formedin the dam centre but the temperature field between thethawed core and retaining prism is nearly unchanged This isprovided by severe exposure to winter negative temperaturesthat causes freezing to the soil body at the downstream faceTherefore the seepage flow remains trapped in the damcentre where ldquoa pocketrdquo is formed In case of soil thawing insummer along the downstream face high rate seepage takesplace and it has no impact on the negative temperatures fieldsmoothly flowing it around
The defrosting effect due to heat-and-mass transferoccurs in the seasonal thawing area only In comparison to theprevious option this area increases in size but it completelyfroze in winter
At the final stage of calculation the combined thermal-seepage problem has been solved based on phase transitionsof cohesive water in the soil (see Figure 6)
In the first years while considering phase transitions thesoil body will be defrosted in the dam centre (as confirmedby instruments reading) A thawed area with passing seepageflow is formed beneath the layer of seasonally frozen soilThe thickness of the seasonally frozen area is 35ndash37m thatcomplies with climatological data of the region
The frozen area from the downstream face formed at theinitial stage gradually thaws out under the influence of heat-and-mass transfer and phase transitions of cohesive waterSince the foundation soils are characterized by the negativetemperatures ranging from minus 10 to minus 15∘b theheat carried by the seepage flow is sufficient for soil thawingBased on the fact that the structure was designed by thethawed type this operation mode corresponds to the designone
Retaining prism permafrost thawing is observed at thedownstream face by the 10th year of operation causingadditional setting The most extensive temperature change isobserved in the first 6-7 years of dam operation and then thetemperature field tends to be stabilized However some localareas of the negative temperatures in the thawed body remainby the 10th year of dam operation
The key feature defined during the design studies is fastdegradation of the permafrost in the way close to the soilphase transitions temperature it can be explained by theconcept of incomplete water freezing in dispersive frozen soils[24 25] At any temperature rise (including the negativevalues field) frozen soils thaw out This phenomenon causedaccidents of many structures built in the permafrost condi-tions
The results of problem solution as compared to the fielddata obtained in a dam temperature well for 2015 are given inTable 2
Difference between obtained data and instrument read-ings is 05∘b maximum that is less than 01 in terms ofthe annual variations amplitude When considering phasetransitions the soil condition in the dam bodymay be exactlydetermined in contrast to other solutions
The following conclusions are made based on the resultsof the calculation studies
(1) The improved calculation procedure and softwaresystem FILTRT_FAZ created by the authors allow han-dling the combined thermal-seepage problems based onthe phenomena of heat-and-mass transfer and phase transi-tions
(2) The results of studying the temperature-filtrationstate of the structure based on the factors of heat-and-masstransfer and liquid phase transition have shown that thecalculation results comply with the field data Ignoring thesefactors or one of them distorts the real situation of the damtemperature-filtration conditions
6 Modelling and Simulation in Engineering
432
1050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
432
1050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
43
151050minus05minus1minus15minus2minus3
minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
2
minus4
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(c)
Figure 4 Temperature field in dam I-I section as of November according to the classical pattern of the thermal problem solution (1) in 1year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
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Active and Passive Electronic Components
Control Scienceand Engineering
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RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
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Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
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Shock and Vibration
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Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
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Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
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Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
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International Journal of
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Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
Modelling and Simulation in Engineering 5
Table 1 Mean monthly temperatures of ambient air and water
Parameter Month of calendar yearI II III IV V VI VII VIII IX X XI XII
Air temperature ∘b minus323 minus260 minus171 minus61 minus37 135 168 123 49 minus69 minus229 minus306Wind velocity msec 21 19 22 30 30 26 23 21 24 27 24 22Upstream water temperature ∘b 400 400 400 400 500 900 150 130 1000 700 400 400Downstream water temperature ∘b 400 400 400 400 100 100 100 100 400 400 400 400
considering heat-and-mass transfer and phase transitionsThe temperature patterns for dam I-I section in Novemberfor 1 3 and 10 years of operation are shown in Figure 4
In this case a frozen core with temperatures of 0 tominus05∘b (higher than in the dam body) is formed in the centreof the thawed dam due to the boundary conditions being setaccording to the field dataThedownstream face freezes to thepermafrost rock top forming a negative temperatures field atthe downstream side
According to the temperature distribution in the soilbody it may be concluded that the results obtained fromthe classical pattern of the thermal problem do not complywith the field dataThermometers located on the crest recordpositive soil temperatures ranging from 0 to plus 05∘b Theseepage problem solution for this option showed the seepageflow occurring on the surface of the downstream face onlythat is in the area of seasonal freezingdefrosting Also thisfact does not comply with the true pattern of the seepageregime
The solution of the combined thermal-seepage problemwas considered at the second stage based on the heat-and-mass transfer phenomenaThe temperature distributionpattern partly corresponding to the field data was obtainedaccording to the calculation results (see Figure 5) The posi-tive temperatures field ranging from 0 to plus 03∘b is formedin the dam centre but the temperature field between thethawed core and retaining prism is nearly unchanged This isprovided by severe exposure to winter negative temperaturesthat causes freezing to the soil body at the downstream faceTherefore the seepage flow remains trapped in the damcentre where ldquoa pocketrdquo is formed In case of soil thawing insummer along the downstream face high rate seepage takesplace and it has no impact on the negative temperatures fieldsmoothly flowing it around
The defrosting effect due to heat-and-mass transferoccurs in the seasonal thawing area only In comparison to theprevious option this area increases in size but it completelyfroze in winter
At the final stage of calculation the combined thermal-seepage problem has been solved based on phase transitionsof cohesive water in the soil (see Figure 6)
In the first years while considering phase transitions thesoil body will be defrosted in the dam centre (as confirmedby instruments reading) A thawed area with passing seepageflow is formed beneath the layer of seasonally frozen soilThe thickness of the seasonally frozen area is 35ndash37m thatcomplies with climatological data of the region
The frozen area from the downstream face formed at theinitial stage gradually thaws out under the influence of heat-and-mass transfer and phase transitions of cohesive waterSince the foundation soils are characterized by the negativetemperatures ranging from minus 10 to minus 15∘b theheat carried by the seepage flow is sufficient for soil thawingBased on the fact that the structure was designed by thethawed type this operation mode corresponds to the designone
Retaining prism permafrost thawing is observed at thedownstream face by the 10th year of operation causingadditional setting The most extensive temperature change isobserved in the first 6-7 years of dam operation and then thetemperature field tends to be stabilized However some localareas of the negative temperatures in the thawed body remainby the 10th year of dam operation
The key feature defined during the design studies is fastdegradation of the permafrost in the way close to the soilphase transitions temperature it can be explained by theconcept of incomplete water freezing in dispersive frozen soils[24 25] At any temperature rise (including the negativevalues field) frozen soils thaw out This phenomenon causedaccidents of many structures built in the permafrost condi-tions
The results of problem solution as compared to the fielddata obtained in a dam temperature well for 2015 are given inTable 2
Difference between obtained data and instrument read-ings is 05∘b maximum that is less than 01 in terms ofthe annual variations amplitude When considering phasetransitions the soil condition in the dam bodymay be exactlydetermined in contrast to other solutions
The following conclusions are made based on the resultsof the calculation studies
(1) The improved calculation procedure and softwaresystem FILTRT_FAZ created by the authors allow han-dling the combined thermal-seepage problems based onthe phenomena of heat-and-mass transfer and phase transi-tions
(2) The results of studying the temperature-filtrationstate of the structure based on the factors of heat-and-masstransfer and liquid phase transition have shown that thecalculation results comply with the field data Ignoring thesefactors or one of them distorts the real situation of the damtemperature-filtration conditions
6 Modelling and Simulation in Engineering
432
1050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
432
1050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
43
151050minus05minus1minus15minus2minus3
minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
2
minus4
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(c)
Figure 4 Temperature field in dam I-I section as of November according to the classical pattern of the thermal problem solution (1) in 1year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
6 Modelling and Simulation in Engineering
432
1050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
432
1050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
15
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
43
151050minus05minus1minus15minus2minus3
minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
2
minus4
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(c)
Figure 4 Temperature field in dam I-I section as of November according to the classical pattern of the thermal problem solution (1) in 1year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
Modelling and Simulation in Engineering 7
4321050minus05minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(a)
4321050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
(b)
200 300 400 500 6001000
100
200
HWL = 36710 m 500 m Top of dam 3700 m
Cofferdam 3150 m
TWL = 2878 m
42151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
(c)
Figure 5 Temperature field in dam I-I section as ofNovember according to the thermal problem solution considering heat-and-mass transfer(1) in 1 year of operation (b) in 3 years (c) in 10 years
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
8 Modelling and Simulation in Engineering
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus1minus15minus2minus3minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
0
100
200
200 300 400 500 600100
(a)
TWL = 2878 m
Cofferdam 3150 m
Top of dam 3700 mHWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus6minus8minus10
minus14minus12
minus16minus18minus20minus229200 300 400 500 600100
0
100
200
(b)
Top of dam 3700 m
TWL = 2878 m
Cofferdam 3150 m
HWL = 36710 m 500 m
432151050minus05minus1minus15minus2minus4minus5minus6minus8minus10
minus14minus12
minus16minus18minus20minus229
200 300 400 500 6001000
100
200
(c)
Figure 6 Temperature field in dam I-I section as of November according to the combined thermal problem solution considering heat-and-mass transfer and phase transitions (1) in 1 year of operation (b) in 3 years (c) in 10 years
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
Modelling and Simulation in Engineering 9
Table 2 The obtained calculation results as compared to the field data
Elev m Instrumentreadings ∘b
Net temperatureproblem ∘b
With heat-and-masstransfer ∘b
With phasetransitions ∘b
Difference betweenobtained data and
instrument readings ∘b2075 minus229 minus229 minus229 minus229 016886 07 minus0363 minus0175 018 05213425 03 minus0387 minus02 008 02212827 03 minus0387 minus02 010 02011269 03 minus045 minus0325 009 02110106 03 minus0762 minus07 010 0219738 03 minus0887 minus0825 007 0239423 minus14 minus14 minus14 minus109 minus0319037 minus14 minus14 minus14 minus134 minus0065019 minus14 minus14 minus14 minus140 0
Conflicts of Interest
The authors declare that there are no conflicts of interestregarding the publication of this paper
References
[1] L N Rasskazov N A Aniskin V V Malakhanov A SBestuzheva M P Sainov and V V Tolstikov Gidrotekhnich-eskie sooruzheniya (rechnye) [Hydraulic structures(river)]Moscow ASV 2011 p 581
[2] S N Guzenkov D V Stefanishin O M Finogenov and S GShulrsquoman Nadezhnostrsquo khvostovykh khozyaystv obogatitelrsquonykhfabric [Reliability tail farms processing plants] Vezelitsa Belgo-rod Russia 2007
[3] R V Zhang ldquoMonitoring of small and medium embankmentdams on permafrost in changing climaterdquo Sciences in Cold andArid Regions vol 6 no 4 pp 348ndash355 2014
[4] R V Chzhan ldquoGeokriologicheskie printsipy raboty gruntovykhplotin v kriolitozone v usloviyakh menyayushchegosya klimata[Geocryological principles of operation of embankment damson permafrost in a changing climate]rdquo Fundamentalrsquonye Issle-dovaniya [Fundamental Research] vol 9-2 pp 288ndash296 2015(Russian)
[5] N A Aniskin ldquoTemperaturno-filrsquotratsionnyy rezhim osno-vaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnomponizhenii [Temperature-filtration mode of foundation anddam Kureiskaya HPP the second right bank lowering]rdquo inProceedings of the Moscow State University of Civil Engineering[Vestnik MGSU] pp 43ndash52 2006
[6] M Foster R Fell and M Spannagle ldquoThe statistics of embank-ment dam failures and accidentsrdquo Canadian Geotechnical Jour-nal vol 37 no 5 pp 1000ndash1024 2000
[7] A A Korshunov S P Doroshenko and A L NevzorovldquoThe Impact of Freezing-thawing Process on Slope Stabilityof Earth Structure in Cold Climaterdquo in Proceedings of the 3rdInternational Conference on Transportation Geotechnics ICTG2016 pp 682ndash688 September 2016
[8] N A Aniskin and A S Antonov ldquoDevelopment geo-seepagemodels for solving seepage problems of large damrsquos foundationson an example of ANSYS Mechanical APDLrdquo Advanced Mate-rials Research - Trans Tech Publications - Switzerland vol 1079-1080 pp 198ndash201 2015
[9] Q Chen and L M Zhang ldquoThree-dimensional analysis ofwater infiltration into the Gouhou rockfill dam using saturated-unsaturated seepage theoryrdquo Canadian Geotechnical Journalvol 43 no 5 pp 449ndash461 2006
[10] W D Liam Finn ldquoFinite-element analysis of seepage throughdamsrdquo Journal of the Soil Mechanics and Foundations Divisionvol 93 no 6 pp 41ndash48 1967
[11] G Rakhshandehroo and A Bagherieh ldquoThree dimensionalanalysis of seepage in 15-Khordar dam after impoundmentrdquoIranian Journal of Science and Technology Transaction B Engi-neering vol 30 no B1 pp 135ndash142 2006
[12] E N Bereslavskiy ldquoMatematicheskoe modelirovanie filrsquotrat-sionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami[Mathematical modeling of filtration currents under hydraulicengineering structures]rdquo Nauchnye Vedomosti BelGU [Bulletinof BSTU] vol 5 pp 32ndash46 2009 (Russian)
[13] D A Krylov ldquoMatematicheskoe modelirovanie temperaturn-ykh poley s uchetom fazovykh perekhodov v kriolitozone[Mathematical simulation of temperature fields with phasetransitions in the permafrost zone]rdquo Nauka i Obrazovanie[Science and Education] vol 4 pp 1ndash26 2012 (Russian)
[14] O KMarkhilevich ldquoPrimeneniemetodovmodelirovaniya geo-filrsquotratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy[Application of methods of simulation of geofiltration in thedesign of hydraulic structures]rdquoGidrotekhnicheskoe Stroitelrsquostvo[Hydrotechnical Construction] vol 4 pp 61ndash72 2009 (Russian)
[15] B Bussiere R P Chapius and M Aubertin ldquoUnsaturated flowmodelling for exposed and covered tailings dams BBussiereRPChapiusrdquo in Proceedings of the ICOLD Conference Mon-treal Canada 2003
[16] S Yousefi A Noorzad M Ghaemian and S KharaghanildquoSeepage investigation of embankment dams using numericalmodelling of temperature fieldrdquo Indian Journal of Science andTechnology vol 6 no 8 pp 67ndash78 2013
[17] E N Gorokhov ldquoVirtualrsquonye 3D-modeli temperaturno-krio-gennogo rezhima gruntovykh plotin v kriolitozone [A vir-tual 3D model of temperature-cryogenic regime of embank-ment dams on permafrost]rdquo Privolzhskiy Nauchnyy Zhurnal[Privolzhsky Scientific Journal] vol 3 pp 188ndash193 2012 (Rus-sian)
[18] S A Sazhenkov ldquoIssledovanie zadachi Darsi-Stefana o fazov-ykh perekhodakh v nasyshchennom poristom grunte [Theproblem of Darcy-Stefan on phase transitions in saturated
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
10 Modelling and Simulation in Engineering
porous soil]rdquo Prikladnaya Mekhanika i Tekhnicheskaya Fizika[Journal of Applied Mechanics and Technical Physics] vol 4 pp81ndash93 2008 (Russian)
[19] K A Basov ANSYS Spravochnik Polrsquozovatelya DMK PressMoscow Russia 2005
[20] ANSYS Mechanical APDL Documentation Internet httpwwwansyscom
[21] A Kamanbedast and A Delvari ldquoAnalysis of earth damSeepage and stability using ansys and geo-studio softwarerdquoWorldApplied Sciences Journal vol 17 no 9 pp 1087ndash1094 2012
[22] L Yuan and J Lei ldquoThe Analysis of the Seepage Characteristicsof Tailing FLAC 3D Numerical Simulationrdquo The Open CivilEngineering Journal vol 9 pp 400ndash407 2015
[23] X X Zhao B L Zhang and Z M Wang ldquoStability analysisof seepage flow through earth dam of huangbizhuang reservoirbased on ANSYSAPDLrdquo Rock and Soil Mechanics 2005
[24] N A Tsytovich Tsytovich Mekhanika merzlykh gruntov[Mechanics of frozen soils] High school Moscow Russia 1973
[25] V I Makarov Protivofilrsquotratsionnye mErzlotnye Zavesy v Grun-tovykh Plotinakh Merzlogo Tipa Stroitelrsquostvo i EkspluatatsiyaGidrotekhnicheskikh Sooruzheniy v Zapadnoy Yakutii [Antifil-tration Cryogenic Veils in Ground Dams of Frozen Type Con-struction and Operation of Hydraulic Structures in WesternYakutia] Nauka Novosibirsk Russia 1979
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal of
Volume 201
Submit your manuscripts athttpswwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 201
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of