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THEORY FOR HOPPER SEDIMENTATION.
Dr.ir. S.A. Miedema1
Prof.ir. W.J. Vlasblom2
ABSTRACT.
The sedimentation process in the hopper of a Trailing Suction Hopper Dredge (TSHD) is
very complex. However it is debatable whether for estimation purposes it is necessary to
model the processes involved in detail. For estimation purposes a black box approach
may suffice. Based on the turbulent diffusion theory of Camp (1936, 1946) and Dobbins
(1944) for sedimentation tanks, a method has been developed describing the
sedimentation and thus the overflow losses in hoppers. The Camp theory considers
particles of one diameter, but here the grain distribution is considered, which is the basis
for calculating the overflow losses. In the time domain, a homogeneous flow above the
sand bed is assumed. Using Camp as a first criterion, it is possible to determine which
percentage of particles of a specified diameter will settle and which particles will have
too small a settling velocity to settle. A second criterion is the scour velocity. If the
velocity above the bed is greater than the scour velocity of a particle of a specified
diameter, that particle will be re suspended. Both criteria will result in overflow losses.
Given a specified mixture flow into the hopper, once the overflow losses are known, the
loading curve can be determined. Since non-linearities are involved, the calculations are
carried out in the time domain.
The model is implemented in a computer program, which also calculates the stratification
of the grain distribution in the hopper and the grain distribution of the material leaving
the hopper through the overflow as a function of time.
This paper is a follow-up of the paper of Vlasblom and Miedema (1995) at WODCON
XIV. Some of the equations have been modified resulting in different loading curves. The
implementation of scour has changed and a discussion about two-dimensional turbulent
diffusion models has been added.
INTRODUCTION.
The sedimentation process in TSHD's has not been the subject for many publications.
Although research has been carried out, there is not a good prediction model available.
Models that exists are based on sediment flow in rivers or on sedimentation tanks. Camp
(1946) and Dobbins (1944) developed a theory for ideal settling tanks. In these tanks an
entrance zone, a settling zone and an overflow zone can be distinguished. Settled grains
will be removed periodically, so the tank will not be filled until the overflow level is
1Associate Professor, Chair of Dredging Technology, Delft University of Technology2Professor, Chair of Dredging Technology, Delft University of Technology
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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reached as with TSHD's. Another difference with TSHD's is that the entrance and the
overflow zone are not used for the settling process. In the hopper of a TSHD, although an
entrance and an overflow zone exist, the hopper as a whole will be used for the settling
process. In the hopper of a TSHD the flow velocity above the sediment is much higher
then it is in a settling tank. With a few adaptations however the Camp and Dobbinstheory can be applied to TSHD's. These adaptations are:
- The hopper as a whole is used for the sedimentation process.
- The sedimentation process continues until the hopper is economically full.
- The overflow level may change during the sedimentation process.
- A grain size distribution will be used.
To understand the adapted model, first the settling of grains will be considered. With this
knowledge the ideal settling basin will be discussed. Before implementing the Camp and
Dobbins theory to a TSHD, the loading cycle of the TSHD will be explained. With some
case studies the use of the model as applied to TSHD's will be discussed.
THE SETTLING VELOCITY OF GRAINS.
The settling velocity of grains depends on the grain size, shape and specific density. It
also depends on the density and the viscosity of the fluid the grains are settling in, it also
depends upon whether the settling process is laminar or turbulent. In general, the settling
velocity v can be determined with the following equation:
vg d
C
q w
w d
4
3(1)
The Reynolds number of the settling process determines whether the process is laminar
or turbulent. The Reynolds number can be determined by:
Rev d
(2)
The drag coefficient Cd depends upon the Reynolds number according to:
Re 1 dC24
Re(3)
1 Re 2000 dC24
Re
3
Re 0.34 (4)
Re .2000 0 4dC (5)
Stokes, Budryck and Rittinger used these drag coefficients to calculate settling velocities
for laminar settling (Stokes), a transition zone (Budryck) and turbulent settling
(Rittinger) of sand grains. This gives the following equations for the settling velocity:
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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Laminar flow, d0.1 mm and d1, according to Rittinger.
v q w d87 (8)
In these equations the grain diameter is in mm and the settling velocity in mm/sec. Since
the equations were derived for sand grains, the shape factor for sand grains is used for
determining the constants in the equations. The shape factor can be introduced into the
equations for the drag coefficient by dividing the drag coefficient by a shape factor .
For normal sands this shape factor has a value of 0.7. The viscosity of the water is
temperature dependent. If a temperature of 10 is used as a reference, then the viscosity
increases by 27% at 0 and it decreases by 30% at 20 centigrade. Since the viscosity
influences the Reynolds number, the settling velocity for laminar settling is also
influenced by the viscosity. For turbulent settling the drag coefficient does not depend onthe Reynolds number, so this settling process is not influenced by the viscosity. Other
researchers use slightly different constants in these equations but, these equations suffice
to explain the basics of the settling process in hopper dredges.
The above equations calculate the settling velocities for individual grains. The grain
moves downwards and the same volume of water has to move upwards. In a mixture, this
means that, when many grains are settling, an average upwards velocity of the water
exists. This results in a decrease of the settling velocity, which is often referred to as
hindered settling. However, at very low concentrations the settling velocity will increase
because the grains settle in each others shadow. Richardson and Zaki determined an
equation to calculate the influence of hindered settling for volume concentrations Cv
between 0 and 0.3. The coefficient in this equation is dependent on the Reynolds number.The general equation yields:
c
v
v
vC1 (9)
The following values for should be used:
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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Re0.2 and Re1.0 and Re200 =2.39
THE IDEAL SETTLEMENT BASIN.
The ideal settlement basin (Fig. 1 & 2) consists of an entrance zone where the solid/fluid
mixture enters the basin and where the grain distribution is uniform over the cross-
section of the basin, a settlement zone where the grains settle into a sediment zone and a
zone where the cleared water leaves the basin, the overflow zone. It is assumed that the
grains are distributed uniformly and are extracted from the flow when the sediment zone
is reached. Each particle stays in the basin for a fixed time and moves from the position
at the entrance zone, where it enters the basin towards the sediment zone, following a
straight line. The slope of this line depends on the settling velocity v and the flow
velocity above the sediment so. Figure 1 shows a top view of the ideal settlement basin.
Figure 2 shows the side view and Figure 3 the path of individual grains. All particles with
a diameter d0 will settle, if a particle with this diameter entering the basin at the top,
reaches the end of the sediment zone. Particles with a larger diameter will all settle,
particles with a smaller diameter will partially settle. The settling velocity of a grain with
diameter d0 can be determined by:
o ov sH
L
Q
W L (10)
With:
osQ
W H (11)
The settling velocity vo is often referred to as the hopper load parameter. A small hopper
load parameter means that small grains will settle. From figure 3 the conclusion can be
drawn that grains with a settling velocity greater then vo will all reach the sediment layer
and thus have a settling efficiency of 1. Grains with a settling velocity smaller then vo
will only settle in the sedimentation zone, if they enter the basin below a specified level.
These grains have a settling efficiency ofv/vo. If the fraction of grains with a settlingvelocity
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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greater then vo equals po, then the settling efficiency for a grain distribution can be
determined by integrating the grain settling efficiency:
gor
v
v (12)
r p r
p
dpb o g
o
1
0
(13)
This is illustrated in figure 5, showing a grain distribution curve, but instead of using the
grain diameter on the horizontal axis, the settling velocity divided by the hopper load
parameter is used. The hatched area is equal to the total settling efficiency r. Until now
the flow velocity distribution has been considered uniform. If this distribution is not
uniform, as shown in figure 4, it can be shown that the settling efficiency does not change
(Camp 1946, de Koning 1977). For the ideal settlement basin laminar flow is assumed.
Turbulent flow will reduce the settling velocity of the grains and thus the total settling
efficiency. Whether turbulent flow occurs, depends on the Reynolds number of the flow
in the basin. Using the hydraulic diameter concept this number is:
Re( )
Q
W H2(14)
For a given flow Q and viscosity the Reynolds number depends on the width W and the
height H of the basin. A large width and height give a low Reynolds number. However
this does not give an attractive shape for the basin from an economical point of view,which explains why the flow will be turbulent in existing basins.
Dobbins (1944) and Camp (1944, 1946) use the two-dimensional turbulent diffusion
equation to determine the resulting decrease of the settling efficiency.
s zc
x
c
zv c
z
c
z
c
xz
z
x( ) ( )
2
2
2
2 (15)
Assuming a parabolic velocity distribution instead of the logaritmic distribution,
neglecting diffusion in the x-direction and considering the settling velocity independent
of the concentration reduces the equation to:
s k h zc
x
c
zv
c
ztz( )
2
2
2 (16)
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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Because of the parabolic velocity distribution, the turbulent diffusion coefficient z is a
constant. A further simplification is obtained if the velocity s is assumed constant
throughout the depth, meaning that the constant of the parabola k approaches zero. In this
case the turbulent diffusion equation becomes:
c
ts
c
x
c
zv
c
zz
2
2 (17)
Huisman (1995) in his lecture notes, derives the diffusion-dispersion equation in a more
general form, including longitudinal dispersion.
c
t
s c
x x
c
x zv c
c
zx z
( ) (18)
Assuming a steady and uniform flow, the longitudinal disperion coefficient isindependent ofx and the settling velocity v independent ofz. This reduces the equation
18 to:
sc
x
c
zv
c
z
c
x
2
2
2
2z x(19)
By means of computations Huisman (1995) shows that the retarding effect of dispersion
may be ignored for the commonly applied width to depth ratio 3 to 5. This reduces
equation 19 to equation 17 of Dobbins and Camp.
Groot (1981) investigated the influence of hindered settling and the influence of differentvelocity distributions using the following equation:
sc
xv c
c
zc
v c
c
c
z zx z
c
z( )
( )( , ) (20)
The velocity distribution, the diffusion coefficient distribution and the distribution of the
initial concentration did not have a significant influence on the computed results, but the
results were very sensitive on the formulation of hindered settling. This formulation of
course influences the settling velocity in general.
Equation 17 can be solved analytically using separation of variables. The boundary
conditions used by Camp and Dobbins describe the rate of vertical transport across the
water surface and the sediment for x= and the concentration distribution at the inlet,
these are:
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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c
zv c 0 at the water surface
c
z v c 0 at the sediment for x=, for the no-scour situation
c f z at the entrance for x=0
This method, resulting in figure 6, gives the removal ration due to turbulence for a single
grain. The removal ratio can be determined by summation of a series. Solving equation
17 gives (vH/2z) as the independent parameter on the horizontal axis and the removal
ratio (v/vo=settling efficiency) on the vertical axis. Using a parabolic velocity
distribution this can be substituted by:
v H vs
vs
z o o2
3 8 122 with: = 0.4 and = 0.03 (21)
It is however of interest how the removal ratio (settling efficiency) of a grain can be split
up in a part determined by laminar flow in the basin according to equation (12) and a part
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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caused by turbulence. Vlasblom and Miedema (1995) give relations for the effect of
turbulence only (fig. 7), as derived by Miedema (1991):
ggg r94.33.
go
r80.13.
g
r20.88.
g0gt r5.
s
vLogrTanH1r184.01rr (22)
For values ofv/vo greater then 1 the following equation should be used.
ggg r18.01.1
go
r08.77.
g
r38.69.
g1
gt r5.s
vLogrTanH1r184.01rr (23)
Equations 22 and 23 have been revised since Vlasblom and Miedema (1995) to match the
results of equation 17 more closely. For other values of the viscous friction factor , the
constant .5 should be taken as: .5 + .5Log(0.03/)
The resulting basin settling efficiency is equal to the grain settling efficiency times theturbulence settling efficiency, according to figure 6. The total settling efficiency for the
basin can now be determined by:
b g tr r r dp
0
1(24)
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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When the height of the sediment increases and the hopper load parameter remains
constant, the horizontal flow velocity above the sediment also increases. Grains that have
already settled will be re suspended and leave the basin through the overflow. This is
called scouring. The scour velocity ss for a grain with a diameter ds is according to Camp
(1946):
s =8 ( - ) g d
s
q w s
w
(1 )n (25)
Grains that are re suspended due to scour, will not stay in the basin and thus have a
settling efficiency of zero. In this equation is the viscous friction coefficient mobilized
on the top surface of the sediment and has a value in the range of 0.01-0.03, depending
upon the Reynolds number and the ratio between the hydraulic diameter and the grain
size (surface roughness). The value of should be choosen equal to the value in equation
21. The porosity n has a value in the range 0.6-0.4, while the friction coefficient
depends on the internal friction of the sediment and has a value in the range of 0.1-0.6
for sand grains. To prevent scour for a specified grain diameter, the flow velocity has to
be smaller then the scour velocity. The total settling efficiency changes due to scour,
according to:
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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r r rp
dpb g t
s
1(26)
If the settling process does not occur in some parts of the basin, owing to a concentratedinflow of mixture, vortexes, etc. the effective hopper load parameter will increase and the
settling efficiency will decrease. The homogeneity of the flow depends on the stability of
the flow. The stability is indicated by the Froude number of the basin. This Froude
number is:
FrQ W H
g W H
2
3 3
2(27)
A higher Froude number indicates higher stability to the flow in the basin. This results in
a narrow basin with a small height. With respect to turbulence the demand for a high
Froude number conflicts with the demand for a small Reynolds number, which is
associated with a wide deep basin.
THE LOADING CYCLE OF A HOPPER DREDGE.
The loading cycle is considered to start when the hopper is filled with soil and starts to
sail to the dump area. This point in the loading cycle was chosen as the starting point to
show the optimal load in a graph. The loading cycle then consists of the following
phases:
Phase 1: The water above the overflow level flows away through the overflow. Theoverflow is lowered to the sediment level, so the water above the sediment can also flow
away. In this way minimum draught is achieved. Sailing to the dump area is started.
Phase 2: Continue sailing to the dump area.
Phase 3: Dump the load in the dump area.
Phase 4: Pump the remaining water out of the hopper and sail to the dredging area.
Phase 5: Start dredging and fill the hopper with mixture to the overflow level, during this
phase 100% of the soil is assumed to settle in the hopper.
Phase 6: Continue loading with minimum overflow losses, during this phase, according
to equation 26, a percentage of the grains will settle in the hopper. The percentage
depends on the grain size distribution of the sand.
Phase 7: The maximum draught (CTS, Constant Tonnage System) is reached. from thispoint on the overflow is lowered. Equation 26 is still valid.
Phase 8: The sediment in the hopper is rising due to sedimentation, the flow velocity
above the sediment increases, resulting in scour. This is the cause of rapidly increasing
overflow losses.
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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These phases are shown in fig. 8. The way each phase occurs in the cycle, depends on the
type of hopper dredge, the working method and of course, the type of soil to be dredged.
The sedimentation in the hopper occurs during the phases 5, 6, 7 and 8. During phase 5
the hopper is filled with mixture until the overflow level is reached. During this phase
100% of the soil is assumed to stay in the hopper and settle. When the overflow level is
reached, phase 6, depending on the grain distribution, a specified percentage of the soil
will not settle and will leave the hopper via the overflow. During this phase scouring does
not have much influence on the sedimentation process. When the maximum weight of the
hopper contents is reached, the overflow will be lowered continuously in order to keep
the weight of the hopper contents constant at its maximum. When the sediment level
rises, phase 8, the flow velocity above the sediment increases and scouring will re
suspend settled particles. The overflow losses increase with time. The transition between
phase 5 and 6 is very sharp, as is the transition between the phases 6 and 7 for the graph
of the total load, but this does not exist in the graph of the effective load (fig. 8).
However, the transition between the phases 7 and 8 is not necessarily very sharp. When
this transition occurs depends on the grain distribution of the soil dredged. With very fine
sands this transition will be near the transition between phases 6 and 7, so phase 7 is very
short or may not occur at all. With very coarse sands and gravel scouring is minimal, so
phase 8 is hardly present. In this case the sediment level may be higher then the overflow
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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level. With silt the phases 7 and 8 will not occur, since after reaching the overflow level
the overflow losses will be 100%.
So far the total load in the hopper has been described. A contractor is, of course,
interested in the "Tonnes Dry Solids" (TDS) or situ cubic meters. The total load or gross
load consists of the sediment with water in the pores and a layer of water above the
sediment. The TDS consists of the weight of the soil grains only. The net weight in the
hopper consists of the weight of the sediment, including the weight of the pore water. If
the porosity of the sediment is considered to be equal to the in-situ porosity, then the
volume of the sediment in the hopper equals the removed situ-volume. Although, in
practice, there will be a difference between the in-situ porosity and the sediment porosity,
here they will be considered equal. The net weight can be calculated according to:
W = W - Ws h w
(28)
V = V - Vs h w
(29)
V = W - V and V = V - Vs s h w w w h s
(30)
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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V = W - (V - V )s s h h s w
(31)
V ( - ) = W - Vs s w h h w
(32)
V =(W - V )
( - )sh h w
s w
(33)
W = V =(W - V )
( - )s s sh h w s
s w
(34)
)-(
)V-(W=W=TDS
wq
qwhhqss
swq
w (35)
The net weight (situ weight) according to equation 34 can be approximated by the total
weight of the load in the hopper minus the weight of the same volume of water and the
result multiplied by 2. For the TDS this factor is about 1.2, according to equation 35. This
is of course only valid for a specific density of the sediment of 2 tons per cubic meter.
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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With these equations the hopper cycle for the net weight and the TDS can be derived, this
is shown in the figures 8 to 11. The hopper dredge is optimally loaded, when the effective
load (weight) or the TDS divided by the total cycle time dWs/dt reaches its maximum.
This is shown in figures 8 to 11 and is the reason for the starting point of the loading
cycle in figure 8.
THE CALCULATION MODEL.
The previous paragraphs explain the basics of the settling velocity of grains, the ideal
settlement basin and the loading cycle of a hopper dredge. These basic theories will now
be applied to the sedimentation process in a hopper.
Consider a rectangular hopper of width W, height H and length L. A mixture with a
mixture density m and with a specified grain distribution is being dredged. Depending
on the operational conditions such as dredging depth, the pump system installed and the
grain distribution and mixture density, a mixture flow Q will enter the hopper. If the
porosity n of the sediment is known, the flow of sediment can be determined accordingto:
The mass flow of the mixture is:
Q Q ( (1 - C ) + C )m
=w v q v
(36)
The mass flow of the solids is now:
Q( - )
( - )= Q C
q
m w
q wv q
(37)
From this, the mass flow of sediment is:
dW
dt= Q C ( + e )s
v q wr
b (38)
With:
en
n(1 )
(39)
Part of this mass flow will settle in the hopper and another part will leave the hopper
through the overflow. The ratio between these parts depends on the phase of the loading
process. During phase 5 the hopper is loaded to the overflow level, so the mass flow into
the hopper will stay in the hopper. This means that the total settling efficiency during this
phase equals 1. During phase 6 the loading continues until the maximum load in the
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
Copyright: Dr.ir. S.A. Miedema
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hopper is reached. If scouring does not occur, the mass flow that will settle into the
sediment can be calculated with equation 38, where the settling efficiency should be
determined with equation 24.
During phase 7 the loading continues, but with a CTS, the overflow is lowered to ensure
that the total weight in the hopper remains constant. As scour does not yet occur, the
above equation is still valid. During phase 8 scouring occurs. If scouring does occur, the
mass flow that will settle into the sediment can be calculated also with equation 38, but
the settling efficiency should be determined with equation 26. Scouring is the cause of
increasing overflow losses. Scour depends upon the velocity of the flow above the
sediment. Since in a hopper the sediment is not removed, the sediment level rises during
the loading of the hopper. This means that the height of the mixture flow above the
sediment decreases during the loading process, resulting in an increasing flow velocity.
The scour velocity can now be determined by:
sQ
B Hsw
(40)
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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With:
H H H H
W
B Lw ss
s
(41)
The height H is a constant for a Constant Volume System (CVS), but this height changes
for a CTS, because the overflow is lowered from the moment, the maximum weight in
the hopper is reached. If a maximum weight Wm is considered, the height of the layer of
water above the sediment for a CTS can be determined by:
HW s H B L
w B Lw
m s (42)
The hopper loading curve can now be determined by first calculating the time required to
fill the hopper (phase 6), given a specified mixture flow Q. From the mixture density m
the mass and given a specified porosity, the volume of the sediment can be calculated.
From this point the calculations are carried out in small time steps (phases 7 and 8). In
one time step, first the height of the sediment and the height of the water layer above the
sediment are determined. The height of the water layer can be determined with equation
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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41 for a CVS hopper and equation 42 for a CTS hopper. With equation 40 the scour
velocity can now be determined. Using equation 25 the fraction of the grains that will be
subject to scour can be determined. If this fraction ps is zero equation 24 has to be used
to determine the mass flow that will stay in the hopper. If this fraction is not equal to zero
equation 26 has to be used. Equation 38 can now be used to determine the mass flow.This mass flow multiplied by the time step results in an increment of the sediment mass
that is added to the already existing mass of the sediment. The total sediment mass is the
starting point for the next time step. This is repeated until the overflow losses are 100%.
When the whole loading curve is known, the optimum loading time can be determined.
This is shown in Figure 8, where the dotted line just hits the loading curve of the
effective (situ) load. The point determined in this way gives the maximum ratio of
effective load in the hopper and total cycle time.
THE HOPPER OF A TRAILING SUCTION HOPPER DREDGE AS AN IDEAL
SETTLEMENT BASIN.
As stated before, the ideal settlement basin is a rectangular basin with an entrance zone, a
settlement and sedimentation zone and a overflow zone. The hopper geometry and
configuration aboard of the TSHD can be quite different from the ideal situation, so a
method to schematise the hopper dimensions is required.
1. The height H of the hopper can be defined best as the hopper volume divided by the
hopper area L W. This means that the base of the ideal hopper, related to the maximum
overflow height is at a higher level than the ship's base. This assumption results in a good
approximation at the final phases (7 and 8) of the loading process, while in phase 6 of the
loading process the hopper is filled with mixture and so the material stays in the hopper
anyway.
2. Near the loading chute of the hopper or in cases where a deep loading system is used,
the turbulence of the flow results in a good and sufficient distribution of the
concentration and particle size distribution over the cross-section of the hopper, so the
entrance zone can be kept small. For example between the hopper bulkhead and the end
of the loading chute.
3. In the ideal settlement basin there are no vertical flow velocities except those resulting
from turbulence. However in reality vertical velocities do occur near the overflow,
therefore it is assumed that the overflow zone starts where the vertical velocities exceed
the horizontal velocities. An estimate of where this will occur can easily be made with a
flow net.
4. Although the presence of beams and cylinder rods for the hopper doors does increase
the turbulence, it is the authors opinion, that an additional allowance is not required,
neither for the hopper load parameter, nor for the turbulence parameter.
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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CASE STUDIES.
To give an impression of the behaviour and the sensitivity of the Camp and Dobbins
model, three cases are calculated with the computer program TSHD (Miedema 1991).
The rectangular hopper used, has a length L, of 46.3 m, a width W, of 9.8 m and a height
H, of 6.0 m. At the entrance zone the mixture enters the hopper at a flow rate of
approximately 4.6 m3/sec and a mixture density of 1.25 tons/m3. The hopper has a
design density of 1.48 tons/m3. The hopper loading cycle consists of sailing to the dump
area (phase 1 + 2); 120 min., dumping (phase 3); 15 min., sailing back to the dredging
area (phase 4); 120 min., filling the hopper up to the overflow level (phase 5); about 10
min. and continue loading until the optimum loading cycle production is reached (phase
6, 7 and 8). The hopper is of the CTS type (de Koning 1977), so the overflow will be
lowered when the maximum weight is reached.
The flow rate and mixture density are chosen relatively high to emphasise the
overflow losses.
The calculations are carried out with three sands. A sand with a d50 of 100 m (sand A),
a sand with a d50 of 300 m (sand B) and a sand with a d50 of 1000 m (sand C).
The grain distributions are determined by integration of a Gauss distribution, where the
d50 is equivalent to the mean value and (d50-d85) is equivalent to the variance of the
Gauss distribution. The cumulative grain distribution is determined at 100 grain
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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diameters. This way the total settling efficiency, according to equation 25, can be
determined accurate enough. For each grain diameter at each time step, the fraction that
settles and thus the fraction that leaves the hopper through the overflow can be
determined. The result of this is, that the cumulative grain distribution of the sand at the
top of the sedimentation zone and of the sand leaving through the overflow can begenerated.
For determining the scour velocity, a porosity n of 0.4, a friction coefficient of 0.577
(30) and a viscous friction coefficient of 0.03 are used.
For sand A the total loading cycle is shown in figure 8. Figure 9 is a close-up of the
phases 5, 6, 7 and 8. Figure 12 shows the original grain distribution (the thick solid line
in the middle), at the left of the original distribution, the grain distributions of the sand
leaving the hopper at time intervals of 5 min. and at the right of the original distribution,
the grain distributions at the top of the sedimentation zone, also at intervals of 5 min. The
dotted line in figures 8 and 9 shows optimal loading. In the graphs the loading is
continued for several minutes after this optimal point to emphasise the overflow losses.
Figures 10 and 13 give the same information for sand B and Figures 11 and 14 give thisinformation for sand C.
These figures show that the optimal loading time decreases with an increasing grain
diameter. The overflow losses also decrease with an increasing grain diameter, which is
evident. The tendencies as they are calculated match practice, however the model has to
be tuned to every specific dredge to be a tool for estimating purposes.
CONCLUSIONS AND DISCUSSION.
The Camp and Dobbins model can be used to estimate loading time and overflow losses,
however, the model should be tuned with measurements of the overflow rate in tons/sec
as well as the particle size distribution in the overflow, as a function of time. The modelcan then also be used for the calculation of the decaying of the overflow plume in the
dredging area.
If the model is used for the calculation of the production rate of the dredge a distinction
has to be made whether the production is expressed in T.D.S./sec or in m 3/sec. In the first
case the theory can be applied directly, while in the second case it has to be realised, that
the overflow losses in T.D.S./sec do not always result in the same overflow loss in
m3/sec, since fine particles may situate in the voids of the bigger ones. The loss of fines
does not reduce the total volume, but increases the void ratio. Although the fines leave
the hopper in this case, they do not result in a reduction of the volume of the settled
grains.
Those fractions which can be considered to apply to the overflow losses and those which
do not, can be estimated from the difference between the real particle size distribution
and the optimal particle size distribution, giving a maximum dry density, the so called
Fuller distribution. If the gradient of the distribution curve for the fines is less steep then
the corresponding gradient of the Fuller distribution, than that fraction of fines will not
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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effectively contribute to the overflow losses if they are expressed in m3/sec. In such a
case, in-situ, the fines were situated in the voids of the courser grains. If the gradient is
however steeper, the fines also form the grain matrix and the volume of settled grains
will decrease if the fines leave the hopper through the overflow. Figure 15 gives an
example of the Fuller distribution compared with a real grain distribution.
In the model a number of assumptions are made. Except from numerical values for the
parameters involved, the Camp and Dobbins approach is used for the influence of
turbulence, while seperately the influence of scour is used instead of using it as a
boundary condition. During phase 8 of the loading process scour dominates the overflow
losses. This of course depends on the way scour is modelled. In the case studies equation
25 according to Camp (1946) is used. Whether this is correct will be one of the subjects
of further research.
Until now it is very difficult to get correct data from the field to verify this theory. It is
not only necessary to have loading curves, but also grain distributions of the sediment
and in the overflow, which are hard to obtain.
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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LITERATURE.
Camp, T.R. 1936, "Study of rational design of settling tanks". Sen. Works Journal, Sept.1936, page 742.
Dobbins, W.E. 1944, "Effect Of Turbulence On Sedimentation". ASCE Trans. 19443,
page 629.
Camp, T.R. 1946, "Sedimentation and the design of settling tanks". ASCE Trans. 1946,
page 895.
Camp, T.R. 1953, "Studies of sedimentation design". Sen. Ind. Wastes, jan. 1953.
Huisman, L., "Theory of settling tanks". Delft University of Technology 1980.
Groot, J.M. 1981, "Rapport Beunbezinking. Boskalis 1981. (From lecture notes of v/d
Schrieck 1995).
Koning, J. de 1977, "Constant Tonnage Loading System of Trailing Suction Hopper
Dredge's". Proc. Modern Dredging, The Hague, The Netherlands 1977.Miedema, S.A. 1981, "The mixture flow and settlement of particles in Trailing Suction
Hopper Dredges". Report Sc0/81/103 (in Dutch), Delft University of Technology, 1981.
Miedema, S.A. 1991, "T.S.H.D.". Computer program for the calculation of hopper
loading cycles, Delft, 1991.
Huisman, L. 1995, "Sedimentation and Flotation". Lecture Notes, Delft University Of
Technology 1973-1995.
Vlasblom, W.J. & Miedema, S.A. 1995, "A theory for determining sedimentation and
overflow losses in hoppers". Proc. WODCON XIV, Amsterdam 1995.
NOMENCLATURE.
Cd Drag coefficient -
Cv Volumetric concentration -
d Grain diameter
m
ds Grain diameter (scour) m
e Void ratio -
g Gravitational constant (9.81) m/sec2
H Height of basin m
Hs Height of sediment layer in basin m
Hw Height of water layer in basin mL Length of basin m
n Porosity -
po Fraction of grains that settle partially (excluding turbulence) -
ps Fraction of grains that do no settle due to scour -
pt Fraction of grains that settle partially (including turbulence) -
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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Q Mixture flow m3/sec
rb Settling efficiency for basin -
rg Settling efficiency individual grain -
rt Turbulence settling efficiency for individual grain -
so Flow velocity in basin m/secss Scour velocity m/sec
v Settling velocity m/sec
vc Settling velocity with hindered settling m/sec
vo Hopper load parameter m/sec
Vh Volume of sediment + water in hopper tons
Vs Volume of sediment in hopper tons
Vw Volume of water in hopper tons
W Width of basin m
Wh Weight of sediment + water in hopper tons
Ws Weight of sediment in hopper tons
Ww Weight of water in hopper tons Factor (scour) -
Power for hindered settling -
Friction coefficient -
m Density of a sand/water mixture ton/m3
q Density of quarts ton/m3
s Density of sediment ton/m3
w Density of water ton/m3
Shape factor -
Kinematics viscosity m2/sec
Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation ".
29th Annual Texas A&M Dredging Seminar. New Orleans, June 1996.
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Bibliography Dr.ir. S.A. Miedema 1980-2010
1. Koert, P. & Miedema, S.A., "Report on the field excursion to the USA April 1981"(PDF in Dutch 27.2 MB). Delft University of Technology, 1981, 48 pages.
2. Miedema, S.A., "The flow of dredged slurry in and out hoppers and the settlementprocess in hoppers" (PDF in Dutch 37 MB). ScO/81/105, Delft University ofTechnology, 1981, 147 pages.
3. Miedema, S.A., "The soil reaction forces on a crown cutterhead on a swellcompensated ladder" (PDF in Dutch 19 MB). LaO/81/97, Delft University of
Technology, 1981, 36 pages.
4. Miedema, S.A., "Computer program for the determination of the reaction forces on acutterhead, resulting from the motions of the cutterhead" (PDF in Dutch 11 MB).
Delft Hydraulics, 1981, 82 pages.
5. Miedema, S.A. "The mathematical modeling of the soil reaction forces on acutterhead and the development of the computer program DREDMO" (PDF in Dutch
25 MB). CO/82/125, Delft University of Technology, 1982, with appendices 600pages.
6. Miedema, S.A.,"The Interaction between Cutterhead and Soil at Sea" (In Dutch).Proc. Dredging Day November 19th, Delft University of Technology 1982.
7. Miedema, S.A., "A comparison of an underwater centrifugal pump and an ejectorpump" (PDF in Dutch 3.2 MB). Delft University of Technology, 1982, 18 pages.
8. Miedema, S.A., "Computer simulation of Dredging Vessels" (In Dutch). DeIngenieur, Dec. 1983. (Kivi/Misset).
9. Koning, J. de, Miedema, S.A., & Zwartbol, A., "Soil/Cutterhead Interaction underWave Conditions (Adobe Acrobat PDF-File 1 MB)". Proc. WODCON X, Singapore
1983.
10.Miedema, S.A. "Basic design of a swell compensated cutter suction dredge with axialand radial compensation on the cutterhead" (PDF in Dutch 20 MB). CO/82/134, DelftUniversity of Technology, 1983, 64 pages.
11.Miedema, S.A., "Design of a seagoing cutter suction dredge with a swell compensatedladder" (PDF in Dutch 27 MB). IO/83/107, Delft University of Technology, 1983, 51
pages.
12.Miedema, S.A., "Mathematical Modeling of a Seagoing Cutter Suction Dredge" (InDutch). Published: The Hague, 18-9-1984, KIVI Lectures, Section Under Water
Technology.
13.Miedema, S.A., "The Cutting of Densely Compacted Sand under Water (AdobeAcrobat PDF-File 575 kB)". Terra et Aqua No. 28, October 1984 pp. 4-10.
14.Miedema, S.A., "Longitudinal and Transverse Swell Compensation of a CutterSuction Dredge" (In Dutch). Proc. Dredging Day November 9th 1984, Delft
University of Technology 1984.
15.Miedema, S.A., "Compensation of Velocity Variations". Patent application no.8403418, Hydromeer B.V. Oosterhout, 1984.
16.Miedema, S.A., "Mathematical Modeling of the Cutting of Densely Compacted SandUnder Water". Dredging & Port Construction, July 1985, pp. 22-26.
17.Miedema, S.A., "Derivation of the Differential Equation for Sand Pore Pressures".Dredging & Port Construction, September 1985, pp. 35.
18.Miedema, S.A., "The Application of a Cutting Theory on a Dredging Wheel (AdobeAcrobat 4.0 PDF-File 745 kB)". Proc. WODCON XI, Brighton 1986.
19.Miedema, S.A., "Underwater Soil Cutting: a Study in Continuity". Dredging & PortConstruction, June 1986, pp. 47-53.
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20.Miedema, S.A., "The cutting of water saturated sand, laboratory research" (In Dutch).Delft University of Technology, 1986, 17 pages.
21.Miedema, S.A., "The forces on a trenching wheel, a feasibility study" (In Dutch).Delft, 1986, 57 pages + software.
22.Miedema, S.A., "The translation and restructuring of the computer programDREDMO from ALGOL to FORTRAN" (In Dutch). Delft Hydraulics, 1986, 150
pages + software.
23.Miedema, S.A., "Calculation of the Cutting Forces when Cutting Water SaturatedSand (Adobe Acrobat 4.0 PDF-File 16 MB)". Basic Theory and Applications for 3-D
Blade Movements and Periodically Varying Velocities for, in Dredging Commonly
used Excavating Means. Ph.D. Thesis, Delft University of Technology, September
15th 1987.
24.Bakker, A. & Miedema, S.A., "The Specific Energy of the Dredging Process of aGrab Dredge". Delft University of Technology, 1988, 30 pages.
25.Miedema, S.A., "On the Cutting Forces in Saturated Sand of a Seagoing CutterSuction Dredge (Adobe Acrobat 4.0 PDF-File 1.5 MB)". Proc. WODCON XII,
Orlando, Florida, USA, April 1989. This paper was given the IADC Award for thebest technical paper on the subject of dredging in 1989.
26.Miedema, S.A., "The development of equipment for the determination of the wear onpick-points" (In Dutch). Delft University of Technology, 1990, 30 pages
(90.3.GV.2749, BAGT 462).
27.Miedema, S.A., "Excavating Bulk Materials" (In Dutch). Syllabus PATO course,1989 & 1991, PATO The Hague, The Netherlands.
28.Miedema, S.A., "On the Cutting Forces in Saturated Sand of a Seagoing CutterSuction Dredge (Adobe Acrobat 4.0 PDF-File 1.5 MB)". Terra et Aqua No. 41,
December 1989, Elseviers Scientific Publishers.
29.Miedema, S.A., "New Developments of Cutting Theories with respect to Dredging,the Cutting of Clay (Adobe Acrobat 4.0 PDF-File 640 kB)". Proc. WODCON XIII,
Bombay, India, 1992.
30.Davids, S.W. & Koning, J. de & Miedema, S.A. & Rosenbrand, W.F.,"Encapsulation: A New Method for the Disposal of Contaminated Sediment, a
Feasibility Study (Adobe Acrobat 4.0 PDF-File 3MB)". Proc. WODCON XIII,
Bombay, India, 1992.
31.Miedema, S.A. & Journee, J.M.J. & Schuurmans, S., "On the Motions of a SeagoingCutter Dredge, a Study in Continuity (Adobe Acrobat 4.0 PDF-File 396 kB)". Proc.
WODCON XIII, Bombay, India, 1992.
32.Becker, S. & Miedema, S.A. & Jong, P.S. de & Wittekoek, S., "On the ClosingProcess of Clamshell Dredges in Water Saturated Sand (Adobe Acrobat 4.0 PDF-File1 MB)". Proc. WODCON XIII, Bombay, India, 1992. This paper was given the IADC
Award for the best technical paper on the subject of dredging in 1992.
33.Becker, S. & Miedema, S.A. & Jong, P.S. de & Wittekoek, S., "The Closing Processof Clamshell Dredges in Water Saturated Sand (Adobe Acrobat 4.0 PDF-File 1 MB)".
Terra et Aqua No. 49, September 1992, IADC, The Hague.
34.Miedema, S.A., "Modeling and Simulation of Dredging Processes and Systems".Symposium "Zicht op Baggerprocessen", Delft University of Technology, Delft, The
Netherlands, 29 October 1992.
35.Miedema, S.A., "Dredmo User Interface, Operators Manual". Report: 92.3.GV.2995.Delft University of Technology, 1992, 77 pages.
36.Miedema, S.A., "Inleiding Mechatronica, college WBM202" Delft University ofTechnology, 1992.
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http://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1992_Wodcon_13_Silt/wodcon_92_silt.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1992_Wodcon_13_Silt/wodcon_92_silt.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1992_Wodcon_13_Clay/1992_Wodcon13_clay.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1992_Wodcon_13_Clay/wodcon_92_clay.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1992_Wodcon_13_Clay/wodcon_92_clay.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1989_Wodcon_12/1989_Wodcon12.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1989_Wodcon_12/wodcon_89.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1989_Wodcon_12/wodcon_89.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1989_Wodcon_12/1989_Wodcon12.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1989_Wodcon_12/wodcon_89.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1989_Wodcon_12/wodcon_89.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1988_Clamshell/883GV2439.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1988_Clamshell/883GV2439.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1987_Dissertation/Dissertation%20Miedema.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1987_Dissertation/Dissertation.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1987_Dissertation/Dissertation.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1986_Cutting_Tests/863GV2100.pdf 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37.Miedema, S.A. & Becker, S., "The Use of Modeling and Simulation in the DredgingIndustry, in Particular the Closing Process of Clamshell Dredges", CEDA Dredging
Days 1993, Amsterdam, Holland, 1993.
38.Miedema, S.A., "On the Snow-Plough Effect when Cutting Water Saturated Sandwith Inclined Straight Blades (Adobe Acrobat 4.0 PDF-File 503 kB)". ASCE Proc.
Dredging 94, Orlando, Florida, USA, November 1994.Additional Measurement Graphs. (Adobe Acrobat 4.0 PDF-File 209 kB).
39.Riet, E. van, Matousek, V. & Miedema, S.A., "A Reconstruction of and SensitivityAnalysis on the Wilson Model for Hydraulic Particle Transport (Adobe Acrobat 4.0
PDF-File 50 kB)". Proc. 8th Int. Conf. on Transport and Sedimentation of Solid
Particles, 24-26 January 1995, Prague, Czech Republic.
40.Vlasblom, W.J. & Miedema, S.A., "A Theory for Determining Sedimentation andOverflow Losses in Hoppers (Adobe Acrobat 4.0 PDF-File 304 kB)". Proc.
WODCON IV, November 1995, Amsterdam, The Netherlands 1995.
41.Miedema, S.A., "Production Estimation Based on Cutting Theories for Cutting WaterSaturated Sand (Adobe Acrobat 4.0 PDF-File 423 kB)". Proc. WODCON IV,
November 1995, Amsterdam, The Netherlands 1995.Additional Specific Energy and Production Graphs. (Adobe Acrobat 4.0 PDF-File 145
kB).
42.Riet, E.J. van, Matousek, V. & Miedema, S.A., "A Theoretical Description andNumerical Sensitivity Analysis on Wilson's Model for Hydraulic Transport in
Pipelines (Adobe Acrobat 4.0 PDF-File 50 kB)". Journal of Hydrology &
Hydromechanics, Slovak Ac. of Science, Bratislava, June 1996.
43.Miedema, S.A. & Vlasblom, W.J., "Theory for Hopper Sedimentation (AdobeAcrobat 4.0 PDF-File 304 kB)". 29th Annual Texas A&M Dredging Seminar. New
Orleans, June 1996.
44.Miedema, S.A., "Modeling and Simulation of the Dynamic Behavior of aPump/Pipeline System (Adobe Acrobat 4.0 PDF-File 318 kB)". 17th Annual Meeting
& Technical Conference of the Western Dredging Association. New Orleans, June
1996.
45.Miedema, S.A., "Education of Mechanical Engineering, an Integral Vision". FacultyO.C.P., Delft University of Technology, 1997 (in Dutch).
46.Miedema, S.A., "Educational Policy and Implementation 1998-2003 (versions 1998,1999 and 2000) (Adobe Acrobat 4.0 PDF_File 195 kB)". Faculty O.C.P., Delft
University of Technology, 1998, 1999 and 2000 (in Dutch).
47.Keulen, H. van & Miedema, S.A. & Werff, K. van der, "Redesigning the curriculumof the first three years of the mechanical engineering curriculum". Proceedings of the
International Seminar on Design in Engineering Education, SEFI-Document no.21,page 122, ISBN 2-87352-024-8, Editors: V. John & K. Lassithiotakis, Odense, 22-24
October 1998.
48.Miedema, S.A. & Klein Woud, H.K.W. & van Bemmel, N.J. & Nijveld, D., "SelfAssesment Educational Programme Mechanical Engineering (Adobe Acrobat 4.0
PDF-File 400 kB)". Faculty O.C.P., Delft University of Technology, 1999.
49.Van Dijk, J.A. & Miedema, S.A. & Bout, G., "Curriculum Development MechanicalEngineering". MHO 5/CTU/DUT/Civil Engineering. Cantho University Vietnam,
CICAT Delft, April 1999.
50.Miedema, S.A., "Considerations in building and using dredge simulators (AdobeAcrobat 4.0 PDF-File 296 kB)". Texas A&M 31st Annual Dredging Seminar.
Louisville Kentucky, May 16-18, 1999.
http://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1993_CEDA/1993_CEDA_The%20Use%20Of%20Modelling%20And%20Simulation%20In%20The%20Dredging%20Industry%20In%20Particular%20The%20Closing%20Process%20Of%20Clamshell%20Dredges..pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1993_CEDA/1993_CEDA_The%20Use%20Of%20Modelling%20And%20Simulation%20In%20The%20Dredging%20Industry%20In%20Particular%20The%20Closing%20Process%20Of%20Clamshell%20Dredges..pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/dredging94.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/dredging94.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/1994_dredging94.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/AddGraphs.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/1994%20Dredging%2094%20Graphs.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/1995_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/1995_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/Rietpaper.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/Rietpaper.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/WODCON95.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/WODCON95.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995_WODCON14.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995_WODCON14.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/AddGraphs.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995%20Wodcon%2014%20Graphs.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995%20Wodcon%2014%20Graphs.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/1996_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/1996_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/1996_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/jhh4article.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/jhh4article.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_WEDA/WEDA96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_WEDA/WEDA96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_WEDA/WEDA96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/1998_Integrale_Visie/Integrale%20Visie%201998.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_Strategy_ME/Onderwijsbeleidsplan%20Wb2000d.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_Strategy_ME/Onderwijsbeleidsplan%20Wb2000d.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_SelfStudy_ME/selfstudy_me_vsnu1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_SelfStudy_ME/selfstudy_me_vsnu1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/1999_WEDA/weda99.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1999_WEDA/weda99miedema1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1999_WEDA/weda99miedema1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1999_WEDA/weda99miedema1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1999_WEDA/weda99miedema1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/1999_WEDA/weda99.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_SelfStudy_ME/selfstudy_me_vsnu1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_SelfStudy_ME/selfstudy_me_vsnu1.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_Strategy_ME/Onderwijsbeleidsplan%20Wb2000d.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2000_Strategy_ME/Onderwijsbeleidsplan%20Wb2000d.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/1998_Integrale_Visie/Integrale%20Visie%201998.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_WEDA/WEDA96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_WEDA/WEDA96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_WEDA/WEDA96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/jhh4article.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/1996_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/1996_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_Hydrology/1996_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995%20Wodcon%2014%20Graphs.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995%20Wodcon%2014%20Graphs.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/AddGraphs.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/1995_WODCON14.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/WODCON95.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Wodcon_14/WODCON95.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1996_TAMU/TAMU96.HTMhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/Rietpaper.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/Rietpaper.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/1995_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1995_Hydrology/1995_Hydraulic_Transport.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/1994%20Dredging%2094%20Graphs.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/AddGraphs.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/1994_dredging94.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/dredging94.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1994_Dredging94/dredging94.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1993_CEDA/1993_CEDA_The%20Use%20Of%20Modelling%20And%20Simulation%20In%20The%20Dredging%20Industry%20In%20Particular%20The%20Closing%20Process%20Of%20Clamshell%20Dredges..pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/Miedema/1993_CEDA/1993_CEDA_The%20Use%20Of%20Modelling%20And%20Simulation%20In%20The%20Dredging%20Industry%20In%20Particular%20The%20Closing%20Process%20Of%20Clamshell%20Dredges..pdf 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51.Miedema, S.A., "Considerations on limits of dredging processes (Adobe Acrobat 4.0PDF-File 523 kB)". 19th Annual Meeting & Technical Conference of the Western
Dredging Association. Louisville Kentucky, May 16-18, 1999.
52.Miedema, S.A. & Ruijtenbeek, M.G. v.d., "Quality management in reality","Kwaliteitszorg in de praktijk". AKO conference on quality management in
education. Delft University of Technology, November 3rd 1999.53.Miedema, S.A., "Curriculum Development Mechanical Engineering (Adobe Acrobat
4.0 PDF-File 4 MB)". MHO 5-6/CTU/DUT. Cantho University Vietnam, CICAT
Delft, Mission October 1999.
54.Vlasblom, W.J., Miedema, S.A., Ni, F., "Course Development on Topic 5: DredgingTechnology, Dredging Equipment and Dredging Processes". Delft University of
Technology and CICAT, Delft July 2000.
55.Miedema, S.A., Vlasblom, W.J., Bian, X., "Course Development on Topic 5:Dredging Technology, Power Drives, Instrumentation and Automation". Delft
University of Technology and CICAT, Delft July 2000.
56.Randall, R. & Jong, P. de & Miedema, S.A., "Experience with cutter suction dredgesimulator training (Adobe Acrobat 4.0 PDF-File 1.1 MB)". Texas A&M 32nd AnnualDredging Seminar. Warwick, Rhode Island, June 25-28, 2000.
57.Miedema, S.A., "The modelling of the swing winches of a cutter dredge in relationwith simulators (Adobe Acrobat 4.0 PDF-File 814 kB)". Texas A&M 32nd Annual
Dredging Seminar. Warwick, Rhode Island, June 25-28, 2000.
58.Hofstra, C. & Hemmen, A. van & Miedema, S.A. & Hulsteyn, J. van, "Describing theposition of backhoe dredges (Adobe Acrobat 4.0 PDF-File 257 kB)". Texas A&M
32nd Annual Dredging Seminar. Warwick, Rhode Island, June 25-28, 2000.
59.Miedema, S.A., "Automation of a Cutter Dredge, Applied to the Dynamic Behaviourof a Pump/Pipeline System (Adobe Acrobat 4.0 PDF-File 254 kB)". Proc. WODCON
VI, April 2001, Kuala Lumpur, Malaysia 2001.
60.Heggeler, O.W.J. ten, Vercruysse, P.M., Miedema, S.A., "On the Motions of SuctionPipe Constructions a Dynamic Analysis (Adobe Acrobat 4.0 PDF-File 110 kB)".
Proc. WODCON VI, April 2001, Kuala Lumpur, Malaysia 2001.
61.Miedema, S.A. & Zhao Yi, "An Analytical Method of Pore Pressure Calculationswhen Cutting Water Saturated Sand (Adobe Acrobat PDF-File 2.2 MB)". Texas
A&M 33nd Annual Dredging Seminar, June 2001, Houston, USA 2001.
62.Miedema, S.A., "A Numerical Method of Calculating the Dynamic Behaviour ofHydraulic Transport (Adobe Acrobat PDF-File 246 kB)". 21st Annual Meeting &
Technical Conference of the Western Dredging Association, June 2001, Houston,
USA 2001.
63.Zhao Yi, & Miedema, S.A., "Finite Element Calculations To Determine The PorePressures When Cutting Water Saturated Sand At Large Cutting Angles (Adobe
Acrobat PDF-File 4.8 MB)". CEDA Dredging Day 2001, November 2001,
Amsterdam, The Netherlands.
64.Miedema, S.A., "Mission Report Cantho University". MHO5/6, Phase Two, Missionto Vietnam by Dr.ir. S.A. Miedema DUT/OCP Project Supervisor, 27 September-8
October 2001, Delft University/CICAT.
65. (Zhao Yi), & (Miedema, S.A.),"
"(Finite Element Calculations To Determine The Pore Pressures When Cutting Water
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Saturated Sand At Large Cutting Angles (Adobe Acrobat PDF-File 4.8 MB))". To be
published in 2002.
66.Miedema, S.A., & Riet, E.J. van, & Matousek, V., "Theoretical Description AndNumerical Sensitivity Analysis On Wilson Model For Hydraulic Transport Of Solids
In Pipelines (Adobe Acrobat PDF-File 147 kB)". WEDA Journal of Dredging
Engineering, March 2002.67.Miedema, S.A., & Ma, Y., "The Cutting of Water Saturated Sand at Large Cutting
Angles (Adobe Acrobat PDF-File 3.6 MB)". Proc. Dredging02, May 5-8, Orlando,
Florida, USA.
68.Miedema, S.A., & Lu, Z., "The Dynamic Behavior of a Diesel Engine (AdobeAcrobat PDF-File 363 kB)". Proc. WEDA XXII Technical Conference & 34th Texas
A&M Dredging Seminar, June 12-15, Denver, Colorado, USA.
69.Miedema, S.A., & He, Y., "The Existance of Kinematic Wedges at Large CuttingAngles (Adobe Acrobat PDF-File 4 MB)". Proc. WEDA XXII Technical Conference
& 34th Texas A&M Dredging Seminar, June 12-15, Denver, Colorado, USA.
70.Ma, Y., Vlasblom, W.J., Miedema, S.A., Matousek, V., "Measurement of Density andVelocity in Hydraulic Transport using Tomography". Dredging Days 2002, Dredgingwithout boundaries, Casablanca, Morocco, V64-V73, 22-24 October 2002.
71.Ma, Y., Miedema, S.A., Vlasblom, W.J., "Theoretical Simulation of theMeasurements Process of Electrical Impedance Tomography". Asian Simulation
Conference/5th International Conference on System Simulation and Scientific
Computing, Shanghai, 3-6 November 2002, p. 261-265, ISBN 7-5062-5571-5/TP.75.
72.Thanh, N.Q., & Miedema, S.A., "Automotive Electricity and Electronics". DelftUniversity of Technology and CICAT, Delft December 2002.
73.Miedema, S.A., Willemse, H.R., "Report on MHO5/6 Mission to Vietnam". DelftUniversity of Technology and CICAT, Delft Januari 2003.
74.Ma, Y., Miedema, S.A., Matousek, V., Vlasblom, W.J., "Tomography as aMeasurement Method for Density and Velocity Distributions". 23rd WEDA
Technical Conference & 35th TAMU Dredging Seminar, Chicago, USA, june 2003.
75.Miedema, S.A., Lu, Z., Matousek, V., "Numerical Simulation of a Development of aDensity Wave in a Long Slurry Pipeline". 23rd WEDA Technical Conference & 35th
TAMU Dredging Seminar, Chicago, USA, june 2003.
76.Miedema, S.A., Lu, Z., Matousek, V., "Numerical simulation of the development ofdensity waves in a long pipeline and the dynamic system behavior". Terra et Aqua,
No. 93, p. 11-23.
77.Miedema, S.A., Frijters, D., "The Mechanism of Kinematic Wedges at Large CuttingAngles - Velocity and Friction Measurements". 23rd WEDA Technical Conference
& 35th TAMU Dredging Seminar, Chicago, USA, june 2003.78.Tri, Nguyen Van, Miedema, S.A., Heijer, J. den, "Machine ManufacturingTechnology". Lecture notes, Delft University of Technology, Cicat and Cantho
University Vietnam, August 2003.
79.Miedema, S.A., "MHO5/6 Phase Two Mission Report". Report on a mission toCantho University Vietnam October 2003. Delft University of Technology and
CICAT, November 2003.
80.Zwanenburg, M., Holstein, J.D., Miedema, S.A., Vlasblom, W.J., "The Exploitationof Cockle Shells". CEDA Dredging Days 2003, Amsterdam, The Netherlands,
November 2003.
81.Zhi, L., Miedema, S.A., Vlasblom, W.J., Verheul, C.H., "Modeling and Simulation ofthe Dynamic Behaviour of TSHD's Suction Pipe System by using Adams". CHIDADredging Days, Shanghai, China, november 2003.
http://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2002_China_Paper/2002_China_Paper.htmhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2002_China_Paper/China%20Paper.pdfhttp://www.dredgingengineering.com/dredging/media/LectureNotes/miedema/2002_weda_journal/200