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LECTURE 6 HYDRAULICS AND SEDIMENT TRANSPORT: RIVERS AND TURBIDITY CURRENTSPowerPoint Presentation

LECTURE 6 HYDRAULICS AND SEDIMENT TRANSPORT: RIVERS AND TURBIDITY CURRENTS

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TURBIDITY CURRENTS: MORPHODYNAMICS AND DEPOSITS

LECTURE 6

HYDRAULICS AND SEDIMENT TRANSPORT:

RIVERS AND TURBIDITY CURRENTS

Head of a turbidity current in the laboratory

From PhD thesis of M. H. Garcia

STREAMWISE VELOCITY AND CONCENTRATION PROFILES: RIVER AND TURBIDITY CURRENT

u = local streamwise flow velocity averaged over turbulence

c = local streamwise volume suspended sediment concentration averaged over turbulence

z = upward normal direction (nearly vertical in most cases of interest)

z

z

VELOCITY AND CONCENTRATION PROFILES BEFORE AND AFTER A HYDRAULIC JUMP

The jump is caused by a break in slope

Garcia and Parker (1989)

A HYDRAULIC JUMP

u

utA

x

ut

VOLUME FLUX OF FLOWING FLUID AND SUSPENDED SEDIMENT

The flux of any quantity is the rate at which it crosses a section per unit time per unit area.

So flux = discharge/area

The fluid volume that crosses the section in time t is Aut

The suspended sediment volume that crosses is cAut

The streamwise momentum that crosses is wuAut

The fluidvolume flux = u

The suspended sediment volume flux = uc

The streamwise momentum flux = wu2

LAYER-AVERAGED QUANTITIES: RIVER HYDRAULIC JUMP

In the case of a river, layer = depth

H = flow depth

U = layer-averaged flow velocity

C = layer-averaged volume suspended sediment concentration

(based on flux)

Now let

qw = fluid volume discharge per unit width (normal to flow)

qs = suspended sediment discharge per unit width (normal to flow)

discharge/width = integral of flux in upward normal direction

LAYER-AVERAGED QUANTITIES: TURBIDITY CURRENT HYDRAULIC JUMP

The upper interface is diffuse!

So how do we define U, C, H?

USE THREE INTEGRALS, NOT TWO HYDRAULIC JUMP

Let

qw = fluid volume discharge per unit width

qs = suspended sediment discharge per unit width

qm = forward momentum discharge per unit width

Integrate in z to “infinity.”

z

FOR A TURBIDITY CURRENT HYDRAULIC JUMP

Three equations determine three unknowns U, C, H, which can be computed from u(z) and c(z).

BED SHEAR STRESS AND SHEAR VELOCITY HYDRAULIC JUMP

Consider a river or turbidity current channel that is wide and can be approximated as rectangular.

The bed shear stress b is the force per unit area with which the flow pulls the bed downstream (bed pulls the flow upstream) [ML-1T-2]

The bed shear stress is related to the flow velocity through a dimensionless bed resistance coefficient (bed friction coefficient) Cf, where

The bed shear velocity u [L/T] is defined as

Between the above two equations,

where Cz = dimensionless Chezy resistance coefficient

SOME DIMENSIONLESS PARAMETERS HYDRAULIC JUMP

D = grain size [L]

= kinematic viscosity of water [L2/T], ~ 1x10-6 m2/s

g = gravitational acceleration [L/T2]

R = submerged specific gravity of sediment [1]

Froude number ~ (inertial force)/(gravitational force)

Flow Reynolds number ~ (inertial force)/viscous force): must be >~ 500 for

turbulent flow

Particle Reynolds number ~ (dimensionless particle size)3/2

SOME DIMENSIONLESS PARAMETERS contd. HYDRAULIC JUMP

Shields number ~ (impelling force on bed particle/ resistive force on bed

particle): characterizes sediment mobility

Now let c denote the “critical” Shields number at the threshold of motion of a particle of size D and submerged specific gravity R. Modified Shields relation:

SHIELDS DIAGRAM HYDRAULIC JUMP

The silt-sand and sand-gravel borders correspond to the values of Rep computed with R = 1.65, = 0.01 cm2/s and D = 0.0625 mm and 2 mm, respectively.

motion

no motion

CRITERION FOR SIGNIFICANT SUSPENSION HYDRAULIC JUMP

But recall

where

and

Thus the condition

and the relation of Dietrich (1982):

specifies a unique curve

defining the threshold for significant suspension.

SHIELDS DIAGRAM WITH CRITERION FOR SIGNIFICANT SUSPENSION HYDRAULIC JUMP

Suspension is significant when u/vs >~ 1

NORMAL OPEN-CHANNEL FLOW IN A WIDE CHANNEL HYDRAULIC JUMP

Normal flow is an equilibrium state defined by a perfect balance between the downstream gravitational impelling force and resistive bed force. The resulting flow is constant in time and in the downstream, or x direction.

- Parameters:
- x = downstream coordinate [L]
- H = flow depth [L]
- U = flow velocity [L/T]
- qw = water discharge per unit width [L2T-1]
- B = width [L]
- Qw = qwB = water discharge [L3/T]
- g = acceleration of gravity [L/T2]
- = bed angle [1]
tb = bed boundary shear stress [M/L/T2]

- S = tan = streamwise bed slope [1]
- (cos 1; sin tan S)
- w = water density [M/L3]

The bed slope angle of the great majority of alluvial rivers is sufficiently small to allow the approximations

THE DEPTH-SLOPE RELATION FOR NORMAL OPEN-CHANNEL FLOW HYDRAULIC JUMP

Conservation of water mass (= conservation of water volume as water can be treated as incompressible):

Conservation of downstream momentum:

Impelling force (downstream component of weight of water) =

resistive force

Reduce to obtain depth-slope product rule for normal flow:

THE CONCEPT OF BANKFULL DISCHARGE IN RIVERS HYDRAULIC JUMP

Let denote river stage (water surface elevation) [L] and Q denote volume water discharge [L3/T]. In the case of rivers with floodplains, tends to increase rapidly with increasing Q when all the flow is confined to the channel, but much less rapidly when the flow spills significantly onto the floodplain. The rollover in the curve defines bankfull discharge Qbf.

Bankfull flow ~ channel-forming flow???

Minnesota River and floodplain, USA, during the record flood of 1965

PARAMETERS USED TO CHARACTERIZE BANKFULL CHANNEL GEOMETRY OF RIVERS

In addition to a bankfull discharge, a reach of an alluvial river with a floodplain also has a characteristic average bankfull channel width and average bankfull channel depth. The following parameters are used to characterize this geometry.

Definitions:

Qbf = bankfull discharge [L3/T]

Bbf = bankfull width [L]

Hbf = bankfull depth [L]

S = bed slope [1]

Ds50 = median surface grain size [L]

n = kinematic viscosity of water [L2/T]

R = (rs/r – 1) = sediment submerged specific gravity (~ 1.65 for natural

sediment) [1]

g = gravitational acceleration [L/T2]

SETS OF DATA USED TO CHARACTERIZE RIVERS RIVERS

Sand-bed rivers D 0.5 mm

Sand-bed rivers D > 0.5 mm

Large tropical sand-bed rivers

Gravel-bed rivers

Rivers from Japan (gravel and sand)

SHIELDS DIAGRAM AT BANKFULL FLOW RIVERS

Compared to rivers, turbidity currents have to be biased toward this region to be suspension-driven!

FROUDE NUMBER AT BANKFULL FLOW RIVERS

Turbidity currents?

DIMENSIONLESS CHEZY RESISTANCE COEFFICIENT AT BANKFULL FLOW RIVERS

Turbidity currents?

DIMENSIONLESS WIDTH-DEPTH RATIO AT BANKFULL FLOW RIVERS

Turbidity currents?

THE DEPTH-SLOPE RELATION FOR BED SHEAR STRESS DOES NOT NECESSARILY WORK FOR TURBIDITY CURRENTS!

In a river, there is frictional resistance not only at the bed, but also at the water-air interface. Thus if I denotes the interfacial shear stress, the normal flow relation generalizes to:

But in a wide variety of cases of interest, I at an air-water interface is so small compared to b that it can be neglected.

A TURBIDITY CURRENT CAN HAVE SIGNIFICANT FRICTION ASSOCIATED WITH ITS INTERFACE

If a turbidity current were to attain normal flow conditions,

where

and Cf denotes a bed friction coefficient and Cfi denotes an interfacial frictional coefficient.

But turbidity currents do not easily attain normal flow conditions!

REFERENCES WITH ITS INTERFACE

Garcia and Parker (1989)

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