Andrew Simon USDA-ARS National Sedimentation Laboratory, Oxford, MS [email protected]
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Transcript of Andrew Simon USDA-ARS National Sedimentation Laboratory, Oxford, MS [email protected]
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Andrew Simon USDA-ARS National Sedimentation Laboratory, Oxford, MS
Equilibrium, Shear Stress, Stream Power and Trends of Vertical
Adjustment
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Non-Cohesive versus Cohesive Materials
• Non-cohesive: sands and gravels etc.Resistance is due solely to particle size, weight, shape and “hiding”.
• Cohesive: silts and clays
Resistance is derived from electro-chemical inter-particle forces under zero normal stress
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Shields Diagram
Denotes uncertainty
CohesiveMaterials
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Shields Diagram by Particle Diameter
Excludes cohesives
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Heterogeneous Beds
ks = 3* D84
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Need for a means to determine critical shear stress (c) and the erodibility coefficient (k) in-situ for soils and sediments.
National Sedimentation Laboratory
Erosion of Cohesives by Hydraulic Shear
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Erosion Rate is a Function of Erodibility and Excess Shear Stress
= k (o- c) = erosion rate (m/s)
k = erodibility coefficient (m3/N-s)
o = boundary shear stress (Pa)
c = critical shear stress (Pa)
(o-c) = excess shear stress
Critical shear stress is the stress required to initiate erosion.
Obtained from jet-test device
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Impinging Jet Applies Shear Stress to Bed
Jet Nozzle
National Sedimentation Laboratory
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Impinging Jet Applies Shear Stress to Bed
As scour hole depth increases, shear stress decreases.
Jet Nozzle
National Sedimentation Laboratory
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From Relation between Shear Stress and Erosion We Calculate c and
Time
Eros
ion
Dep
th,
cm
c
National Sedimentation Laboratory
(cm3/Pa/sec)k
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General Relation for Erodibility and Critical Shear StressErodibility, m3/N-s
k = 0.1 c -0.5
Where; c = critical shear stress (Pa), x, y = empirical constants
CRITICAL SHEAR STRESS, IN Pa
0.01 0.1 1 10 100 1000
EROD
IBILIT
Y COE
FFICI
ENT (
k), IN
cm3 /N-
s
0.0001
0.001
0.01
0.1
1
10
k = 0.09 c -0.48
44
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Revised Erodibility Relation
y = 1.3594x-0.8345
R2 = 0.5253
0.0001
0.0010
0.0100
0.1000
1.0000
10.0000
100.0000
1.0E-07 1.0E-06 1.0E-05 1.0E-04 1.0E-03 1.0E-02 1.0E-01 1.0E+00 1.0E+01 1.0E+02 1.0E+03CRITICAL SHEAR STRESS (Pa)
ERO
DIB
ILIT
Y C
OEF
FIC
IEN
T (k
)
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Distributions: Critical Shear Stress
0
10
20
30
40
50
60
70
80
90
100
0.1 1.0 10.0 100.0 1000.0CRITICAL SHEAR STRESS (Pa)
PER
CEN
TILE Yalobusha River System
Kalamazoo RiverJames CreekShades CreekMissouri RiverUpper Truckee RiverW. Iowa, E. NebraskaN Fork Broad RiverTualatin River SystemTombigbee RiverS Branch Buffalo RiverAll Data
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Distributions: Erodibility Coefficient
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000ERODIBILITY COEFFICIENT (k)
PER
CEN
TILE
Yalobusha River SystemKalamazoo RiverJames CreekShades CreekMissouri RiverUpper Truckee RiverW. Iowa, E. NebraskaN Fork Broad RiverTualatin River SystemTombigbee RiverS Branch Buffalo RiverAll Data
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Mapping Critical Shear Stress: Yalobusha River Basin, Mississippi
National Sedimentation Laboratory
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Idealized Adjustment TrendsIdealized Adjustment Trends
For a given discharge (Q)
VS
Se
n
c
d
National Sedimentation Laboratory
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Adjustment: Boundary Shear Stress
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Adjustment: Increasing Resistance
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Adjustment: Increasing Resistance
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Adjustment: (Excess Shear Stress)Degrading Reach
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Boundary Shear Stress: Range of FlowsSh
ear s
tress
, in
N/m
2
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Adjustment: Excess Shear Stress
Degrading ReachEx
cess
shea
r stre
ss
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Adjustment: (Excess Shear Stress)Aggrading Reach
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Adjustment of Force and Resistance
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Results of Adjustment
Decreasing Sediment Loads with Time
Toutle River System
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Experimental Results
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Total and Unit Stream Power = w y V S = Q S = total stream power per unit length of channel = specific weight of water w = water-surface width y = hydraulic depth v = mean flow velocity Q = water discharge S = energy slope
w = / ( w y) = V S where w = stream power per unit weight of water
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Adjustment: Unit Stream Power
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Flow Energy• Total Mechanical EnergyTotal Mechanical Energy
H = z + y + (H = z + y + ( v v22 / 2 g)/ 2 g)where H = total mechanical energy (head)where H = total mechanical energy (head)
z = mean channel-bed elevation (datum head)z = mean channel-bed elevation (datum head) = coefficient for non-uniform distribution velocity= coefficient for non-uniform distribution velocityy = hydraulic depth (pressure head)y = hydraulic depth (pressure head)g = acceleration of gravityg = acceleration of gravity
• Head Loss over a reach due to FrictionHead Loss over a reach due to Friction hhff = [z = [z11 + y + y11 + ( + (11 v v1122 / 2g)]- [z/ 2g)]- [z22 + y + y22 + ( + (22 v v2222 / /
2g)]2g)]• Head, Relative to channel bedHead, Relative to channel bed EEss = y + ( = y + ( vv22 / 2g) =/ 2g) = y + [y + [ Q Q22 / (2 g w / (2 g w22 y y22)])]
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As a working hypothesis we assume that a fluvial system has been disturbed in a manner such that the energy available to the system (potential and kinetic) has been increased. We further assume that with time, the system will adjust such that the energy at a point (head) and the energy dissipated over a reach (head loss), is decreased.
Now, for a given discharge, consider how different fluvial processes will change (increase or decrease) the different variables in the energy equations.
Adjustment: Total Mechanical Energy
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Adjustment: Energy Dissipation
Minimization of energy dissipation
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Trends of Vertical Adjustment and Determining Equilibrium
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Determining Equilibrium
Recall definitionA stream in equilibrium is one in which over a
period of years, slope is adjusted such that there is no net aggradation or degradation on the channel bed (or widening or narrowing)
ORThere is a balance between energy conditions at
the reach in question with energy and materials being delivered from upstream
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Causes of Channel Incision
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Trends of Incision: Channelization
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Trends of Incision: Below Dams
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Bed-level Trends Along a Reach
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Bed-level Trends Along a Reach
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Empirical Functions to Describe Incision E = a t b
E = elevation of the channel beda = coefficient; approximately, the pre-disturbance elevationt = time (years), since year before start of adjustmentb = dimensionless exponent indicating rate of change on the bed (+) for aggradation, (-) for degradation
E/ Eo = a + b e-kt
E = elevation of the channel bedEo = initial elevation of the channel bed
a = dimensionless coefficient, = the dimensionless elevation a > 1 = aggradation, a < 1 = degradationb = dimensionless coefficient, = total change of elevation b > 0 = degradation, b < 0 = aggradationk = coefficient indicating decreasing rate of change on the bed
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Empirical Model of Bed-level Response
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Comparison of the Two Bed-level Functions
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A Natural Disturbance (Toutle River System)
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Bed-Level Response
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Bed Response: Toutle River System
Upstream disturbance, addition of potential energy, sub-alpine environment
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Comparison with Coastal Plain Adjustment
Downstream disturbance, increase in gradient, coastal plain environment
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Model of Long-Term Bed Adjustment