Tailings and Mine Waste Conference

A two-layer approach for tailings in open channels Abulnaga, Baha E. 2011-11-1

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Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  A Two-Layer Approach for Tailings in Open Channels Baha E. Abulnaga Fluor, San Francisco, USA  Abstract In a number of locations around the world the tailings storage area is sufficiently lower than the mineral processing plant to allow disposal by gravity. Most past efforts to represent open channel flows have been empirical and have focused on representing the solid phase as a viscosity problem for which the Manning equation could be used. Empirical equations developed for stormwater flows are difficult to use for tailings as they were often developed for cases of solids that do not exceed few thousand parts per million. As large tailings systems develop to transport solids with volumetric concentration in the range of 20% to 30% different forces interact. The coarsest particles move as a bed load in the bottom layer, while the fines move in a suspended mode in the upper layer. Bed forms develop at the interface between the two layers that include ripples, dunes, anti-dunes and flat planes. With large volumes of solids, a Coulombic force develops that is independent of speed but must be accounted for in friction losses while collisions between particles give rise to the Bagnold stress. The proposed two-layer approach provides a tool to examine the combination of these forces for design of long distance tailings transport in open channels.  Introduction The size of metal concentrators and oilsand processing plants has grown tremendously over the last few decades. Copper concentrators may dispose 80,000 metric tonnes of dry solids per day as waste or tailings. Oilsand plants handle up to 150,000 tonnes per day. The high cost of water associated with these efforts pushes the concentration of slurry mixtures to 55% – 70% by weight. When the tailings storage facility is located at a much lower elevation than the mineral processing plant, or when a pit of an oilsand operation is converted to tailings storage, slurry transport by gravity in open channels becomes an economic option. It is therefore a challenge for the design engineer to combine the different forces that influence the flow regime.The equilibrium of all these forces ultimately establishes the parameters for design of open channels for highly concentrated tailings. A new equation is proposed to account for shear stress, dune resistance, Coulombic friction, Bagnold stress, lift, dissipative and centrifugal forces in the final calculation of slope in steady state uniform motion.  1.0 PRINCIPLES OF THE APPROACH In the conventional problem for transport of sediments in rivers and sewers, the bed of solids is considered to be fairly shallow compared to the depth of the liquid. The active bed thickness is often considered to be the thickness of two d90 diameters plus the height of the bedform. In the approach we are proposing in this paper, the bottom layer is much thicker and transports the fraction of solids coarser than 74 µm, while fine solids are transported in suspension in the upper layer. The interface between the two layers may take on a wavy shape called bedforms such as ripples, dunes, antidunes (upstream migrating or downstream migrating types), or may be simply a flat plane.  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  Figure 1: Comparison between conventional models of sediment transport in open channel and proposed approach for open channel flow of coarse tailings at high concentration Figure (1) presents a comparison between the conventional model for sediment transport and the approach to be discussed in this paper. In each layer density takes a different value, the conservation of mass is expressed by equation (1) across a plane  ρmAmUm=ρUAUUU+ρBABUB Am = AU + AB  (1) (2)  with ρ the density, A sectional area of mixture, U average velocity in the channel, subscript m refers to total mixture, subscript B to bottom layer and U to upper layer. Forces and stresses develop in each layer and are listed in table (1) with a graphical representation in Figure (2). In this paper, steady state flow is assumed. Table (1) Characteristics of flow in bottom and upper layers Bottom Layer of stratified coarse  Upper Layer of Suspended Sediments  Component of Bed Weight in plane of inclination for bottom layer (FGB)  Component of Weight in plane of inclination for upper layer (FGU)  Bed Shear stress (τvB)  Interfacial Shear stress ( τ I )  Drag force due to vegetation in bed (Dv)  Viscous shear stress against the walls τ wU  Columbic friction force (Fc)  Shear stress due to bedform ( τ f )  Bagnold Dispersive Stress (τBA )  Turbulent Dispersive Stress (τdispU)  Turbulent Dispersive Stress (τdispB)  Centrifugal force (CFU)  Near Wall Lift Force (Lp)  Pressure losses due to fittings ΣFfU  Centrifugal force (CFB)  Entrainment Force acting on lower layer  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  FE Pressure losses due to fittings ΣFfB Entrainment force from upper layer FE  2.0 DYNAMICS OF THE LOWER LAYER Due to the difference in average velocity between the upper and bottom layer, an entrainment force is assumed to exist to transfer energy from the upper to the bottom layer. Since the interface between the bottom and the top layer is assumed to be made of bedforms, the dune length λ is assumed to be the characteristic length.  Figure 2: Concept of forces in steady motion for each layer – The upper layer exerts an entrainment force FE on the lower layer that is seen as resistance by the upper layer. 2.1 Incipient Motion The flow of cohesionless particles can be divided into three forms of transport -  bed load transport  -  suspended load  -  wash load  In the bed load transport form, the coarser particles are jumping, rolling, moving in a regime called “saltation” often forming dunes and anti-dunes. Bedforms form at the interface of bottom and top layers with a wave length λ and an amplitude Λ.The wave length λ is assumed to be the characteristic length. The transition from a stationary state to the formation of a bed load is often called “incipient motion”. A number of equations have been developed to account for the effects of viscosity, particle size, density of solids, density of liquid, hydraulic radius of flow, hydraulic radius of bed, and bed shear stress. Tailings systems operate well above the regime of incipient motion, but we will discuss this regime briefly. One method widely accepted is based on the Shields Curve which defines the limit between possible and impossible motion.  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  2.1.1 Non-dimensional Particle Diameter The Van Rijn approach (1984) as discussed by Bertrand-Krajewski (2006) calculates the critical mobility parameter θ crit as a function of the non-dimensional particle diameter D*.   g (ρ − ρ s l D* = d 50   ν 2 ρl   )     1/ 3  (3)  Where d50 is the particle size diameter passing 50% of the solids, ν is the kinematic viscosity,ρs is the particle density and ρl is the liquid density. 2.1.2 Critical Shear (or friction) Velocity The critical mobility parameter θ crit (also sometimes called the critical shear parameter) is defined as θ crit =  *2 ucrit  (4)  d50 B g ( ρ s / ρl − 1)  From the Van Rijn approach (1984a), the curve θ crit is formulated by five equations as per table (2). Table (2) Equations for Critical Mobility parameter Value of Non-Dimensional critical mobility parameter Diameter D* θc D*<4  θcrit = 0.24/D*  4<D*<10  θ crit = 0.14/(D*)0.64  10< D*<20  θ crit = 0.04/(D*)0.10  20< D*<150  θ crit = 0.013 (D*)0.29  150< D*  θ crit = 0.055 Van Rijn Approach  Critical Mobility Parameter  0.3 0.25 0.2 0.15 0.1 0.05 0 1  10  100  1000  10000  D* - Non Dimensional Diameter  Figure (3) The Critical Mobility Parameter after the Van Rijn Equations  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011 * The critical shear (or friction) velocity ucrit can then be calculated from the critical mobility parameter.  2.2 Concepts of Critical Speed A number of empirical equations are available for critical speed in slurry launders. Dominguez (1996) self-cleaning speed developed on copper tailings  ρ − ρ m   d 85   VD = 1.833  8 gRH s  ρ m   R H    With Reynolds Number Re*=  0.158  1.2  ( 3100 / Re* )  (5)  ρm RH ( gRH ) µ  RH= hydraulic radius,d85= 85% passing diameter for particles,ρm=density of slurry mixture, ,ρs=density of solid particles,g=acceleration due to gravity (9.81 m/s2),µ=viscosity of carrier fluid. Novak & Nalluri (1975) proposed the following equation for critical Speed   ρ − ρl   d p  Vc = 0.61  gd p s    ρ l   RH    −0.27  (6)  Particle size in mm- suitable for rectangular channels 0.01<dp/RH<1,Circular channels 0.01<dp/RH<0.8 Novak & Nalluri (1984) developed a Bed Critical Speed  ρ − ρ l   d PB  Vbc = 0.54  gd PB s    ρ l   RB    −0.38  (7)  RB=Hydraulic Radius of Bed is defined as in the Einstein approximation. 2.4 Viscous Force As the solids are transported in the bottom layer, viscous friction develops. The Swamee-Jaime friction factor (Lindeburg,1997) is modified by using the hydraulic radius to   0.25  f DB =   {log [0.0675k / R + 5.74 /( 4 R ρ U / µ ) 0.9 ]}2  B HB HB l B 10 l    (8)  which is valid from the Reynolds Number 5000< ( 4 RHB ρ l U B / µ l ) <100,000, where UB is the average speed in the bottom layer. The roughness kB is traditionally taken as anywhere from 2d50 to 3d90.The viscous shear stress for the bottom layer is calculated as  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  1 2  1 8  τ B = ρ BU 2fB = ρ B f NBU B2 = ρ B f DBU B2  (9)  Where U fB is the friction velocity of the bottom layer, f NB is the Fanning coefficient and f DB is the Darcy-Weisbach or Moody coefficient. The resultant force within a narrow tailings conduit is based on an area covering the wet perimeter WPB by the unit length λ. In section 3.4, a sidewall correction will be reviewed. 2.5 Coulombic Friction Force At high solids concentrations in tailings, a certain percentage of the particles in the lower layer will not be fully suspended. A mechanical friction then develops between these particles and the walls of the open channel, called Coulombic Friction. Considering the buoyancy force, the submerged weight is used. Defining the mechanical friction factor as fc, the Coulombic force for a horizontal flow can be expressed as Fc = f c ( ρ s − ρ L ) AB λ .g .c BS  (10)  Where CBS is the volumetric concentration of coarse solids in contact with the wall, also called contact load. In the Mohr-Coulomb model, the dry Coulombic friction factor is usually expressed as f c = tan φ  (11)  Where φ is called the angle of repose or internal failure of a static granular body. For dry sand fc ≈ 0.5 . Pudasaini et al (2005) discussed the importance of Coulombic friction in the flow of debris in open channels under steady and unsteady flows. They proposed modifications to the dry friction factor based on pore pressure distribution for mud. As centrifugal forces compress the solids, the pore pressure change and hence the friction factor for the Coulombic force computation will also change. To evaluate the concentration of particles in an open-channel O’Brien (1933) proposed that the rate of transfer of solids upward must be in equilibrium with the downward exchange of momentum due to gravitational forces Vt c y = − β V ' lmb  dc dc = εs dy dy  (12)  Vt=terminal velocity of particle, lBm is the mixing length, V’=average of absolute values of fluctuations of velocity normal to the flow, β= correlation coefficient ≅1.0, cy=concentration at height y from wall, c=concentration of particles, εs= mass transfer coefficient. In pipe flow, the contact load is expressed by the Shook-Roco equation (SRC 2000) as c BS cv  =e  −Γ  where Γ = 0.124 Ar   U2  gd p   −0.061        0.28   dp   Di        −0.431   ρs − ρl   ρ l   Where Ar is the Archimedean number defined in the following equation       −0.272  (13)  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  Ar =  4 3µ  2 l  d 3p g ( ρ s − ρ l )ρ l  Equation (13) applies for Ar<300,000. Modifying equation (13) for open channels, but it is proposed that cbs = cv e  −Γ  with Γ = 0.124 Ar   U2    gd p     −0.061   0.28   dp   4 RH        −0.431   ρ s − ρl   ρ l        −0.272  (14)  Where the average velocity U, and hydraulic radius RH are taken over the entire flow. Equation (14) needs confirmation by empirical data. 2.6 Lift Force Wilson et al (2008) conducted an analysis on spherical particles and correlated the shear (friction) velocity with the lift force. The lift force occurs at walls with strong curvature such as pipes . Lift may be due to spinning of particles by the Magnus effect. Wilson et al proposed that the ratio of lift force to submerged weight of a sphere be expressed as  (3 / 32) f L U  L = CL   ((ρ s − ρ l ) g  g ( ρ s ; ρ l ) / ρ l   (15)  where CL is the average lift coefficient. The effect of the lift force is to reduce the resistance due to the Coulombic force by lifting off the solids. Data on lift coefficient for non-spherical particles such as those likely to be encountered in tailings is not readily available. Defining the stratification ratio in terms of energy gradient and volumetric concentration as ψ=  ρU d ρ l (im − il ) , and the particle Reynolds Number based on friction velocity Re*= j f 50 cv ( ρ s − ρ l ) µl  The experimental work of Wilson et al (2008) on spheres between 0.3 mm and 0.7 mm in pipe diameters between 0.1 m and 1m led to the following relationship: ψ = 0.70(Re* )0.33 . Within the scope of the open channel problem we can state that the net lift force is obtained through reference to the wet perimeter WPB and wave length λ .  L p = ξC Lav ρ l f DBU B2WPB λ  (16)  Where ξ is a function the particles size and their concentration at the wall and CLav is their average lift coefficient. 2.7 Bagnold Dispersive Force The interactions of coarse solids in a moving fluid result in collisions. While the normal inter-granual stress is essentially due to the (weight-buoyancy) of the solids, at high speed a phenomenon develops resulting in a dispersive shear stress and a force called the Bagnold’s dispersive force. Wang et al (2000) expressed the Bagnold stress as  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011 2  τ BA    2   2  du  1 = αρ s   d 50 c    dy   3 cv  / c − 1 v max    (17)  Where α is the Bagnold coefficient cv is the mixture volumetric coefficient of particles undergoing collisions, with diameter d50c for particles undergoing collisions, and cvmax is the maximum volumetric concentration that can be achieved and (du/dy) is the shear rate.. Figure (4) shows a representation for Bagnold stress. For very fine tailings this stress is negligible. Johnson (1996) reported a value of 0.025 for sand while Mih 1993,Yadav 2008 reported values of 0.013 – 0.056 for different materials. Particle size (mm) 0.1  1  10  100 1.00E+05 1.00E+04  1.00E+02 1.00E+01 250s -1 1.00E+00 5s  1.00E-01  -1  100s -1  1.00E-02  Bagnold Stress (Pa)  1.00E+03  shear rate 5 shear rate 20 shear rate 100 shear rate 250  1.00E-03 1.00E-04 1.00E-05  Figure (4) Bagnold Stress ,cv=30%,cvmax=70%,ρs=2700 kg/m3,α=0.0011 In turbulent regime, the shear rate is established from the law of the wall for very dilute mixtures du U fB = dy κy  (18)  Where κ is the von Karman constant, and y is the height above wall boundary, UfB = friction velocity in the bottom layer. For water κ ≈ 0.405, but its value drops with concentrated slurry mixtures in open channels. The law of the wall is usually limited to 20% of the depth of the flow H for open channel. It is not known whether it applies well for hyper-concentrated mixtures. 2.8 Turbulent Dispersive Force As particles try to stay in suspension they develop a turbulent dispersive force. Wang (2000) proposed an equation that can be applied to the lower layer The turbulent dispersive stress is expressed as τ dispB = ρ  2  du  B l mB    2   dy  wB  (19)  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  With lBm is the mixing length, and the shear rate (du/dy) is taken at the wall of the bottom layer, as per equation (18). Takahashi (2007) explained that for debris flows with large particles, the mixing length can reach the size of particle diameter. 2.9 Dominating mode of friction In certain flows collisions predominate, in others the particles are sufficiently spaced to avoid collisions. Iverson and Lahusen (1993) argued that the different mechanism of Bagnold, viscous friction or collisions may dominate depending on the flow characteristics. They proposed to examine three important numbers The Bagnold Number defined as N Ba  ρ s d p2 du cv1 / 3 = /3 µ dy ( cv1 max − cv1 / 3 )  (20)  The Savage Number N Sa  d p2   du    = c v gH B tan φ  dy   2  (21)  The friction Number NFr =  ρs cv g H B tanϕ  du   µ  dy   (22)  Where ϕ is the internal angle of repose Iverson and Lahusen (1993) proposed that - the Bagnold stresses due to particles collision dominate over the viscous friction when the Bagnold Number NBa>450, but the viscous mode of friction dominates when NBa<40. - Grain collisions dominate grain friction when the Savage Number NSa>0.1. - viscous friction dominates when NFr>1400. 2.10 Centrifugal Force The Centrifugal force is usually treated as problem of unsteady flow, as sharp turns cause changes of velocity. For a large radius turn, (typical radius> 50 pipe diameters), uniform flow is assumed and the centrifugal force for the control volume is expressed as CFB = ρ B AB λ  U B2 Rc  (23)  2.11 Interlayer Entrainment Force Since the upper layer is assumed to move at a higher average speed UU than the lower layer at the speed UB, it exerts an entrainment force FE at the interface between the two layers. This force will be examined from the equilibrium of forces in the upper layer.  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  3.0 DYNAMICS OF THE UPPER LAYER Because of the high speeds associated with the transport of tailings bedforms will most likely be encountered near the deposition speed and when the mixture is highly stratified.  Figure (5) Parameters of Bedform showing length λ and amplitude Λ 3.1 Friction Factor for a Flat Interface The Chezy Coefficient is an important parameter in open channel flows to determine friction losses. It is related to the Darcy-Weisbach friction factor or Fanning friction factor used in conventional fluid dynamics as Ch =  8 g / f D  =  2 g / f N       (24)  f D = Darcy-Weisbach friction factor, f N = Fanning friction factor The Chezy number is dimensional. A non-dimensional equivalent often used in the literature is expressed as  c=  U Ch = Uf g  (25)  In conventional open-channel theory the velocity distribution above a flat bed follows a logarithmic profile. Considering the top of the bottom layer as a false bed on which the upper layer slides at an average speed UU, the laws of sediment transport can be adapted u( z) 1  z = ln κ  zo Uf       (26)  Where κ is the von Karman coefficient (typically 0.405), Uf = shear or friction velocity at HB, u(z)= local velocity at an elevation z above the bed. zo is the thickness of the bed and is often assumed to relate to the bed roughness ks by ks=30z0 At the interface z = HB, the velocity u(z) = Ui, (interface velocity). The profile of velocity in the upper layer is therefore expressed as uu ( z ) uu ( z ) U i 1  z = = ln * Ui U fi U fi * κ  H B   1  HB   + ln   κ  z    o   (27)  Defining a value for z0 at the height HB, and as the roughness ks= 30z0, equation (27) is rewritten as  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  uu ( z ) 1  z = ln κ  HB U fi   1  HB  + ln 30  κ  k s         (28)  The last term on the right of equation (28) is defined as the non-dimensional Chezy number at the interface of the two layers ci =   30 H B ln κ  k s 1       (29)  The Chezy number at the interface is obtained from substituting equation (29) into equation (25) Chi =   30H B     = 7.735 ln 30H B  ln  k  κ  k s   s  g  (30)  And substituting into equation (24), the Darcy and Fanning friction factors at the interface are derived to be f DI =  And  f NI =  1.32  (ln(30H  B  )  (31a)  )  (31b)  / ks )  2  0.328  (ln(30H  B / ks )  2  The calculated friction factor is used to compute the shear stress at the interface due to a flat interface. τ BI = 0.125 f DI ρUUU2  (32)  The roughness ks is traditionally taken as anywhere from 2d50 to 3d90 (e.g.van Rijn) but some authors have developed equations where the roughness increases with the bed concentration. 3.2 Friction Factor for Interface Dunes and Antidunes A number of equations are available in the literature to account for presence of bedforms. Adapting the model developed by Yalin (1992) to the proposed two layer model yields the additional nondimensional Chezy number for dunes: 1 1 1 Λ λ  ≈ 2 +   2 HU  Λ  c2 ci  2  (33)  This is in-line with Graf (1971) who proposed that the total friction factor be expressed as f Dt = f Di + f DF  (34)  Where f Dt = total Darcy friction factor, f Di = Darcy friction factor for bed without dunes, and f DF is the Darcy friction factor due to the bedforms. Using Yalin’s approach we define the bedform nondimensional Chezy Number as: g 1 = = c f Ch f  f Nf 2  =  Λ λ ≈   8 2 HU  Λ   f Df  2  (35)  Zhang,Y,(1999) reviewed in her thesis various methods to calculate the friction factor for large dunes. A number of equations were derived by Zhang, but the following equation, for maximum steepness is  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  selected as it applies more to the range of tailings. It is modified to use the height of the upper layer as the forcing mechanism of dune formation with Z= HU/d50   Λ   0 .5    + 1 χ max =   = 0.04(1 − e −0.0119 Z )  2  λ  max  1 + 3(log10 Z − 2.8)  (36)  Vanoni and Hwang (1967) proposed that the increase in Darcy friction factor for bedforms be expressed as  1 f DF   λR 2 = 3.3 log10  2HI  Λ     − 2.3    (37)  With RHI as the bed hydraulic radius. The shear stress due to bedforms is then expressed as τ Bf = 0.125 f DF ρU U U2  (38)  Recking et al (2009) offered a correlation between the shear stress and two-dimensional antidunes and derived the empirical equation below. They indicated that antidunes persisted at the following conditions θ θ  θ crit θ crit  < 100 for gentle slope, this was also confirmed by Yelin (1992) < 20 for steep slope  However Van Rijn put a limit at θ  = 25 for bedforms based on his flume tests. The difference is θ crit due to the fact that Recking and Yalin focused on natural dunes, while van Rijn (1984) lab work would suggest that the narrow rigid boundaries limit bedforms.  3.3 Concepts of Froude Number Kennedy(1960,1961,1963,1969) used potential flow theory to define the shape of the bedforms. The work of Kennedy assumed that the water layer moves above a rigid bed with sediment transport limited at the interface between bed and upper layer in the horizontal direction. He defined a Froude Number for the water layer above the sediment bed. Adapting Kennedy’s Froude Number to the 2-layer model FrU =  Ui  (39)  gHU  For thin layers the interface celerity is often replaced by the average velocity UU. When the bed is merely 1% - 4% of the flow height, average flow depth and velocity are used. This approach is incorrect when dealing with higher volumetric concentration of solids. O.E. Sequeiros (2008) proposed that in the presence of density currents and accelerating flows in the upper layer to use a densimetric Froude Number should be used rather than the conventional Froude Number to characterize the division of bed forms. Frd =  UU gcv H U ( ρ s / ρ l − 1)  (40)  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  Table (3) presents a comparison between the conventional use of Froude Number in the layer of water above sediments and the use of the Sequerios densimetric Froude Number.  Table (3) Comparison between Kennedy water based Froude Number and Sequerios Densimetric Froude Number Traditional Froude Number based on liquid layer above bed  Sequerios Densimetric Froude Number  - Ripples in laminar flow with d50<0.6 mm, wave length up to 1000 d50 FrU < 0.88, subcritical flow, dunes  For 0.46 < Frd < 0.97 , dunes form  - between 0.8<FRU <0.95 plane bed forms For 1.04 < Frd <Frdm , Upstream Migrating with substantial transport of material (Bennett Dunes were observed 1997) – However with coarse material these plane bed forms may not develop and the dunes are followed straight by anti-dunes. - between the Froude Number of 1.0 to 1.5 a For Frd> Frdm and Frd> 1.04, Downstream regime of flow called “upper flow regime” Migrating Dunes were observed develops (Bennett 1997) - At higher Froude Numbers anti-dunes form Antidunes persisted up to Frd=3 until the bed is flattened out once again. Kennedy (1960) proposed an equation for three dimensional antidunes. It is adapted to the two-layer model to yield U i2   2 λ gλ    ≈  1+   2π   lw          (41)  Where lw is the cross-sectional length of the antidune, and is often taken as the channel width b.Recently Nunez et al (2010) confirmed the validity Kennedy’s model on streams of slurry up to a weight concentration of 45%. 3.4 Side Wall Friction A correction factor is needed for viscous friction. Considering the basic three shapes, a wet perimeter for the side walls is derived in table (4). As shown in Figure (6) an open channel formed of three sections in the upper layer. There are two side areas As under the influence of the wall friction and one central area Ac under the influence of the interface friction. The hydraulic Radius is RHS for the side section and RHC for the central section. Chezy Law establishes a correlation between the flow and head loss per unit length Sf as  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  Q = Ac gRH S f  (42)  For each of the side section, a non-dimensional Chezy number cs is defined. The flow into each side section is  Qs = cs As gS f RHS and for the central area QI = cI AI gS f RHI The total flow Q = AUUU = QC + 2Qs can be expressed as cT AU RHU = ci Ai  (43)  RHI + 2cs As RHS  Table (4) Wet Perimeter for Sidewalls. Circle  Rectangular  U-shape  2Ω B is the angle formed by Wet Perimeter for side wall 2Ω B is the angle formed by the shear stress the bottom layer bottom layer 2Ω by the upper layer in 2 H U U  a pipe  Wet Perimeter  Wet Perimeter of walls  2( H u + H B − R) + R(π − 2ΩB )  = 2 R (ΩU − Ω B ) )  Equation (43) establishes the correlation between the interface non-dimensional Chezy number ci, the sidewall non-dimensional Chezy number cs and the overall upper layer non dimensional Chezy number cT in the absence of bedforms. An upper friction factor is then developed for the walls.  0.25 f DU =   {log [0.0675k / R + 5.74 /( 4 R ρ U / µ ) 0.9 ]}2 B Hs l B 10 HS l        The viscous shear stress for the bottom layer is calculated as  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  τ wU = ρ BU 2fUW = 0.5 f NU ρUU U2 = 0.125 f DU ρUU U2  (44)  Figure (6) Concept of interface and wall shear stress  3.5 Turbulent Dispersive Force An equation similar to (19) is developed for the upper layer 2   du    dy  iU  2 τ dispU = ρU lmU   (45)  Where lBm is the mixing length, and the shear rate (du/dy) is taken at the interface of the upper layer.  4.0 Equilibrium of Forces The forces combine in the upper layer and lower layer to create an overall resistance. Ignoring second order interaction terms between these forces and assuming that they add up, the equilibrium of forces is established by the following equations. 4.1 Equilibrium of forces in Lower Layer For the lower bed across a wavelength λ between point 1 and 2 FMB + FGB + FPB +FE = τvB λWPB + fc (WcosβCBS – ξC Lav f DBU B2WPB λ ) + CFB + Dv + DispB +ΣFfB (46) In steady flow, we ignore the force due to change of momentum FGB, and the force due to change of pressure FBP. If we assume that the centroids are at the same elevation at 1 and 2.If we ignore drag due to growth vegetation in natural channels, losses for fittings and if we substitute Equations (9),(10),(16),(17) (19),(23)equation (46) is simplified to  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  1 f DB ρ BU B2 λWPB + f c [( ρ s − ρ l ) Ab λgC BS cos β − ξC Lav ρ l f DBU B2WPB λ ] 8 2  2 2  1  d 2  du  WP λ + ρ B AB λU B B  50c  dy  Rc Cv max / Cv − 1     ρ B AB λg sin β + FE =    2 + ρ B lmB + αρ s  3     (47)  4.2 Equilibrium of forces in Upper Layer At the upper layer we must account for the interface forces as well as wall stress. FPU + FGU + FMU = ( τ bI + τ bf )λb + 2τ sw H U λ + CU + DispU + ΣF fU − FE  (48)  For steady uniform flow, momentum and pressure forces FMU and FPU are ignored, the centroids of the upper layer are assumed to be at the same elevation from the bottom of the channel.In the absence of fittings, and substituting equations (31),(37),(43) and (44) equation (47) can be written as: 2  1 1 2  du ρU AU λg sinβ = ( f DI + f DF )ρuUu2λb + f DU ρUUU2 HU λ + ρU AU λUU2 / Rc + ρU lmU  dy  WPU λ − FE 8 4    The entrainment force is expressed as 2  1 1 2  du FE = ρU AU λg sinβ − ( f DI + f DF )ρuUu2λb − f DU ρUUU2 HU λ − ρU AU λUU2 / Rc + ρU lmU  dy  WPU λ 8 4    (49)  4.3 Equilibrium of forces for the complete flow The forces in the upper and lower layers are obtained by substituting equation (49) into equation (46). Dividing by the characteristic length λ  1  1 1 1 2 2 2  ( f DI + f DF ) ρU UU b + f DU ρU UU HU + f DB ρ BU BWPB 4 8  ρ m Am g  8  β = arcsin  2     2    1 2 2 2  du  + f c { ( ρ s − ρl ) Ab gCBS cos β − ξC Lav ρl f DBU BWPB } +  ρ BlmB + αρ s   d 50 c   WPB  3 Cv / Cv − 1    dy  max     2  ρ B ABU B2 ρU Au U U2 2  du  + ρU l mU WP + + U  dy  Rc Rc        (50)  At small angles of slope, sinβ≈tanβ and cosβ≈1. The bedform terms vanish at high shear rate.  Conclusion Through the principle of conservation of mass and equilibrium of forces, it is possible to develop a set of equations for the slope of coarse cohesionless tailings that includes friction losses for the denser bottom layer, interface friction due to bedforms between upper and lower layers, Coulombic force, Bagnold dissipative friction and turbulent disspative friction, centrifugal force and to adjust for its  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  influence by including terms of lift force. The final equation (50) indicates that there are areas needing field research such a measurement of lift for non-spherical particles, and dissipative force coefficients Through computational calculations, using an iterative approach, the proposed mathematical model provides a tool for the design of large long distance open channel tailings systems. The proposed approach will be extended in a separate paper to cover unsteady flow problems.  References Abulnaga B.E.2002.Slurry Systems Handbook. NY.McGraw-Hill  Bertrand-Krajewski J.L. 2006. Modelling of sewer solids production and transport – Cours de DEA “Hydrologie Urbaine ” URGC Hydrologie Urbaine, INSA de Lyon, France.Partie 9  Coleman S .E, J.Fedele and M.H. Garcia, .2003.Closed-Conduit bed-Form Initiation and Development. Journal of Hydraulics , ASCE pp 956 – 965  Dominguez B,R. Souyris and A.Nazer.1996.Deposit velocity of slurry flow in open channels. Slurry Handling and Pipeline Transport Thirteeth annual International Conference of the British Hydromechanic Association, Johannesburg,South Africa  Farshi D. Criterion of Formation of Lower Regime Bed Forms – www.iahr.org/membersonly/grazproceedings99/pdf/S025.pdf [Accessed May 31,2011]  Gillies, R. G. J. Schaan, R. J. Sumner, M. J. McKibben, and C. A. Shook. 1999. Deposition velocities for Newtonian slurries in turbulent flows. Paper presented at the Engineering Foundation Conference, Oahu, HI.  Graf W.H.1971.Hydraulics of Sediment Transport.N.Y. McGraw-Hill  Iverson R.M and R.G.LaHusen .1993. Friction in Debris Flows: Inferences from Large-scale Flume Experiments ; Hydraulics Engineering – Proceedings of ASCE pp 1604-1609  Johnson A. M. 1996 A Model For Grain Flow And Debris Flow- U. S. Department Of The Interior, U. S. Geological Survey  Kennedy J.F. 1960. Stationary waves and antidunes in alluvial channels. Ph D thesis – Caltech University, USA . Kennedy J.F. 1961. Stationary waves and antidunes in open channels. Proc ASCE Journal of Hydraulics Div.96, (HY2):431-439  Kennedy J.F. 1963. The mechanics of dunes and anti-dunes in erodible-bed channels. Journal of Fluid Mechanics 16:521544 Kennedy J.F.1969. The formation of sediment ripples, dunes and antidunes, Annual Review of Fluid Mechanics 1:147-168  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011 Kuhn M.1980.Hydraulic Transport of Solids in the Mining Industry – Hydrotransport 7  Lindeburg M.R.1997. Mechanical Engineering Reference Manual.Belmont,CA.Professional Publications Inc.  Mih K.C. 1993. An Empirical Shear Stress Equation for General Solid Fluid Mixtures Int. J of Multiphase Flows Vol 9,pp 683-690  Novak P., Nalluri C. 1975. Sediment transport in smooth fixed bed channels. Journal of the Hydraulics Division, 101(9), 1139-1154.  Novak P., Nalluri C. 1984 . Incipient motion of sediment particles over fixed beds. Journal of Hydraulic Research, 22(3), 181-197.  Nuñez-González F & J.P.Martin 2010- Downstream Migrating anti-dunes in sand,gravel and sand-gravel mixtures – River Flow 2010 – Dittrich,Koll,Aberle & Geinsenhainer (eds) http://jpmv.webs.com/Nunez.pdf [Accessed June 4,2011]  O’Brien,M.P.1933.Review of the theory of turbulent flow and its relation to sediment transportation. Trans.Am.Geophysics 14,pp 487-491  Pudasaini S. P., Y.Wang, and K. Hutter,2005. Modelling debris flows down general channels – Natural Hazards and Earth System Sciences, 5, 799–819, 2005  Recking, A, V. Bacchi, M. Naaim, P. Frey, 2009.Antidunes on steep slopes - Journal of Geophysical Research – Earth Surface 114.” Available from http://hal.archives-ouvertes.fr/docs/00/45/61/60/PDF/GR2009-PUB00027563.pdf [Accessed 23 June 2011]  Savage, S.B. (1984). The mechanics of rapid granular flows, Adv. Applied Mech., 24: 289-366.Savage, S.B., and Hutter, K. (1989). The motion of a finite mass of granular material down arough incline, J. Fluid Mech., 199: 177-215.  Savage, S.B., and Hutter, K. 1991. The dynamics of avalanches of granular materials frominitiation to runout. Part I: Analysis, Ada Mechanica, 86: 201-223.  Silbert L.E., G. Crest G, R Brewster and A.Levine – Rheology and Contact Lifetimes in Dense Granular Flows http://alevine.chem.ucla.edu/Documents/silbert_111006_PRL.pdf [Accessed July 11,2011]  Wilson K. C. and Anders Sellgren.2008. Revised Method For Calculating Stratification Ratios For Heterogeneous Flows – 14th Int. Conf. on Transport & Sedimentation of Solid Particles, pp.,334-340  Sequeiros O. E., B. Spinewine, R.Beaubouef, T Sun, M. H. Garcia and G. Parker. 2010. Bedload Transport And Bed Resistance Associated With Density And Turbidity Currents Sedimentology 57,Int.Ass.of Sedimentologists pp 1463–1490  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011 Saskatchewan Research Council .2000- Slurry Pipeline Course – Saskatoon May 15-16  Takahashi T.2007. Debris flow: mechanics, prediction and countermeasures. Taylor & Francis Group,UK.  van Rijn L.C.,1984a. Sediment transport, part I: bed load transport. Journal of Hydraulic Engineering, 110(10), 1431-1456.  van Rijn L.C. ,1984b. Sediment transport, part II: suspended load transport. Journal of Hydraulic Engineering,110(11), 1613-1641.  Vanoni V.A. and L.S.Hwang.1967.Relation between bedforms and friction in streams.Proc.Am.Soc.Civil.Engrs.93,no HY3  Wang Y,X.Fei and R.Chen.2000.A modified rheological model of natural debris flows.Chinese Section Bulletin Vol 45 No 8 http://www.springerlink.com/content/c6m5t31r404q117/fulltext.pdf [Accessed 4 July 2011].  S. M. Yadav and B. K. Samtani (2008) Modifying Bagnold’s Equation And Determining Ripple Factor For Monsoon Season, Savkheda Gauging Station Of Tapi River - Twelfth International Water Technology Conference, IWTC12 2008, Alexandria, Egypt http://www.iwtc.info/2008_pdf/4-5.PDF - [accessed Aug 19,2011]  Yalin M.S.1992.River Mechanics.London.Pergamon Press Ltd  Zhang,,Y.,1999 Bed Form Geometry And Friction Factor Of Flow Over A Bed Covered By Dunes. Thesis (PhD). University of Windsor,Canada  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  Nomenclature A  Cross Sectional Area  NSA  Savage Number  b  width of channel at the interface between layers.  Q  Flowrate  c  non-dimensional Chezy Coefficient  qB  solid load per unit of width  co  non-dimensional Chezy Coefficient at the interlayer interface in the absence of bedforms  Rc  Radius of curvature of channel  cT  non-dimensional Chezy Coefficient including sidewalls  RH  Hydraulic Radius  cv  Volumetric concentration of solids  RHC  Hydraulic Radius for central bed at the interface  C  Chezy Number  RHS  Hydraulic Radius for side walls at the interface  CBS  the volumetric concentration of coarse solids at wall  Re  Reynolds Number  CD  Drag Coefficient  Re*  Reynolds Number based on or friction velocity  CL  Lift Coefficient  Re  Reynolds Number  CLav  Average Lift Coefficient  S  Slope  Ch  Dimensional Chezy Coefficient for total flow  T  Transport Parameter  CF  Centrifugal force  U  Average Velocity  d50  Median particle size with 50% passing the diameter  Uf  Friction velocity  d50c  Median particle size with 50% passing the diameter undergoing collisions  * ucrit  critical velocity for incipient motion  d85  particle size with 85% passing the diameter  VCB  Critical Speed for Asymmetric bed flow  d90  Particle size with 90% passing the diameter  W  Weight  D*  Non-dimensional particle diameter  WP  Wet Perimeter  DispB  Bagnold Dispersive force  z  depth measured from bottom of channel  Dv  Drag due to vegetation in channel  Z  Depth to particle diameter ratio  du/dy  shear rate  fc  Coulomb Friction Coefficient  fD  Darcy Weisbach friction factor  α  Bagnold friction parameter  fdisp  Bagnold Dispersive friction coefficient  β  angle of inclination  FL  Durand Factor  χ  steepness of bedform  fN  Fanning Friction Factor  FfB  force due to pressure loss across a fitting  κ  Von Karman coefficient  FGU  force due to gravity in the direction of flow  Λ  bedform amplitude  Fr  Gilles Froude Number  λ  bedform wave length  Frd  Densimetric Froude Number  µ  dynamic viscosity  FrU  Kennedy Froude Number  ν  kinematic viscosity  Greek Symbols  2  g  acceleration due to gravity (9.8m/s )  FGU  force due to gravity in the direction of flow  θ  Shield Parameter  H  Thickness of layer  τ  shear stress  2  g  acceleration due to gravity (9.8 m/s )  Ω  angle formed by wet perimeter in a pipe channel  H  Height (Thickness) of layer  ξ  Coefficient to calculate lift as a function of particle size and shape at the wall  kb  bed roughness  subcripts or superscripts  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011 ks  Roughness coefficient at the interface due to flat bed  a  coefficient for Archimedean Number  L  lift  B  bottom layer  Lp  Lift due to particle at the wall  i  interface  lm  mixing length for dispersive force  o  flat bed based  lw  cross-length of 3D bedform  p  particle  NBA  Bagnold Number  s  sidewall  NFR  Friction Number  U  Upper Layer  Worked Example In an oilsand application, open channel flow is considered to transport high grade tailings for in-pit disposal. Particle size distribution is presented in table (5). The open channel must transport 75,000 metric tonnes per day at a weight concentration of 60%. The solids density is 2.57 t/m3 and the volume concentration is 36.87%. The total flow is 3250 m3/h. The average slurry density is 1.58 t/m3. Assume bends to be 50 times the channel width. Examine the effect if 5% of the solids consist of rejects at 20 mm diameter that may pass through the breakers. The problem will be examined first by ignoring the presence of rejects. To determine the volume of solids in the bed, it is assumed that particles larger than 74 µm will move in the bed, while the rest will be in the upper layer. Examining the particle size distribution of the cyclone underflow (fourth column in table 2), the -74 microns are screened off (figure 7) It appears that 7.7% of the particles will be in the upper layer. The volume of solids in the bed is therefore 92.7% of the solids, or 1051.4 m3/h. The maximum packing of solids for sand is 65%, but the bed in a first iteration is assumed to be 50%. The total volume of the bed is therefore 2103 m3/h. The density of the bed is computed to be 1.85 t/m3. The total mass flow of solids in the bed is 3890 kg/h. In the upper layer, 239 t/h will be transported by 1000.7m3/h of water. The total volume is 1089.27 m3/h, mass 1239.91 t/h, density is 1.14 t/m3. Assuming a water viscosity of 1 cP, the viscosity is corrected for the presence of fines using the Landel equation to 1.4 cP due to a volumetric concentration of 7.7% of particles smaller than 74µm. The kinematic viscosity ν for the carrier is 1.39x10-6 m2/s. In the lower layer -  d50 which is found to be 260 µm, d85 which is found to be 570 µm , d90 which is found to be 1100 µm Table (5) Particle Size Distribution from a coarse high grade tailings application Cumulative Passing mesh  microns  FEED  U/F  remove -74 microns O/f  Γ  Contact load at the wall  accum passing (%)  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  8  2360  100  100  100  2.76  0  9  2000  100  100  100  3.20  0  10  1700  100  100  100  3.71  0  12  1400  100  100  100  4.41  0  14  1180  100  100  100  5.14  0  20  850  97.3  96.78  100  96.51  6.89  3.2868E-05  28  600  91.6  89.97  100  89.15  9.40  5.6153E-06  36  425  81.6  78.03  100  76.24  12.80  3.3007E-07  48  300  67.1  60.71  100  57.51  17.47  4.4625E-09  66  212  62.1  42.9  99.98  38.26  23.83  7.9361E-12  100  150  39.6  26.79  99.4  23.37  32.47  1.2716E-15  160  106  27.7  14.7  90.61  7.77  44.29  7.0281E-21  200  75  19.4  7.51  80.61  0.00  60.34  4.4598E-28  325  44  10.9  3.34  56.15  97.21  2.533E-44  32  9  2.6  41.94  129.22  5.6014E-59  20  7  1.95  33  196.71  2.4174E-88  10  6.3  1.75  29.75  365.55  3.511E-162  5  4.5  1.24  21.99  679.31  4.883E-298  100 90 80 70 60 50 40 30 20 10 0  whole tailings +74 microns  1  10  100  1000  10000  particle size  Figure (7) Particle distribution for worked example – the lower curve represents the bottom layer, and the upper curve the whole tailings Applying equation (3) to the bottom layer D* = 5.32. Using table (1), the non-dimensional critical mobility parameter is calculated from table (2), θc= 0.048. The critical shear velocity for incipient motion is calculated from equation (4) 0.0154 m/s. The corresponding critical shear stress for incipient motion is computed as 0.45 Pa. A width of 750 mm is selected. The Dominguez equation is calculated to be 2.3 m/s. Calculations are done by iteration – the first will be illustrated here. In the first iteration the velocity for the bottom layer is assumed to be 2.2 m/s, average velocity of flow 2.33 m/s. For the bottom layer, the height HB=0.354 m, cross sectional area AB=0.27 m2, Hydraulic Radius RHB=0.18 m. The wet perimeter WPB=1.46 m  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  For the upper layer, the height HU=0.153 m, average velocity 2.64 m/s, cross sectional area AU=0.11 m2, Hydraulic Radius RHU=0.11 m. The wet perimeter WPU=1.06 m Total liquid height 0.507 m, total wet perimeter 1.76m, total Hydraulic radius 0.22 m, total flow area 0.38 m2 Bottom Layer Assuming a bed roughness of 2d90 or 1240 µm, the Darcy friction factor is calculated using equation (8) as 0.04. The resultant shear viscous shear stress is calculated using equation (9) as 45 Pa. The equivalent shear velocity is calculated to be 0.156 m/s. The viscous force per unit length is obtained by multiplying the shear stress by the wet perimeter or τvB WPB =66 N/m Applying equation (14) for the concentration of solids at the wall, the contact load is tabulated in the last column of table (5). The resultant Coulombic Force per unit length is calculated using equations (10),(11) and (14) to be 0.05 N/m. Assuming a lift coefficient of 0.21, and that 10% of the particles are supported by the lift force, equation (16) yields -5.3 N/m. The shear rate in the bottom layer is obtained by assuming a Von Karman coefficient of 0.35 and applying the law of the wall for 20% of the depth. It is calculated to be 4.4s-1. Assuming a Bagnold coefficient of 0.013, the Bagnold stress is calculated to be 0.002 Pa and the resultant force per unit length 0.003 N/m. The Bagnold Number of 1.0 indicates minimum effect of collisions. Assuming a mixing length of the order of d50, the turbulent dispersive force per unit length is calculated from equation (19) to be 0.01N/m. At a bend, the radius of curvature is 37.5 m. Applying equation (23) gives a force per unit length of 63.4 N/m. Interface and Upper Layer The ratio of shield number stress to critical shear number is calculated as 116. Hence applying the criteria that the ratio must be less than 100 for bedforms to persist, it is concluded that the interface will be flat. From equation (31a), the Darcy friction factor at the interface is calculated to be 0.016. The viscous force across the interface is obtained from equation (32) multiplied by 90% of the bed with to be 11 N/m. The side walls are assumed to have a roughness of 70 µm. The wet perimeter = 2HU=0.31m – the resultant Darcy friction factor is 0.011. The resultant force per unit length is obtained by using equation (44) to be 3.4 N/m  Proceedings Tailings and Mine Waste 2011 Vancouver, BC, November 6 to 9, 2011  The turbulent dispersive force in the upper layer is negligible. If the launder goes through a bend with radius of 37.5 m, the centrifugal force per unit length of bend for the upper layer is computed to be 24.3 N/m. Overall slope without rejects The total force per unit length ignoring bends at the self cleaning speed is 77 N/m. The total density of the mixture is calculated to be 1607 kg/m3. The total flow area is calculated to be 0.38 m2.  77   Applying equation (50) β = sin −1   = 1.28%  1607 * 9.81* .38  By adding the effects of centrifugal forces, the total force per unit length increases to 165N/m, or an equivalent slope of 2.75%. Adding Rejects (no bends)  As rejects are added with 20 mm diameter, they develop on their own a non-dimensional particle size D*=409 with critical Shield parameter of 0.055. The corresponding critical shear velocity is 0.134 m/s The volumetric concentration of the rejects is 1.34%. However it is assumed that they are not lifted and sliding with Coulombic resistance leading to a force per unit length calculated at 39.54 N/m. The Bagnold force from the low volumetric concentration of the rejects is negligible so the main contribution of the rejects is to add 39.54 N/m as Coulombic force, thus raising the total force to 116.43 N/m leading to minimum slope of 1.94% The critical shear of 0.134 m/s is however too close to the friction shear velocity of 0.156 m/s needed to maintain the flow of the bed. Further iteration leads to a need for more slope.  


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