o
.
a
FLUSHING
SOUTH
BEACHMARINA,
FLUSHING STUOY
STUDY OF
OF SOUTH
BEACH
MARINA,OREGON
OREGON
b
R i c h a r dJ.
J . Callaway'
Ca11away1
byy Richard
o
IINTRODUCTION
N T R O D UC T ION
o
R e c e n tincreases
i n c r e a s e s in
Recent
i n recreational
r e c r e a t ' i o n a and
la n dsmall
s m a l l commercial
c o m m e r c i acraft
cl r a f t activities
activ'ities
h a v e resulted
r e s u l t e d iin
have
n the
t h e construction
c o n s t r u c t i o n of
o f many
m a n ynew
n e wmarinas.
m a r j n a s . Local,
L o c a l , state
s t a t e and
and
g o v e r n m e nmust
f e d e r a l government
mt u s tevaluate
e v a l u a t eapplications
a p p l . i c a t i o nfor
sf o r marina
permits.
federal
m a r i n aconstruction
c o n s t r u c t i o npermits.
o
L i t t l e information
i n f o r m a t i o nexists
e x i s t s on
o n ecological
e c o l o g i c a limpacts
i m p a c t sof
Little
o f marinas
m a r i n a sor
o r of
o f construction
construct'ion
e
v e n t ssuch
s u c has
a s dredging
d r e d g i n gand
events
a n dspoil
s p o i ) disposal.
d'isposa1.
T
h i s report
r e p o r t concerns
c o n c e r n sone
o n easpect
p e r m i tevaluation
process:
a s p e c tof
o f the
t h e marina
m a r j n apermit
e v a l u a t i o nprocess:
This
o
q u a i i t y impacts
w a t e r quality
i m p a c t srelated
r e l a t e d to
t o marina
m a r i n acirculation
c i r c u l a t i o n and
f l u s h i n gefficiency.
water
a n dflushing
efficiency.
p h y s i c a l properties
T
h e s ephysical
p r o p e r t i e s vary
v a r y with
w i t h the
w i n d , tide
These
t h e wind,
r a n g e ,water
t i d e range,
w a t e r density
d e n s i t y and
and
p h y s i c a l dimensions
d i m e n s j o n of
so f aa marina.
q u a l i t y is
physical
m a r i n a . Water
W a t e rquality
b y the
i s affected
a f f e c t e d by
t h e degree
d e g r e eof
of
o
f l u s h i n g , and
a n d sediment
s e d i m e nredistribution
tr e d i s t r i b u t j o n by
q u a fi t y
flushing,
b y currents.
c u r r e n t s . Detrimental
D e t r i m e n t a water
w
l a t e r quality
j u v e n ' i l efish
c a n determine,
d e t e r m i n e ,e.g.,
€ . 9 . , the
t h e fate
f a t e of
of m
i g r a t i n gjuvenile
can
migrating
f i s h and
b e n t h j c organisms
a n d benthic
organisms
(5,7).
(5,7).
E c o l o g i c a lstudies
s t u d i e s of
o f marinas
m a r i n a sare
Ecological
a r e few.
f e w . The
T h e most
m o s tcomprehensive
c o m p r e h e n s i have
vhea v ebeen
been
a
.16,
p e r f o r m e on
do n Marina
( 3 , 15,
M a r i n adel
d e l Rey,
R e y ,California
C a l i f o r n i a(3,
1 5 ,16, 17,
performed
1 7 ,22).
22).
Slotta
S l o t t a and
Noble
a n d Noble
((21)
2.I) d
' i s c u s s e the
d
t h e use
u s e of
o f berithic
b e n t h i c ssediments
e d i m e n t saass indicators
m a r i n aflushing
discussed
i n d i c a t o r s of
o f marina
flushing
o
t.
in
in
s e v e r a l Pacific
several
Pacific
N
o r t h w e s tm
quqlity
Northwest
a r i n a s . Puget
P u g e t Sound
S o u n d marina
m a r j n a water
w a t e r quality.
marinas.
s t u d i e s have
h a v ealso
a l s o been
b e e nconducted
c o n d u c t e(10,
d( 1 0 , 11,
studies
l l , 24).
24).
1
0
c e a n o g r a p h e rEnvironmental
, n v i r o n m e n t aProtection
E
l r o t e c t i o n Agency.
A g e n c y . Marine
Oceanographer,
P
D i v j s i o n , Corvallis
M a r i n e Division,
Corvallis
E n v ' i r o n m e n t aResearch
lR e s e a r c hLaboratory,
L a b o r a t o r y , corvallis,
Environmental
C o r v a l i i s , OR
97330
0 R 97330.
l.
M AR I NMODEL
A OD ESTUDIES
M
SLT U D IE S
MARINA
M
o s t mathematical
m a t h e m a t i c astudies
Most
sl t u d i e s of
o f marina
m a r i n acirculation
c i r c u l a t i o n and
a n dflushing
f l u s h i n g have
h a v ebeen
been
o
.
.
c o n c e r n e dw
i t h vertically
v e r t i c a l l y well-mixed
w e l l - m i x e dwaters
w a t e r s in
concerned
with
i n one
o n e and
a n d two
t w o dimensions
d i m e n s i o n(1,
s( . | , 2,
2,
4
6 , 18,
l g , 20).
4,, 6,
20).-
a
H
y d r a u f i cmodel
m o d e lstudies
s t u d i e s of
o f small
providea
s m a l l harbors
Hydraulic
h a r b o r sprovide
l t e r n a t i v e method
m e t h o dof
of
ann a
alternative
a s s e s s i n gflushing
f l u s h i n g ability,
a b j 1 i t y , although
a l t f r o u g hnot
not w
j t h o u t deficiencies
assessing
without
d e f j c i e n c i e s related
r e l a t e d to
t o scale
scale
d
istort'ion. S
distortion.
e v e r a lh
ydraulicm
o d e lsstudies
tudies o
acjfic N
o r t h w e sm
t a r i n a sh
Several
hydraulic
model
off P
Pacific
Northwest
marinas
have
ave
o
b
e e n conducted
c o n du cte dby
b y Nece
N e ceand
a n dRichey
R icheyand
been
andtheir
their associates
assoc' iatesat
the University
at the
Univer si ty of
of
(n9 , 12,
W a s h i n g t o(9,
1 2 , 13)
l 3 ) and
a n d by
b y Slotta
S l o t t a and
a n d others
o t h e r s at
(.I,
Washington
a t Oregon
0 r e g o nState
S t a t e University
U n i v e r s i t y (1,
2 9 , 21).
21).
20,
o
B e c a u s eof
o f the
t h e small
Because
s m a l l ssize
i z e of
o f most
m o s tPacific
P a c i f i c Northwest
N o r t h w e smarinas,
tm a r i n a s , u
s e of
of
use
n u m e r i c a lmodels
m o d e l semploying
employing
f i n i t e difference
g r i d s or
numerical
finite
d i f f e r e n c egrids
o r finite
f i n ' i t e elements
e l e m e n t sis
i s not
not
ractical.
always p
always
practical.
o
IIii
n order
o r d e r to
t o utilize
u t i l i z e the
t h e numerical
n u m e r i c a l method
m e t h o dto
i t s best
t o its
best
a d v a n t a g e ,very
v e r y small
rids w
small g
advantage,
o u l d need
n e e d to
t o be
b e used;
u s e d ; for
f o r finite
grids
would
f i n i t e difference
difference
a n a l o g semployin
e m p l o y ign gexplicit
analogs
e x p l i c i t solutions
s o l u t i o n s this
t h i s would
w o u l din
i n turn
t u r n require
r e q u ' i r esmall
s m a l l time
time
s t e p s less
l e s s than
steps
t h a n the
t h e grid
g r i d size,
s i z e , Ax,
X , divided
d i v i d e d by
b y the
t h e speed
s p e e dof
o f aa shallow
s h a i i o wwater
water
o
w a v e ,1Jgh,
o r aa l1-dimensional
wave,
- d i m e n s ' i o n asimulation.
( . l 0 0m)
sli m u l a t i o n . For
g r i d size
F o r aa 328
3 2 8 ft
f t (100
J g h , ffor
m ) grid
s i z e in,
in,
(5 m
sdY, a
a 20
2 0 ft
f t (6
( d e p t h+
say,
e e pm
(1 m
a r i n a(depth
. 3 ft
f t (1
tide a
m)) d
deep
marina
+ 3
3.3
m)) tide
amplitude)
m p l i t u d e )tthe
h e ttime
ime
s t e p would
w o u l dneed
step
n e e d to
t o be
b e less
l e s s than
t h a n13l 3 seconds.
g r i d sizes
greater
s e c o n d s . Smaller
S m a l l e rgrid
s ' i z e sor
o r greater
o
d
e p t h , h,
depth,
p r o p o r t i o n a t e l y smaller
h , require
r e q u i r e proportionately
t i m e steps
s m a l l e r time
a n dincreased
s t e p s and
i n c r e a s e dcomputer
computer
ttime.
'ime.
T
h e Oregon
Ore g o nmarinas
ma ri n a sexamined
e xa mined
at Oregon
0r egonState
StateUniversity
The
at
Univer sity used
Fr oudescale
usedFroude
s c al e
m
o d e l sas
a s did
d i d those
t h o s econstructed
c o n s t r u c t e dat
models
a t the
t h e University
U n i v e r s i t yof
o f Washington.
W a s h i n g t o n .All
A l l of
o f the
the
( e x c e p t that
m
o d e l studies
model
s t u d ' i e s(except
t h a t reported
r e p o r t e dby
b y Nece
N e c eet
a l . , l13)
3 ) were
e t al.
w e r esite-specific.
s i t e - s p e c ' iifc .
,
O
n eadvantage
a d v a n t a g eof
o f an
a n hydraulic
h y d r a u l i cmodel
m o d e lover
o v e r aa numerical
One
n u m e r i c a one
lo n e is
i s that
t h a t small
small
scale
scale
o
p e r a t i o n s relating
operations
relating
photot o mixing
m i x i n g can
c a nbe
b ereadily
r e a d i l y observed
to
o b s e r v e and
da n dphoto-
2
o
g
r a p h ' i c a ll yrecorded.
re co rd e d . These
p henomena
graphically
T h e sephenomena
pr ocesseswhic
appr oximatemixing
mixing processes
approximate
whichh take
tak e
o
p l a c e in
p ro to typ e . No
i n the
th e prototype.
place
N o attempt
a ttempt has
has been
beenmade
m adeto
to study
studyvertical
ver tical exchange
ex c hange
p r o c e s s e in
si n either
e i t h e r the
t h e numerical
n u m e r i c aor
lo r hydraulic
processes
h y d r a u l j cmodels.
m o d e l s . Rather,
R a t h e r ,time
t i m e and
a n dspace
space
'i
a v e r a g e swere
w e re taken;
ta ke n ; the
th e water
w a te r column
col um niss assumed
assumed
welI mixed
averages
well
in
m ' ixed
i nthe
the vertical.
ver t i c al .
o
T h i s assumption
p
a s s u m p t i oprevents
n r e v e n t sthe
t h e reproduction
reproductjon
This
of
o f vertical
v e r t i c a l or
o r horizontal
h o r i z o n t a l convection
convection
cuments.
currents.
o
F
I E L DSURVEYS
SU R V E Y S
FIELD
D y ereleases
r e l e a s e shave
h a v ebeen
b e e nused
u s e dto
t o determine
d e t e r m i n eflushing
f l u s h i n g rates
r a t e s in
Dye
i n Florida
F l o r i d a finger
finger
(2,
c a n a l s (2,
canals
o
8
23).
8,, 23).
n 0
( 2 0 ) released
S l o t t a and
a n d Tang
T a n g(20)
r e l e a s e d ddye
y e jin
Chetco
r e g o n ' sChetco
Slotta
0regons
e s t u a r y boat
b o a t basin
b a s i n and
a n d compared
c o m p a r eresults
rde s u l t s w
i t h an
a n hydraulic
a n d a finite
estuary
with
h y d r a u l i c and
f i n i t e element
element
m
odel. D
model.
i s c r e p a n c i e sb
e t w e e nfield
f i e l d and
a n d hydraulic
h y d r a u l i cmodel
m o d e results
lr e s u l t s were
w e r edue
d u eto
Discrepancies
between
to
t h e difficulty
d i f f i c u l t y of
o f obtaining
r o p e rd
o b t a i n i n g tthe
he p
e n s i t y differences
e t w e e nd
d j f f e r e n c e sb
the
proper
density
between
dye
and
ye a
n d tthe
he
o
j n the
r e c e i v i n gwater
w a t e rin
t h e hydraulic
h y d r a u l i cmodel.
receiving
m o d e l . Depth-averaged
D e p t h - a v e r a g econcentration-vs.-time
cdo n c e n t r a t i o n - v s . - t i m e
c u r v e swere
w e r esimilar,
s i m i l a r , however.
curves
however.
I n tthe
h e field
f i e l d experiments
e x p e r i m e n tto
tso be
b e described,
d e s c r i b e d ,dye
d y eas
a s aa tracer
t r a c e r was
w a sdistributed
In
distributed
o
t h r o u g h o u tthe
t h e marina
m a r i n aduring
d u r i n g the
t h e middle
throughout
m ' i d d l estage
o f aa flood
f l o o dtide.
tjde.
s t a g eof
l a s t two
T h e last
two
The
h
o u r s of
o f the
th e flood
fl o o d tide
per mit the
t'i d e were
w e reused
usedto
to permit
hours
the dye
dyeto
to continue
contjnuemixing.
m ix' ing. An
An
initjal
initial
o
a v e r a g edye
d y econcentration,
concentration,C
average
w a s achieved
o , was
a c h i e v e dat
a t maximum
m a x j m uhigh
m
h i g h tide;
tide;
CO3
i d e a 1 1 y ,this
t h ' i s concentration
c o n c e n t r a t i o nremains
r e m a j n sconstant
c o n s t a n ton
o n the
t h e following
f o l l o w i n g ebb
t i d e , while
while
ideally,
e b btide,
d y e mass
m a s sdecreases.
de cre a se s. Assuming
dye
A ssu mi ngno
no return
r etur n of
of dye
dye on
on the
the next
next flood
flood tide,
tide, the
the
m a s sof
o f dye
d y e in
i n the
t h e marina
m a r i n aremains
r e m a i n constant
sc o n s t a n while
mass
dn e c r e a s e s
tw h j l ethe
t h econcentration
c o n c e n t r a t ' i odecreases
o
w
i t h an
a n increase
i n c r e a s eof
v o l u m eduring
with
o f volume
d u r j n gthe
t h e flood.
flood.
T
h e s e assumptions
a s s u m p t i o n sccan
b e expressed
These
a n be
e x p r e s s e das
a s ffollows.
ollows.
F o r dye
m a s s , M,
M , at
For
d y emass,
at
-,
j n c r e a s i n gvolumes
* , decreasing
c o n c e n t r a t i o n ,C
a n d representing
r e p r e s e n t i n gincreasing
v o l u m e sas
a s +,
d e c r e a s i n gas
a s -,
concentration,
C,, and
o
a n d constant
c o n s t a n tas
a s a,
o , then
t h e n for
f o r flow
f l o w Q,
and
V:
volume
a n dvolume
V:
Q , and
3
o
+
+
Flood
F l o>-M,
$ Mo o , Cc Q,V.
Q*, v*-
Ebb
q-, Vv--!!!
Q,
-.-_
o
o
M , Cco
M
,
T h e n , on
o n a flood
f l o o d tide,
Then,
t i d e , mass
m a s sis
i s constant
c o n s t a n t but
on
b u t CC r MO/V+;
M o , / V *o
; n an
a n ebb,
e b b , MM
-
M°
ilo
o
- C°V
C o V - where
w h e re Mo
i s the
th e mass
ma ssat
M° is
at the
the end
end of
of aa flood
flood tide.
tide.
Note
Note that
that it
i t is
1S
j s uniformly
a s s u m e dthat
t ha t the
th e dye
d ye is
u n i for mly mixed
assumed
m ixedthroughout
thr oughoutthe basin
basin at
tim e of
of
at the time
i n i t i a l high
initial
h ' i g htide.
tide.
F o r the
t h e case
case o
no d
i r e c t fresh
resent
For
off no
direct
water
off w
water
present
fresh w
a t e r inflow,
i n f l o w , the
t h e vvolume
olumeo
ater p
o
iin
n aa marina
m a r i n a can
c a n be
b e evaluated
e v a l u a t e din
i n terms
t e r m s of
o f aa mean
m e a ntide
t j d e level
l e v e l volume,
v o l u m e , VV o , and
and
,
v a r i a t i o n s about
variations
a b o u t the
t h e mean.
m e a n . For
F o r aa mean
m e a nlow
l o w tide
t i d e volume
V o - A0R/2,
v o l u m eV1
V . , == V0
where
A o R / ? ,where
A o is
i s mean
m e a nmarina
m a r i n a surface
s u r f a c e area
A0
a r e a and
a n dRRis
i s the
t h e tidal
t i d a l range
r a n g e from
f r o m mean
m e a nlow
l o w to
t o mean
mean
o
high
h i g h water.
water.
j s VU O = V n -- V1
p r i s m volume
T h e tidal
t i d a l prism
The
v o l u m e is
V l == A0R.
This
h i s is
i s the
of
AoR. T
t h e amount
a m o u n tof
= Vh
water
w a t e r on
o n an
an e
ebb
b b tide
t i d e carrying
c a r r y i n g with
with
c o n c e n t r a t i o nC0.
concentration
Co.
it
it
( f o r the
a mass
att
m a s s tiM (for
t h e first
f i r s t ebb)
ebb) a
j s , as
A
t h e end
e n d of
Att the
o f the
t h e ebb
e b b the
t h e mass
m a s sis,
a s above,
above,
M r ==MM0
o - C oC0(A0R).
(AoR).
0 n the
t h e following
f o l l o w i n g flood
f l o o d tide,
t i d e , the
On
t h e concentration
the
c o n c e n t r a t i o n decreases;
d e c r e a s e s ; at
a t the
t h e end
e n d of
o f the
o
flood,
f1ood,
C1
Ct
= M1/(A0(R+d)),
M1l(Ao(R+d)),
w h e r edd == depth
d e p t h to
t o mean
where
m e a nlow
l o w water
w a t e r level
l e v e l while
w h i l e the
There
t h e mass
m a s sis
i s unchanged.
unchanged. T
h e r e is
is
o
jn b
a
stepwise d
e c r e a s e in
oth M
a stepwise
decrease
both
M and
C;; however,
between
and C
h o w e v e r , tthe
h e ttime
i m e cchange
h a n g eb
e t w e e ncconstant
onstant
'is gradual
v a l u e s is
p h a s eby
r a t h e r than
t h a n abrupt
values
gradual rather
a b r u p t and
a n dMMare
o f phase
a n dCCand
a r e out
o u t of
b y 900.
90o.
th
f o l l o w s that
t h a t the
follows
t h e concentration
c o n c e n t r a t i o n after
a f t e r the
the ith
This
Thjs
equation.
e
quation.
The
The
rrate
ate
of
of
change
c h a n g e of
of
p r o p o r t i o n a l to
present:
t o the
proportional
t h e concentration
c o n c e n t r a t i o npresent:
o
o
j s CC . , = C o ( V l l v h ) i .
fflood
l o o d ccycle
y c l e is
= Co(Vl/Vh)1.
r e l a t i o n s h i p ccan
an b
e explored
relationship
be
e x p l o r e d through
t h r o u g h analysis
of
a n a l y s i s of
d
differential
i fferenti al
4
It
It
a
a
first
f i r s t order
order
concentration
i's
c o n c e n t r a t j o n is
assumed
a
ssumed
o
dcldt
dC/dt
o
- ( Q/V) c
= -(Q/V)C
w
h e r eQQ== L½AA oRwR usin(wt)
rsin(ut)
where
0
V
V o ++ ½A0R
V = V0
si n (u "r+ +
t ci),
u) ,
%A osin(wt
R
j s the
a n d wu == 2m/T
2 n /7 is
th e frequency
per iodT Tand
phaseangle.
fre q uencyat
and
at tidal
tidal period
andac isis aaphase
ang1e.
o
S o l v j n gby
Solving
b y numerical
n u m e r i c adifferentiation
ld j f f e r e n t j a t i o n
=
ct*l = Ct
ct
Ct+l
- glt It,
At,
V
w h e r e the
t h e subscripts
su b scri p ts are
where
a re time
ti me and
and Att is
the time
is the
tim e step.
step.
o
The t1
The
ti are
ar e in
in any
any
g i v e n time
t i m e units,
u n i t s , not
n o t necessarily
n e c e s s a r i l ytidal
given
c y c l e s , with
t ' i d a 1cycles,
w i t h the
t h e restriction
r e s t r i c t i o n that
t h a t on
on
= C
a
n eebb
b b ccycle
y c l e C C1
an
C.t .
t*l =
T h e equation
e q u a t i o ncan
The
c a n also
b e solved
d i r e c t integraa l s o be
s o l v e dby
b y direct
integra-
tion.
ti on.
o
South
S o u t h Beach
B e a c hMarina
M a r i n a Characteristics
Characteristics
The
,;.;
o
entrance
to
ar
South
t-at
( z . B kkin)
tBeach
. . . h marina
m a r i n a iiss 1.5
1 . 5 nautical
n a u t i c a t miles
m i t e s (2.8
m)
jetty at
( Figure 1).
end
e
n d of
o f the
th e north
nor th jetty
Oregon
Newpor t, Or
I ).
at Newport,
egon(Figure
.l574
' length,
( 480 m);
A p p r o x i m a te
Approximate
marina
ma ri n adimensions
d i me n si o nare:
sar e: length, L, 1574 ft
ft (480
m ) ; width,
width, W,
l'/, 623
623
upstream
u
p s t r e a m of
of
the
th e
( ] 9 0 m);
f t (190
m ) ; depth,
( 4 . .in)
I m ) resulting
d e p t h ,d,
d , at
a t mean
m e atide
nt j d elevel,
ft
l e v e l ,13.4
r e s u l t i n g in
' i n aa MTL
MTL
] 3 . 4ftf t (4.1
o
'1.34
v o l u m e ,V0,
V o , of
volume,
o f 1.34 xx lO1 0 - 7 fft3
t s (3.74
mean
l O s in3)
m 3 ) aand
e a nllow
i d e volume,
v o i u m e V1,
,V l ,
n d aa m
o w ttide
G . 7 4 x lO
.|.04
.|07
o
.l05
j s 6.0
( . l . 8 3 m)
m 3 ) . Mean
5 . 0 ft
m)
M e a ntide
t j d e range,
r a n g e ,R,
R , is
f t (1.83
'l05
(.l.7
r e s u l t ' i n gin
i n aa mean
r i s m volume,
m e a ntidal
tidal p
resulting
prism
VPO=
= R
W,, o
off 6.07
v o l u m e ,U
f t 3 (1.7
R x LL x W
5 . 0 7 x 106 ft3
.I57
( a 8in)
x lO
l 0 s in3).
ms). T
h e entrance
e n t r a n c ewidth
The
w i d t his
' i s 157 ftf t (48
m ) rresulting
e s u l t i n g in
i n a mean
m e a ncrosscrossof
o f 1.04 xx iO
( 2 . 9 0 xx lO
ft3
f t s (2.90
in3).
( 197in2).
s e c t i o n a l entrance
e n tra n cearea,
sectional
ft2
a re a ,A,
A , of
o f 2118
2118
fI2 (197
n2) .
j s designed
T h e marina
m a r i n ais
d e s i g n e to
dt o hold
work
The
t h e time
o f the
t h e field
f i e l d work
h o l d600
6 0 0boats.
b o a t s . At
A t the
t i m e of
o
p i l e s were
n o boat
no
b o a t slips
s f i p s or
p1ace. D
o r piles
w e r eini n place.
the
Dredge
was
r e d g espoil
a s disposed
d i s p o s e dof
o f on
o n the
spoil w
jetty restricts
e a s t bank
b a n k of
east
o f the
th e marina.
ma ri n a . The
fl ow '
fh e marina
m ar inabreakwater
br eakwaterjetty
r estr icts rapid
r apid flowthrough.
throuoh.
o
o
5
-
o
S o u t hBe
achMarina
Ma ri n aHydraulic
South
Beach
H yd ra u l i cModel
ModglStudies
Studies
a
An
h yd ra u l i c model
An hydraulic
mo d e l stu
d y of
South Beach
Beachmarina
m ar jnawas
wasmade
madeby
by Richey
Rich eyand
study
of South
and
(.l9).
S k j e l b r e i a(19).
Skjelbreia
T h emodel
m o d e used
lu s e daa 1:10
l : . l 0 horizontal/vertical
h o r i z o n t a l / v e r t i c a ldistortion
The
d i s t o r t i o n ratio;
rat'io;
F r o u d e scaling
Froude
s c a ii n g was
w a s employed
e mpol ye d wi
th the
the following
fo11owing scale
with
scale ratios:
r ati os:
o
n
o
hor i zontal
horizontal
llength
e n g t h -- 1:480;
l : 4 8 0 ; vertical
v e r t i c a l length
l e n g t h - l1:48;
: 4 8 ; vvelocity
e l o c i t y - l1:6.93;
: 5 . 9 3 ; time
t i m e - 1:69.3.
l : G 9 . 3 . The
The
.|2.4
.|0.74
p
r o t o t y p e tidal
t i d a l cycle
c y c l e was
w a staken
t a k e nas
a s12.4 hours
prototype
h o u r swhich
w h i c hrequired
r e q u i r e d10.74 minutes
m i n u t e sto
to
.l.8
r e p r o d u c ein
i n the
t h e model.
model. S
reproduce
i n u s o i d a l ttides
ides w
e r e used
u s e dfor
f o r 0.9,
0 . 9 , 1.8 and
a n d2.7-m
2.7-n
Sinusoidal
were
r a n g e s . Model
M o d e l water
ranges.
w a t e r density
d e n s i t y was
w a suniform;
u n i f o r m ; boat
p i l i n g s and
b o a t slips
s l i p s and
a n dpilings
a n dwind
wind
s t r e s s were
w e renot
n o t modeled.
mo d e l e d .
stress
A 20%
A
2 A %solution
s o l u t i o n of
o f rhodamine-WT
rhodamine-W
dTi l u t e d 1:100
diluted
l : " | 0 0 was
w a s used
u s e d as
a s aa tracer.
tracer.
o
T h i r t y ml
m 1of
o f dye
d y ewas
w a scompletely
c o m p l e t e lmixed
ym i x e din' i nthe
t h e model
Thirty
m o d eat
la t high
h i g hwater
w a t e rlocation.
l o c a t ' i o n . AA
T u r n e r Model
M o d e l110
l l 0 fluorometer
f l u o r o m e t e rwas
w a sused
u s e dto
t o determine
d e t e r m i n relative
er e l a t i v e concentration
Turner
at
concentration
at
t h e end
e n dof
o f four
f o u r tide
t i d e cycles.
the
cycles.
p ro ce d u rew
T
h i s procedure
a s augmented
a u g m ented
aphyof
by time-lapse
tim e- 1apsephotogr
lo s s of
of
This
was
photography
of the
the loss
o
w
a t e r soluble
s o l ub le dye
d ye with
photos were
water
w i th time.
t'i me . The
The photos
wer e analyzed
to
analyzedby
by aa densitometer
dens' itom eter
to
o b t a i n relative
r e l a t i v e concentration
concentration
v e r s u stime.
obtain
versus
time.
o
1/;
E
E =- l_(C/C0)U1,
1 - ( C i / C o ) " ' , were
w e r e determined
d e t e r m ' i n efrom
d
f r o m both
b o t h the
t h e dye
d y eand
a n ddensitometer
d e n s i t o m e t edata.
dr a t a .
H e r e ,C.
Here,
C i == concentration
c o n c e n t r a t i o nat
a t the
the
tion.
tion.
I
ceo e f f i c i e n t s , defined
d e f i n e das
E
x c h a n gcoefficients,
as
Exchange
j tth
h tidal
t i d a l cycle
c y c i e and
a n dC0
C ois
i s 'initial
i n i t i a l concentraconcentra-
E
x c h a n g coefficients
ceo e f f j c i e n t s thus
(.I.8 m
t h u s calculated
c a l c u l a t e dare
f o r the
Exchange
m))
a r e shown
s h o w nfor
t h e 5.9
5 . 9 ft
f t (1.8
t i d e ' iin
n Figures
F ' i g u r e s22 and
tide
a n d3.
3.
F i g u r e 22 shows
s h o w E-values
sE - v a l u e at
sa t the
t h eend
e n dof
o f four
f o u rcycles.
Figure
cycles.
T
h e s eare
a r e averaged
a ve ra g e dvalues
va l u e s and
a n d range
r ange from
fr om about
in the southwest
These
about 0..l5
0.15 in
corner
ner to
southwestcor
0 . 5 in
i n the
t h e northeast
n o r t h e a s corner.
tc o r n e r . Low
0.5
L o wvvalues
a l u e s correspond
correspond
t o relatively
r e l a t i v e i y low
l o w flushing
to
flushing
a
w h j l e higher
h i g h e r values
v a l u e sindicate
g r e a t e rflushing.
while
i n d i c a t egreater
flushing.
T
h ' i s iis
s shown
F i g u r e3,
This
s h o w nin
i n Figure
3,
w h e r e individual
individual C
where
C/C
j l C o vvalues
a l u e s are
f o r station
a r e 0.35
0 . 3 5 for
s t a t j o n 33 and
a n d0.1
0 . . l for
f o r station
s t a t ' i o n4.
4.
= .23
T
h i s corresponds
c o r r e s p o n d stto
o E
. 2 3 and
f =
a n dEf == .44
This
. 4 4for
f o r stations
respectively,
s t a t ' i o n s33 and
a n d1,l , respectively,
o
o
w h i c his
i s in
i n the
t h e range
r a n g eof
g i v e nin
p r e v ' i o uFigure.
sF i g u r e .
t h e values
v a l u e sgiven
o f the
i n the
which
t h e previous
6
o
T
h em
a i nconclusions
c o n c l u s i o n sof
o f the
t h e hydraulic
The
main
model
h y d r a u l i cm
o d e lstudy
e r eas
studyw
a s follows:
follows:
were
o
I.
1.
T h e basin
b a si n
The
g o od hydr
h a d good
had
auli c
hydraulic
char acter istj cs
characteristics
except for
for
except
poor
poor
e xch a n g in
ei n the
th e south
so u thcorners.
exchange
cor ner s.
2
2..
j n the
G o o dexchange
e x c h a n gis
ei s due
d u eto
t o strong
s t r o n gcurrents
c u r r e n t sin
t h e main
m a i nchannel
Good
c h a n n epassing
lp a s s i n g
tthe
h e marina
m a r i n aentrances
e n t r a n c e swhich
w h i c hcan
c a n introduce
i n t n o d u c eturbulent
t u r b u l e n t eddies
e d d i e s on
o n flood
flood
o
p r e v e n trecirculation
t i d e and
a n d prevent
r e c i r c u l a t i o n on
o n the
t h e ebb.
tide
ebb.
3
3..
o
T
h e currents
p a st the
cu rre n ts past
the entrance
entr anceimprove
impr ovethe
the exchange
exchange
The
coefficient
coefficient, by
by
a b o u t 25%
2 5 %over
o ve r that
th a t were
wer ethe
the entrance
quiet bay.
about
entr ancesituated
sjtuated on
on aa quiet
bay .
F ' i e l d Float
F l o a t Studies
Stud'ies
Field
o
p o l e s of
W
e i g h t e dpoles
( . l . 8 3 , 22.44,
. 4 4 , 3.05,
o f 6,
5 , 8,
8 , 10,
Weighted
1 0 , and
a n d 12
1 2 ft
f t (1.83,
3 . 0 5 , and
a n d3.66
3.GG
m)
in)
.l979,
s u b m e r g e dlength
submerged
l e n g t h were
w e r e rreleased
e l e a s e d and
a n d ffollowed
o l l o w e d on
J a n u a r y 17-18,
o n January
l 7 - . l 8 , 1979, in
in
c o n j u n c t i o n with
with
conjunction
o
a
a
p o l e positions
p o s i t i o n s were
d y e rrelease;
e l e a s e ; pole
dye
fixed
w e r e fixed
b y sextant.
sextant.
by
E
asterly w
i n d s ranged
( , l . 5 - 5m/s)
r a n g e dfrom
f r o m3-10
3 - 1 0(1.5-5
m / s ) on
o n the
Easterly
winds
t h e first
f i r s t survey
s u r v e yday
w h i c hwas
d a y which
was
cconducted
o n d u c t e do
a n ebb
e b b tide;
t'i d e ; 10-knot
l 0 - knot winds
wi nds determined
deter mned
i
onn an
the
the main
m ain direction
di r ect' ionof
o f all
al I
p o l e trajectories
tnajectories d
u r i n g this
t h i s ebb
e b b cycle
c y c l e although
a l t h o u g haa northwest
n o r t h w e s water
tw a t e rcurrent
pole
during
current
o
c o m p o n e nttoward
to w a rd the
pr esent.
component
th e entrance
e n tra n c ewas
waspresent.
Tide decreased
decr easedfrom
fr om aa maximum
m ax i m um
Tide
.l.2
( L H W )h
eight o
( 2 . 1 inm to
5 . 9 ft
f t to
(LHW)
height
off 6.9
t o 3.9
3 . 9 ft
f t (2.1
t o 1.2 in),
m), a
b o u tmid-tide.
aximum
about
mid-tide. M
Maximum
p o l e velocities
v e l o c i t i e s observed
o b s e r v e dfor
f o r the
p o l e swere
(26
t h e 66 and
a n d88 foot
f o o t poles
w e r e0.8
0 . 8and
f p s (26
pole
a n d0.9
0 . 9 fps
o
a n d27
2 7 cm/s),
c m,/s),respectively.
re sp e cti ve l y.
and
W i n ds w
e re less
l e ss than
th a n 33 knots
Winds
were
k nots from
fr om the west
west on
on the
the January
Januar y18
l8 survey.
sur v ey .
T j d e s increased
( . l . 9 m)
i n c r e a s e dfrom
( 2 . 3in)
( H H w ) . Although
f r o m 6.2
6 . 2 ft
f t (1.9
m )to
t o 7.5
7 . 5ftf t (2.3
m ) (HHW).
Tides
A l t h o u g hthis
this
o
study w
a s only
o n l y conducted
co n d u cte dfor
pole trajectories
fo r aa short
shor t time,
tim e, pole
study
was
tr ajector ies show
that surface
sur fac e
showthat
w a t e r near
n e a r the
t h e entrance
e n t r a n c ehad
h a daa net
water
n e toutward
o u t w a r direction
dd j r e c t j o nwhile
w h j l ethe
t h e deeper
d e e p e layer
r'layer
s h o w e inward
di n w a r dmotion.
m o t j o n . Thus,
showed
T h u s , there
t h e r e was
w a ssome
s o m eflushing
t h e 'incoming
i n c o m i n gtide
f l u s h i n g on
o n the
t i d e in
in
o
o
t h e upper
u p p e rlayers.
the
layers.
7
o
Field
Field
o
Sludies
l y g Studies
R h o da mi n e -WT
Rhodamine-WT
was
w a s released
re l e a sed for
for about
about one
one hour
hour over
over the
the entire
entir e marina
mar i na
(Figure4
starting a
(Figure
4)) starting
about
hours
before
water
b o u t four
four h
o u r sb
e f o r e sslack
lack w
f l o o d tide.
a t e r on
o n flood
tide.
Visual
Vjsual
o b s e r v a t i o n sfrom
f r o m the
t h e U.S.
H i g h w a 101
y1 0 i bridge
p l a n e did
observations
U . S . Highway
b r i d g e at
at n d aa light
l i g h t plane
did
a t Newport
N e w p o rand
o
n o t reveal
r e v e a l any
a n y obvious
o b vi o u shigh
patchconcentrations.
not
h i g h or
o r low
low surface
dye patch
sur facedye
concentr ations.
( Z l kg)
F
i f t y - o n e lbs
l b s (23
( ] 9 0 1)
g a 1(190
k g ) of
o f 20%
Fifty-one
dye
d y ewas
w a sdiluted
20%
d i l u t e d with
w i t h 50
5 0 gal
l ) of
o f seaseaw
a t e r to
t o approximate
a p p ro xi ma tereceiving
( 2.|0- l) drum;
re ce i vi ng water
ga1 (210-1)
water
water density
density from
fr om aa 55
55 gal
dr u m ; it
it
o
w
a s discharged
d i s c h a r g e dat
( 3 1/mm).
was
g a l , / m i n(3
a t about
a b o u t0.8
0 . 8 gal/mm
l/min).
Two
T w omethods
m e t h o d sof
o f release
r e l e a s ewere
were
used.
u
sed. 0
( 4 . 6 m)
p o le with
Onn the
t h e first
f i r s t survey,
s u r v e y , aa 15
l 5 ft
f t (4.6
m ) hollow
w ' i t h aa
h o lI o w aluminum
a l u m ni u mpole
h
o r i z o n t a l discharge
d i sch a rg etube
tu b e at
a t the
horizontal
the bottom
bottomwas
wasraised
r aised and
as the
w as
andlowered
lower edas
the dye
dy e was
o
released.
released.
T h e outboard
o u tb o a rd motor
pathsthroughout
mo to r vessel
The
vessel made
m aderight
r ight angle
thr oughoutthe
anglepaths
the
marina.
m a r i n a . On
0n the
th e second
gar denhose
se co n dsurvey,
su rve y, aa garden
wastowed
hosewas
45ofrom
towedat
at about
about45°
fr omthe
the
s u r f a c e to
t o bottom
b o tto mbehind
b e h i n dthe
th e boat
ts
surface
water column;
ports
thr oughoutthe
b oat throughout
the water
dischar gepor
column;discharge
o
iinn tthe
h e hose
ho se at
at
about
a
b o u t I1.5
. 5 ft
ft
'l
increments
i ncr em entsallowed
al owed for
m or eeven
evenvertical
ver ti c al
for more
d i s t r i b u t i o n of
o f the
t h e dye
d y e than
distribution
t h a n occurred
f i r s t survey.
o c c u r r e don
o n the
t h e first
survey.
A t the
t h e locations
l o c a t i o n s shown
shown
At
in
i n Figure
F i g u r e44 hourly
h o u r l y samples
t h e surface,
s a m p i e at
sa t the
s u r f a c e , midmid-
o
d e p t h and
a n d about
a b o u t 1.5
I . 5 meter
depth
me te rfrom
fro m the
wer e drawn
the bottom
bottomwere
fr om aa continuous
contj nuou sflow
fl ow
dnawnfrom
h
o s e - p u marrangement.
hose-pump
ap rra n g e me n t. S
Samples
weree taken
taken at
at hourly
a mp leswer
for the first
hour ly intervals
inter vals for
fi r s t
14 h
o u r s an
n d ma
xi mum
14
hours
andd a
att mi
midd a
and
maximum
high
and low
low tides ther
thereafter
until back
background
h'
igh and
eafter until
gr ound
a
I e v e ls were
w ereapproached.
levels
a p p ro a ch e d .
S a m p l e sw
e r e analyzed
a n a l y z e do
Samples
were
onn board
b o a r d by
b y aa Turner
T u r n e r111
f l o w - t h r o u g hfluorometer
fluorometer
l l l flow-through
f i t t e d with
w i t h 546-p
fitted
5 4 5 - pexcitation
e x c i t a t i o n and
a n d590-p
e m i s s i o nfilters.
5 9 0 - pemission
filters.
o
fso r analysis
Samples
S a m p l efor
analys'is
.l25-ml
i n the
t h e laboratory
l a b o r a t o r : ywere
w e r ecollected
in
c o l l e c t e din
i n 125-ml screw-cap
s c r e w - c acontainers
pc o n t a i n e r safter
a f t e r local
local
equiijbrium w
a s reached
r e a c h e das
equilibrium
was
a s indicated
i n d i c a t e don
o n the
t h e field
T h e Turner
Turner
f i e l d fluorometer.
f l u o r o m e t e r . The
D e s i g n sfluorometer
f l u o r o m e t e rw
a s used
Designs
was
u s e din
i n the
l a b o r a t o r y . Frequent
t h e laboratory.
F r e q u e n field
tf i e l d calibration
calibratjon
a
o
8
o
w
a s made;
m a d e ;laboratory
l a b o ra to ry standards
sta n d a rdswer
used before
befor e and
was
weree used
and after
after each
each run,
r un, values
val ues
o
rreported
e p o r t e d here
he re are
a re from
fro m the
th e laboratory
l a b or ator y analyses.
analyses.
F I EL DSTUDY
ST UDRESULTS
YESULTS
R
FIELD
.|979
o
T h e 1978
1 9 7 8study
stu d y was
w a ssimilar
si mi l ar to
to that
that of
of 1979 except
The
exceptfor
for the
the following
foilowing difdi fferences:
ferences:
l1)) average
a v e r a g ettide
i d e ranges
rangesw
e r e 7.9
7 . 9 and
a n d 4.9
ft
were
4 . 9 ft
.|.5
((2.4
2 . 4 and
a n d 1.5 m),
m),
r e s p e c t i v e l y; 22)) water
w a te r column
co l u mndensity
respectively;
density was
gr eater rate
was different,
differ ent, with
with aa greater
r ate of
of
o
cchange
h a n g eof
o f density
d e n si ty with
w i th depth
d e p thfor
for the
the 1978
1978study;
study; 3)
the method
3) the
methodof
of introducing
intr od uc i ng
t h e dye
d y e was
w asdifferent.
d i ffe re n t.
the
Stratification w
a s slight
s l i g h t on
o n each
e a c hstudy,
s t u d y , the
t h e main
m a i ndifferences
Stratification
was
d i f f e r e n c e sbeing
b e i n gdue
due
o
tto
o ttemperature.
e m p e ra tu re . Salinity
S a l i n i ty and
a nd temperature-depth
ofiles showed
temper atur e- depthpr
showedaa gradual
profiles
gradual
d e c r e a s ein
i n temperature
t e m p e r a t u r efrom
f r o m 15.6°C
l 5 . 6 o Cto
t o 14.6°C
l 4 . 6 o Cand
a n dincrease
i n c r e a s ein
i ' n salinity
decrease
s a l i n i t y from
from
o/oo
3 . | . 5 to
t o 32.1
3 2 . . |0/00 from
f r o msurface
s u r f a c eto
31.6
t o bottom
b o t t o mfor
f o r 1978.
1978.
o
I 978 Survey
1978
Survey
A
t t e m p ts to
d i stri b u te dye
d ye evenly
evenly throughout
thr oughoutthe
the water
water column
Attempts
to distribute
colum nwere
we r e not
not
o
c o m p l e t e l ysatisfactory.
sa ti sfa cto ry.
completely
F i g ur e 55 shows
showssurface,
sur face, mid
m id and
bottomdye
Figure
andbottom
dyeconcenconc en-
t r a t i o n s at
( r e f e r to
a t station
s t a t j o n 66 (refer
trations
t o Figure
F i g u r e4).
4).
T h esurface
m i d d l econcentras u r f a c eand
a n dmiddle
The
concentra-
.I400
ttion
i o n were
w e r e nearly
n e a ri y equal
e q u a i at
a t about
a b out 1400 on
on 9/15/78,
9/15/78, but
bottomsample
but the
the bottom
w as
sam pl ewas
o
q u i t e low;
i n i t i a l l y quite
initially
1 o w ; all
all
ssamples
a m p l e sa
p p r o a c h e deequality
approached
q u a f i t y aafter
fter a
about
b o u t 0600
0 6 0 0 on
on
9 / 1 6 / 7 8 . Surface
S u r f a c econcentrations
9/16/78.
c o n c e n t r a t i o n for
sf o r all
all
o
5 stations
s t a t ' i o n sover
t h e duration
o v e r the
o f the
the
6
d u r a t i o nof
e
x p e r i m e nsshowed
t howed
ssimilar
i m i l a r cconcentrations
o n c e n t r a t i o n seexcept
x c e p t ffor
o r sstation
experiment
1,, w
which
tation 1
h i c h ddecreased
ecreased
.1 8 0 0
rrapidly
a p i d l y to
t o about
a b o u t1800 on
o n the
th e first
fi rst day.
day. Bottom
with time
Bottomconcentration
concentr ationwith
time showed
s how ed
sstation
t a t ' i o n t having
h a vi n g lower
( 9/15)
l o w e r concentrations
co n ce ntr atjonsthan
than all
all the
until 2200
the others
other s until
2200(9/15)
1
w h e n ,again,
a g a i n , the
t h e concentration
concentration
when,
lines
l ' i n e smerged.
m e r g e d . Stations
a n d33 showed
S t a t i o n s22 and
s h o w eseveral
ds e v e r a l
o
o
sspikes
p i k e sw
h i c hwere
w e r enot
n o t apparent
a p p a r e nin
ti n the
which
o t h e rvalues.
values.
t h e other
9
flo
F i g u r e 66 shows
s h o w svalues
v a l u e sof
o f C.IC0
Figure
C r l C oaveraged
a v e r a g e for
df o r all
a l l stations.
stations.
o
The
T h e modified
modified
p r i s m and
prism
a n dnumerical
n u m e r i c a lm
model
o d e l rresults
e s u ' l t s are
a r e also
a l s o sshown.
h o w n . Considering
C o n s i d e r i n gthe
the
tidal
tidal
v a r i a b i l i t y of
p a t c h e s ,the
o f the
t h e dye
d y e patches,
t h e first
variability
f i r s t 77 hours
h o u r sare
i n reasonable
a r e in
r e a s o n a b lagreement.
ea g r e e m e n t .
A rapid
r a p i d decrease
d e c r e a s ein
i n concentration
c o n c e n t r a t ' i o nis
i s shown
s h o w nfrom
A
hours
from h
o u r s 7 to
1 2 in
i n the
t o 12
t h e models
models
o
a n d in
and
i n the
t h e field
f i e l d data.
data.
T
h e latter,
l a t t e r , however,
h o w e v e r continue
,c o n t i n u eto
The
t o show
s h o wdecreases
d e c r e a s e sto
to
.|8 .
about
a b o u thour
h o ur18.
T h e1978
1 9 7 8field
f i e l d data
d a t a can
c a n also
a l s o be
The
with
b e compared
c o m p a r ew
d i t h the
t h e hydraulic
h y d r a u l i c model
m o d e lresults
results
o
( 2 . 7 ' n ) range
f o r the
t h e 8.8
8 . 8 ftf t (2.7-rn)
for
r a n g etests.
tests.
Exchange
E x c h a n gcoefficients
ceo e f f i c i e n t s in
i n the
t h e hydraulic
hydraulic
m
o d e lranged
r a n g e dfrom
model
f r o m0.44
( . l . 8 3m)
0 . 4 4to
t o 0.52.
A . 5 2 . Interpolation
I n t e r p o l a t i o n between
the
between
t h e 66 ft
f t (1.83
a n d99
m ) and
(2.74 m
g i v e EE - 0.44
fft
t (2.74
m)) ranges
( 2 . 4 rn)
r a n g e sgive
a . 4 4 for
f o r the
t h e 8 ft
f t (2.4
m ) range
r a n g efound
f o u n din
the
i n the
o
field.
field.
T
h ee
x c h a n g ccoefficient
eo e f f i c i ' e n t b
rismm
a s e do
he p
The
exchange
based
onn tthe
prism
method
0.5
e t h o dis
is 0
. 5 for
f o r tthe
t
h e 8 fft
range.
range.
gives C
T
h j s gives
This
C-va1ues
r - v a ' l u e of
so f 1,
l, 0
0.55,
. 5 5 , 0.30,
0.30,
starting w
ith C
t l C o== 1.
starting
with
C/C0
l.
o
clearly
clearly
show
s h o w rapid
rapid
...
onn alternate
o
a l t e r n a t e high
h i g h tides
tides
F i e l d , hydraulic
h y d r a u l i c and
Field,
m a t h e m a t i c amodel
ml o d e results
lr e s u i t s all
all
a n d mathematical
flushing
flushing
ffor
or
this
thjs
ttide
ide
range.
range.
The
hydraulic
The h
y d r a u l i c and
and
m a t h e m a t j c amodel
l o d e l results
mathematical
m
r e s u l t s are
a r e essentially
e s s e n t i a l l y equivalent
e q u ' i v a i e nbut
tb u t underestimate
the
u n d e r e s t i m a tthe
e
d y e removed
r e m o ve when
dw h e ncompared
dye
co mp a rewith
w
d i th the
the field
field study.
study.
o
1979
I 9 7 9 Survey
Survey
.|979
F o r the
t h e 1979 survey
s u r v e ythe
For
t h e sampling
s a m p l i n gstation
s t a t i o n location
l o c a t i o n was
w a sessentially
e s s e n t i a l l y the
the
o
ssame
a m ea
eforee
Figure
x c e p ttthat
ass b
before
except
off tthe
was
eliminated
h a t sstation
tation 3 o
h e 1978
u r v e yw
a se
1 9 7 8ssurvey
l i m ' i n a t e d((Figure
4).
4).
( n o t shown)
P l o t s (not
s h o w n of
)o f all
Plots
a l l stations
s t a t i o n sat
a t the
t h e surface,
s u r f a c e ,middle
m i d d l eand
a n dbottom
b o t t o mshow
show
O
b
etterin
itial
better
initial
mixing
m i x i n gthan
Station
t h a n in
i n ' 1978.
1978. S
t h e NE
initially
t a t i o n 1,
l , in
i n the
N Ecorner,
c o r n e r , initially
s h o w e dhigher
h i g h e r concentrations
quickly merged
co n ce n tra ti o n sthan
showed
with
than the
other stations
but quickly
w i th
the other
stations but
mer ged
the
t h e rest.
rest.
A
l l data
d a t a showed
All
s h o w e an
da n increase
i n c r e a s ein
t o 77
i n CS/C
C i / C o ratios
r a t i o s from
f r o m about
a b o u thour
h o u r 33 to
o
10
10
Sa
((ebb
e b b cycle)
c y c le) while
w h iI e values
va 'lu e s at
a t station
stat' ion44 indicated
i ndicatedrecirculation
r eci r cul ati on south
south along
a1on g the
the
a
w
e s t side
s i d e of
o f the
t h e marina.
west
marina.
T
h e hydraulic
h y d r a u l i c model
( , l 9 ) show
m o d e l results
r e s u l t s (19)
The
s h o wan
a naverage
average
i n t e r p o l a t e dexchange
interpolated
exchange
ccoefficient
o e f f i c j e n t of
o f 0.3
0 . 3 for
t h e 66 ft
f o r the
f t range.
r a n g e . The
T h e high
h i g h tide
tide C
r l C o - v a l u eat
sa t station
stat'ion
C/C0-values
o
n the
jn
I jin
t h e model
m o d e land
a n d field
f i e l d are
a r e close;
c l o s e ; there
t h e r e is
i s an
a ninitial
i n i t i a l rapid
r a p i d decrease
d e c r e a s ein
1
c o n c e n t r a t i o nto
t o about
a b o u tC./C0
C i / C o = 0.2
concentration
g r a d u a ldecrease
A . 2 followed
f o l l o w e d by
b y aa gradual
d e c r e a s eto
t o 0.1
0 . . l at
at
t h e fourth
f o u r t h tide
t j d e cycle.
the
c y c 1 e . Figure
F i g u r e 77 sshows
h o w stthe
h e average
C i / C o results
f o r the
the
a v e r a g eC1/C0
r e s u l t s for
o
h
y d r a u l i c model
mo d e l as
hydraulic
a s taken
ta ke n from
fro m Figure
Figur e 3,
3, and
and the
the mathematical
mathem atical
m odelvalues.
va l ues .
model
F o r the
t h e average
a v e r a g eresults,
r e s u l t s , the
g i v i n g Vl/Vh
t h e discrepancy
d i s c r e p a n c is
yi s rather
r a t h e r large
i a r g e giving
VrlVn=
For
0
. 6 4 which
w h i c hresults
r e s u l t s in
i n alternate
a l t e r n a t e high
h i g h tide
t ' i d e C./C0
I , 0.64,
C i / C ovalues
v a lu e sof
0 . 5 4 ,0.41
0.4.l
0.64
o f 1,
o
A f t e r hour
h o u r 12,
1 2 , on
After
o n the
t h e second
s e c o n debb
w h e nthe
e b btide,
t i d e , when
t h e concentration
c o n c e n t r a t i o should
ns h o u l dremain
remain
c o n s t a n t , there
t h e r e was
constant,
w a s only
o n l y aa
s 1i g h t
slight
s t r a i g h t e n in g out
of
o u t of
straightening
the
the
t h e curve;
c u r v e ; the
p
r e d i c t e d and
a n d observed
o b se rve dcurves
cu rve smerged
m er gedafter
after the
the second
flood tide.
tide.
predicted
secondflood
o
C
o m p a r i s o noof
sf Figures
F i g u r e s 66 and
a n d77 show
show
t h a t normalized
n o r m a l i z econcentration-time
dc o n c e n t r a t i o n - t i m e
Comparisons
that
q u i t e similar
c u r v e sw
e r e quite
s i m i l a r with
w i t h respect
first
r e s p e c tto
t o the
d e c l j n eduring
d u r i n gthe
t h e first
curves
were
t h e sharp
s h a r pdecline
.l 9 7 9
f l o o d cycle.
c y c 1e . The
T h e 1979 curve
flood
cu rve shows
showsaa steeper
decr ease
steeperexponential
exponentialdecrease
towar dbackbac k toward
o
g r o u n dconcentration.
concentratjon.
ground
SUMMARY
ANDCONCLUSIONS
SUMMARY
AND
CONCLUSIONS
a
S o u t h Beach
B e a c hmarina
geometricm a r j n a has
h a s aa single
South
s i n g l e entrance
e n t r a n c eand
i s uncomplicated
u n c o m p l j c a t e dgeometrica n dis
a
1 l y ; it
it h
a s ffree
ree e
x c h a n g ew
i t h tthe
h e r e rrather
he m
ain n
a v i g a t i o n cchannel
hannelw
a t h e r llarge
arge
ally;
has
exchange
with
main
navigation
where
ccurrents
u r r e n t s develop
d e v e l o pduring
d u r i n g ebb
e b band
a n dflood
f l o o d tides.
tides.
o
M a t h e m a tci a l
Mathematical
a
n d hydraulic
and
h y d r a u ii c
m
o d esl
models
resul ts
results
w e lI
a g r e e d well
agreed
w
h e n exchange
exchange
when
c o e f f i c i e n t s were
w e r e averaged
a v e r a g e dover
o v e r the
t h e entire
h y d r a u l i c model.
coefficients
e n t i r e hydraulic
model.
g r e a t as
F i u s h ' i n g efficiency
e f f i c i e n c y near
n e a r the
t h e marina
e n t r a n c e is
i s about
a b o u t twice
t w i c e as
a s great
as
Flushing
m a r i n a entrance
o
tthe
h e inner
i n n e r harbor
h a r b o r as
i n d i c a t e d by
a s indicated
h y d r a u l i c model
h'igh-tide
b y the
t h e hydraulic
m o d e l over
o v e r four
f o u r high-tide
11
11
l.
ccycles.
ycles.
.
a
Field
Field
rresults
e s u l t s show
s h o wsimilar
s i m i l a r spreads
s p r e a d salthough
a l t h o u g hvariations
v a r i a t j o n s are
a r e more
more
e x t r e m eamong
extreme
a mo n stations.
gsta tj o n s.
N e i t h e r the
t h e hydraulic
Neither
h y d r a u l i cnor
n o rmathematical
m a t h e m a t j c amodels
l o d e l s successfully
m
s u c c e s s f u l l yreproduced
reproduced
e a r i y flushing
f l u s h i n g events;
e v e n t s ; both
b o t h underestimated
u n d e r e s t i m a t ethe
early
tdh e first
f i r s t flood
f l o o d decrease
d e c r e a s ein' i nconcenconcen-
a
t r a t i o n by
tration
b y about
a b o u t30-40%.
pr edictedand
3 A '4 0 %. Thereafter
T h e reafterthe
p ar al the predicted
curves
andobserved
obser ved
cur vesparall e l l e d each
e a c h other,
o t h e r , although
lelled
a l t h o u g hthe
t h e model-predicted
m o d e l - p r e d i c t e dcurves
c u r v e sremained
r e m a i n e higher.
dh i g h e r .
In
In
p o l l u t a n t concentrations,
t e r m sof
o f pollutant
c o n c e n t r a t j o n sboth
,b o t hmodel
terms
m o d eresults
lr e s u l t swere
w e r emore
m o r conservative.
ec o n s e r v a t i v e .
o
Hydraulic
Hydrauiic m
model
o d e l sstudies
p r e d i c t e d that
t u d i e s ssuccessfully
u c c e s s f u l l y predicted
that
t h e South
the
S o u t hBeach
Beach
m a r j n a would
w o u l dhave
h a vesatisfactory
sa ti sfa cto ry exchange
exchange
because
marina
because
of
of the
the strong
str ong currents
m ov i ng
cur r ents moving
p a s t the
past
t h e entrance.
entrance. T
h e s eentrance
e n t r a n c ecurrents
These
c u r r e n t s undoubtedly
u n d o u b t e d lprovide
yp r o v i d esignificant
significant
a
p r o c e s s e sthrough
t r a n s f e r processes
t h r o u g hvortex
g y r egeneration.
v o r t e x motion
g e n e r a t i o n . It
transfer
and
mot'ion
a n dgyre
i s unlikely
I t is
unlikely
t h a t aa marina
m a r i n aof
o f similar
s i m i l a r dimensions
d i m e n s i o nwould
s o u l dbe
w
that
b eas
w e l l flushed
a s well
f l u s h e dif
i f it
i t were
w e r esited
sited
iin
n a less
l e s s active
a c t i v e environment.
env'ironment.
o
T h e mathematical
ma th e ma ti caand
la n d hydraulic
h yd r aulic model
The
raises
m odelcomparison
com par ison
r aises doubt
to the
the
doubt as
as to
j f one
n e e dfor
f o r hydraulic
h y d r a u l i c model
m o d e lstudies
s t u d i e s of
need
o f small
s m a ' l marinas
lm a r i n a sif
o n ecan
c a nbe
b econtent
with
c o n t e n twith
predictions.
conservative
c o n s e r v a t i v e predictions.
o
For
F
or m
marinas
a r i n a s of
of
similar
similar
' i n ssimilar
dimension
d
i m e n s ' i o nin
'imilar
j n aa matter
o o dapproximations
llocations,
ocations, g
a p p r o x i m a t i o nof
f l u s h i n g efficiency
good
os f flushing
e f f i c i e n c y can
b e made
c a n be
m a d ein
matter
o f minutes
m ' i n u t e susing
u s i n gsimple
of
s i m p l ebox-model
b o x - m o d eassumptions.
al s s u m p t i o n s .However,
H o w e v e rthese
t,h e s eresults
r e s u l t s cannot
cannot
b e extrapolated
e x t r a p o l a t e dto
t o other
o t h e r marinas
be
m a r i n a swith
w i t h multiple
m u l t i p l e entrances,
e n t r a n c e s significantly
,s i g n i f i c a n t l y dif
djf-
a
f e r e n t width-to-length
w i d t h - t o - l e n g t hratios
r a t i o s or
ferent
o r environmental
e n v i r o n n e n t asettings.
sl e t t i n g s .
ACKNObJLEDGEMENTS
ACKNOWLEDGEMENTS
O
I thank
t h a n k Bill
p r i m a r i i y responsible
B i l l McDougal
M c D o u g for
af o
l r field
I
f j e l d assistance;
a s s i s t a n c ehe
;h e was
w a sprimarily
responsible
f o r the
t h e success
s u c c e s sof
for
1 9 7 9dye
o f the
t h e 1979
d y erelease.
r e l e a s e . Mike
M i k e Gates
a s s j s t e din
' i n data
d a t areducreducG a t e sassisted
ttion;
i o n ; George
G e o r g eDitsworth,
D ' i t s w o r t h Allen
,A 1 1 e nTeeter,
T e e t e r ,Lan
L o nBentsen,
B e n t s e nand
,a n dKarl
K a r l Rukavina
R u k a v i n assisted
a ssisted
o
o
12
T2
o
i n the
t h e field
f i e l d and
in
a n d laboratory.
l a b o r a t o r y . Drs.
D r s . R.
R . E.
E . Nece,
N e c e L.
,L . S
S l o t t a , and
a n dR.
S.. Slotta,
R . S.
S . Swartz
Swartz
o
m a d emany
m a n yhelpful
h e l p f u l comments
co mme n on
ts
made
o n the
the manuscript.
manuscr ipt.
A
p p e n d i xI.
Appendix
I. -- References
R e fe re n ce s
O
1.
A
s k r e n , D.
Askren,
D . R.
R . Numerical
N u m e r i c a Simulation
l i m u l a t i o nof
S
o f Sedimentation
S e d i m e n t a t i oand
n n d Circulation
a
C i r c u l a t i o n in
in
R e c t a n g u l a Marine
rM a r j n eBasins.
Rectangular
B a s ' i n s . M.S.
M . s . Thesis,
T h e s i s , Oregon
0 r e g o nState
S t a t eUniversity,
U n i v e r s i t y ,1977.
1977.
o
2. B
a r n w e l lJr.,
J r . , T.
T . and
a n dCavinder,
C a v i n d e rT.
,T . R
Barnwell
R. . Application
A p p l i c a t i o nof
l , l a t e rQuality
o f Water
Models
Q u a l i t y Models
2.
t o Finger
F i n g e rFill
to
Fill
C a n a l s . Symposium
Canals.
S y m p o s i uon
omn Modeling
M o d e l i n gTechniques,
T e c h n i q u e s2nd.
2, n d . Annual
Annual
S y m p o s i u of
m
o f the
t h e Waterways,
W a t e r w a y sH
, a r b o r sand
Symposium
a n d Coastal
Harbors
C o a s t a l Engineering
Engineering
Division,
Division,
.|975.
AS C ESan
, a nFrancisco,
S
p p s. 709-728,
F ra n ci sco ,pps.
ASCE,
709- 728,1975.
o
3.
B
o w erma nF.
Bowerman,
F, . R.
R . and
C h en, K.
a n d Chen,
Y.
K.
Y.
' i n aa
m
e n t a l Variables
mental
V a r i a b l e s in
M
ar inadel
del Rey:
Rey: A
Study of
Marina
A Study
En v j r onof Environ-
Semi-Enclosed
C o a s t a l Water.
Water.
Semi-Enclosed
Coastal
Usc-sG-4-7.l,
USC-SG-4-71,
.l97.l.
U n i v e r s i t y of
o f Southern
p g s , 1971.
S o u t h e r nCalifornia,
C a l i f o r n i a , 59
University
5 9 pgs,
o
4.
4.
Brandsma,
B r a n d s m aM.
M, .
G . , Lee,
L e e , J.
J . JJ.. , a
and
n d Bowerman,
B o w e r m a nF.
F,. R.
R . Marina
M a r i n adel
d e l Rey:
R e y : ComCom-
G.
,
,
p u t e r Simulation
S i m u l a t j o nof
o f Pollutant
P o l l u t a n t Transport
rB o d y . Sea
puter
T r a n s p o r in
ti n Semi-Enclosed
S e m i - E n c l o s Water
eWda t e Body.
Sea
.|973.
G r a n tPub.
P u b .USC-SG-l-73,
U S C - S G - l - 7University
3
p p s ,1973.
U,n i v e r s i t yof
Grant
o f Southern
S o u t h e rCalifornia,
nC a l i f o r n i a ,113
1 1 3pps,
o
q
5.
Chmura,
C h m u raG.
,G.
L . and
a n d Ross,
R o ss,N.
W.
N. llJ.
The Environmental
The
Envir onmentalImpacts
Impactsof
of Marinas
M ar inasand
and
L.
T
h e i r Boats.
Their
Boats. A
A Literature
With
L i t e r a t u r e Review
Rev'iew
W i t h Management
M a n a g e m eConsiderations.
Cnot n s ' i d e r a t i o n s Marine
M
. arine
.l978.
A
d v i s o r yService,
p p . 1978.
S e r v i c e ,University
U n i v e r s i t yof
Advisory
o f Rhode
R h o d Island,
eI s l a n d , 32
3 2 pp.
o
5
6..
Fischer,
Fischer,
H. . B
B. .
H
S
o m eRemarks
Some
R e m a r k on
so n Computer
C o m p u t eModeling
r o d e l i n gof
o f Coastal
Flows.
M
C o a s t a l Flows.
J o u r n a l Waterways
W a t e r w a yHarbors
s a r b o r sand
H
V
Journal
a n dCoastal
C o a s t a l Engineering
D i v ' i s i o n ,ASCE,
A S C EVol.
, ol.
E n g i n e e r i n gDivision,
.I02
(\^l W4 ):3
102 (WW4):
395-406,
9 5 -4 0 6 ,1976.
1 9 7 6.
o
7.
7.
Heiser,
H e i s e r ,D.
D . |W.
/ . and
a n dFinn
F j n nJr.,
J r . , E.
E.
L..
Observations
and
L
0 b s e r v a t i o n sof
o f Juvenile
Chum
P'ink
J u v e n j l eChum
a n d Pink
S
a l m o nin
i n Marine
Salmon
M a r i n eand
a n dBulkheaded
B u l k h e a d eAreas.
d r e a s . Supplementary
A
Report,
S u p p l e m e n t a Progress
rPyr o g r e s sReport,
o
o
IJ
13
S
o
P u g e t Sound
S o u n dStream
S tre a mStudies,
S tu dies, Washington
Puget
State
of
W ashington
StateDepartment
Depar tm ent
of Fisheries,
Fish er i es ,
1970.
I 970.
S
o
8.
8.
Morris
M o r r i s IV,
IV,
F . lW., J . , Walton,
l./alton, R
R. . , a
and
C h r i s t e n s e n ,B.
n d Christensen,
A. .
B. A
F.
,
,
Hydrodynamic
Hydrodynamic
j n Finger
F a c t o r s Involved
I n v o l v e d in
F i n g e r Canal
Factors
C a n a land
a n dBorrow
B o r r o wLake
L a k eFlushing
F l u s h i n gin
i n Florida's
Florida's
Coastal
C
o a sta l Z
Zone.
one.
o
H
Hydraulics
yd ra uil cs Labor
Laboratory,
ator y, Department
Depar tm entCivil
Civ' iI
Engineering,
Engine er ing,
fl
S
o
U
n i v e r s i t y of
University
o f Florida.
F l o r i d a . Project
P r o j e c t R/OE-4,
R / 0 E - 4 ,Grant
N u m b e04-6-158-44,
G r a n tNumber
0r 4 - 5 - . l 5 8 - 4 4Volume
v, o l u m e
.|978.
p p s , Volume
1 - 7 0 4pps,
V o l u m 2,
e2 , Appendices
1-704
A p p e n d i c eA-K,
As - K ,1978.
9.
9.
Nece,
N
e c e , R.
R . E.
E . and
a n d Richey,
R i c h e y , P.
R. .
P. R
F
l u s h i n g Characteristics
Flushing
C h a r a c t e r i s t i c sof
o f Small-Boat
Small-Boat
Marinas.
M a r i n a s . Proceedings
P r o c e e d i n gXIII
s I I I International
X
I n t e r n a t i o n a lConference
C o n f e r e n cCoastal
e
C o a s t aEngineering,
lE n g i n e e r i n g ,
Va n co u ve r,B.C.,
p p s. 2499-2512;
Vancouver,
B .C ., pps.
1972.
2 4 99- 2512,
1972.
o
10.
10.
Nece,
N e c e ,R
R. .
E . and
a n d Knoll,
K n o l 1 ,C.
C. R
R. . Flushing
F l u s h i n gand
a n d Water
W a t e rQuality
Characteristics
Q u a l i t y Characteristics
E.
o f Small-Boat
S m a l l - B o aMarinas.
tM a r i n a s . University
of
U n i v e r s i t y of
o f Washington,
W a s h i n g t o nDepartment
, e p a r t m e nof
Cjvil
D
ot f Civil
E n g i n e e r i n gTechnical
, e c h n i c a Report
T
lR e p o r tNumber
pps.
Engineering,
N u m b e40,
4r 0 , 58
5 8 pps.
o
Q
11.
il.
Nece,
N e c e , R.
R . E.,
E . , Welch,
! l e 1 c h ,E.
E . B.,
B . , and
R e e dJ.
,J .
a n dReed,
1974.
1974.
F l u s h j n gCriteria
R. .
Flushing
R
f o r Salt
C r i t e r i a for
Salt
lWater
, / a t e rMarinas.
M a r i n a s . University
U n i v e r s i t y of
Civil
W a s h i n g t o nDepartment
, epartmen
o f Washington,
D
Ct ' i v i l Engineering,
Engineering,
.I975.
T
e c h n i c a lReport
R e p o r tNumber
p p s . 1975.
N u m b e72,
Technical
7r 2 , 50
5 0 pps.
o
12.
12.
Nece,
Nece, R
R. . E
E.,
. , Falconer,
F a ' l c o n e r ,R.
R . A.,
A . , and
a n dTsutsumi,
T s u t s u m i ,T.
T.
Planform
P l a n f o r mInfluence
I n f l u e n c eon
on
fl
F l u s h i n gand
a n d Circulation
C i r c u l a t i o n in
Flushing
S m a l lHarbors.
H a r b o r s . Fifteenth
F i f t e e n t h Conference
i n Small
C o n f e r e n cCoastal
C
e oastal
.|8
E n g ni e e r in g , ASCE,
A S C EHonolulu,
, o n oul ' lu , Hawaii,
Engineering,
H
H a w ai i, July
J u l y 11-18,
I I - , 1976.
1976.
S
o
13.
tJ.
Nece,
Nece,
R . E.
R i c h e y , E.
E . , Richey,
Rhee,
E . P.
P., R
h e e , J.
J.,
R.
,
,
,
and
H. . N.
a
n d Smith,
N.
Smith, H
In
In
Press.
Press.
j n Marinas.
E f f e c t s of
o f Planform
Planfonm
Effects
Geometry
G e o m e t ron
yo n Tidal
T i d a l Flushing
F l u s h i n g and
M i x i n gin
Marinas.
a n d Mixing
I 980.
1980.
o
14.
14.
NOAA.
N 0 A A . Tidal
T 'i d a 'lCurrent
C u rre n tTables.
T a bles.
Pacific
Paci
f i c Coast
Coast of
of North
Nor th America
Am er icaand
andAsia.
As ia.
1978,
1 9 7 8 ,1979.
1979.
o
5
o
14
l4
o
.l5.
15.
R e i s h ,D.
Reish,
D.
JJ..
A n Ecological
E c o l o g i c a Study
lS t u d yof
P o l l u t i o nin
o f Pollution
An
Beach
i n Los
L o sAngeles-Long
Angeles-Lon
Bge a c h
H a r b o r s ,C a l i f o r n i a .
Harbors,Caljfornia.
o
A
l l e n Hancock
H a n c o cFoundation.
k o u n d a t i o n . Occasional
F
Allen
O c c a s i o n aPaper
l a p e rNo.
P
N o .22,
22,
.l959.
p p s , 1959.
1 1 9pps,
119
.|5.
16.
R
e ' i s h ,D
Reish,
J.
D. . J.
A Study
S t u d yof
o f Benthic
B e n t h i cFauna
F a u n ain
A
Boat
i n aa Recently
R e c e n t l yConstructed
Constructed
Boat
H a r b o rin
i n Southern
Southern
Harbor
California.
Caljfornja.
a
17. R
Reish,
e i s h , 0.
D . J.
J.
.l95.l.
E c o l o g y ,Volume
V o l u m 42:84-91,
e4 2 : 8 4 - 9 1 1961.
,
Ecology,
F u r t h e r Studies
S t u d i e s on
o n the
t h e Benthic
B e n t h i cFauna
F a u n in
ai n aa Recently
Further
R e c e n t l yConCon-
s t r u c t e d Boat
B o a t Harbor
H a r b o rin
i n Southern
structed
S o u t h e r California.
nC a l i f o r n i a .
S o u t h e r nCalifornia
C a l j f o r n i a Academy
Academy
Southern
.l963.
S c i e n c e ,Volume
V o l u m 62,
e5 2 , pp
p p 23-32,
Science,
2 3 - 3 2 ,1963.
o
I18.
8.
R
i c h e y , E.
Richey,
E. P
P. .
H y d r o - E c o l o g i c aProblems
l r o b l e m so
Hydro-Ecological
P
off Marinas
M a r i n a s in
in
P u g e tSound.
Puget
Sound.
P r o c e e d i n g s1971
l,9 7 l Technical
T e c h n i c a Conference
lC o n f e r e n con
oe n Estuaries
E s t u a r i e sin
Proceedings,
i n the
t h e Pacific
P a c j f i c NorthNorthw e s t , Circular
C j r c u l a r 42,
4 2 ,Engineering
E n g i n e e r i nExperiment
gE x p e r i m e nStation,
west,
t t a t i o n , Oregon
S
0 r e g o nState
S t a t eUniverUniver-
o
p p s249-271,
s i t y , pps
sity,
2 4 9 - 2 7 11971.
,1 9 7 1 .
19.
19.
R i c h e y ,E.
Richey,
E . P.
P . and
a n dSkjelbreia,
S k j e l b r e i a ,N.
N.
K
Yaquina
K. . Yaquina
Bay
B a yMarina:
M a r i n a : Circulation
C i r c u l a t i o n and
and
E x c h a n gCharacteristics.
e
Exchange
C h a r a c t e r i s t i c s . Technical
T e c h n i c a lReport
R e p o r t56,
W . Harris
5 5 , C.
C . W.
H a r r i s Hydraulic
Hydraulic
o
.|978.
L a b o r a t o r y University
,U n i v e r s i t yof
p p s ,1978.
o f Washington,
Washington
Laboratory,
25
2, 5pps,
20.
20.
Slotta,
S
lotta, L
L.. a
and
n d Tang,
T a n g , S.
S. .
S. S
C
h e t c oRiver
Chetco
R i v e r Tidal
T i d a l Hydrodynamics
H y d r o d y n a m iand
s dAssociAssociac n
a t e d Marina
ated
M a r i n aFlushing.
Flushing. F
i n a l Report,
R e p o r t ,O
Final
Ocean
Program,
c e a nEngineering
P r o g r a mSchool
, c h o o of
Engineering
S
lo f
o
.|976.
E
n g i n e e r i n g Oregon
, r e g o nState
0
p p , 1976.
S t a t e University,
U n i v e r s i t y , 55
Engineering,
5 5 pp,
21.
21.
o
S
l o t t a , L.
Slotta,
S . and
L . S.
a n dNoble,
N o b 1 eS.
, . M.
S
M . Use
U s eof
o f Benthic
B e n t h i cSediments
S e d i m e n tas
as s Indicators
I n d i c a t o r sof
of
M a r i n aFlushing.
Marina
Flushing. P
u b l j c a t i o n ORESO-T-77-007,
0 R E S 0 - T - 7 7 - A AOcean
Publication
07c,e a nEngineering,
E n g i n e e r i n g Oregon
,0 r e g o n
S t a t e University,
p p s, 1977.
U n i v e r s i t y , 56
State
5 5 pps,
1977.
22.
2
2. S
o u 1 e 0.
,D . F.
Soule,
F. a
n d Oguri,
and
0 g u r i , M.
The
Marine
M. T
h eM
a r i n eEcology
o f Marina
M a r i n adel
E c o l o g yof
d e l Rey
R e yHarbor,
Harbor,
o
Caljforn'ia.
California.
Allan
Allan
H
a n c o c k Foundation,
Hancock
F o u n d a t ' i o n ,USC-SG-2-77,
U S C - 5 G - 2 - 7 7University
U
, n i v e r s i t y of
of
pps, 1977.
S o u t h e rnCalifornia,
Southern
C a lj fo rn 'i a , 424
4 2 4pps,
1977.
15
15
O
23.
23.
v a n de
d e Kreeke,
K r e e k e ,J.,
van
J . , Carpenter,
c a r p e n t e r ,J.
J . H.,
H., a
n d M c K e e h aD.
nD, . sS..
andMcKeehan,
i n Closed-End
C ' l o s e d - E nResidential
in
Rde s j d e n t i a Canal.
l C a n a l . Journal
J o u r n a lWaterways,
W a t e r w a y sHarbors
H, a r b o r and
sa n dCoastal
Coastal
.
o
.l03
E n g i n e e r i n gDivisions,
D i v i s i o n s , ASCE,
( l , l } . l lp
) p s 161-166,
Engineering
A s c E ,Volume
V o l u m 103
e (WWI)
pps
r 6 r - r 6 6 , 1977.
1977.
24.
24.
Y e a r s l e y , J.
Yearsley,
J.
Unpublished
M a n u s c r i p ton
Unpublished
Manuscript
o n File,
F ' i 1 e ,Environmental
E n v ' i r o n m e n tProtection
aPlr o t e c t i o n
A g e n c ySeattle,
,S e a t t l e , Washington,
Agency,
1974.
Washington
1, 9 7 4 .
o
A p p e n d iII.
xI I .
Appendix
- - Notation
Notation
T
h e following
f o l l o w i n g symbols
s y m b o l swere
w e r eused
aper:
The
u s e din
i n this
thjs p
paper:
flO
A
A
= cross-sectional
c r o s s - s e c t i o n a or
lo r
p
l a n f o r marea
planform
area
O
r
.
o
W
W
= marina
=
m a r i n awidth
width
a
0
= p
h a s eangle
phase
angle
C
C
- cconcentration
oncentration
Ax
=
g r i d length
= grid
length
d
d
= mean
=
meantidal
tidal depth
depth
w
ul
= frequency
frequency((= 2rtIT)
2n/I)
E
f
=
= exchange
coefficient
e x ch a n g e
co e ffi ci e n t
g
g
= g
r a v'i ty
gravity
[
h
= maximum
m a x i m udepth,
dme p t h , shallow
shallow
water
w
ate r wave
w a ve
o
HHW
H H W= h
i g h e r high
higher
h i g h water
w a te "
O
w a t e rMotions
Water
Motions
i
j
= tide
t i d e cycle
cYclt
I
L
L
= mmarina
a r i n a llength
ength
Subscripts
Subscrpts
i
h
h
_ high
=
h i g h water
water
1
I
- low
=
low water
water
o
o
= mean
=
meantide
p
p
= tidal
rism
t'idal p
prism
t
t
_ ttime
j m e s step
rep
=
LHW
LH}./== lower
lower high
high water
water
M
M
O
O
U
o
= dye
=
d Yemass
ma ss
MTL
M
T L == mean
m e a ntide
t i d e level
level
R
f,
=
= tide
t i de range
ra n g e
I
f
=
period
= tidal
t i d a l period
V
V
= volume
=
volume
Superscripts
super sc.ipts
-
-
= denotes
=
values
d e n o t e sdecreasing
vaiues
decreasing
+
+
= denotes
=
d e n o t e sincreasing
i n c r e a s i n gvalues
values
0
0
- denotes
=
denotesconstant
val ues
constantvalues
16
15
.
o
S
o
LIST
L I S TOF
O FFIGURES
FIGURES
.
o
Fig.
Fig.
Fig
F ig .
1
1.
Y a q u i n aEstuary
E stu a ryentrance
e n tranceand
Yaquina
marina.
andSouth
SouthBeach
mar jna. Inset:
Inset:
Beach
place map.
place
m ap.
2. E
x c h a n g ecoefficient
c o e f f i c i e n t isopleths,
Exchange
i s o p l e t h s , South
m a n i n ahydraulic
S o u t h Beach
B e a c hmarina
model
h y d r a u l i c model
2
((19)
.|9). T
( . l .83
8 3m)
i d e range,
r a n g e ,66 ft
Tide
f t (1
m).
o
Fig.
F i g . 33..
Re l a ti ve dye
( Cilco) versus
d ye concentration
co n ce n tr ation(C/C0)
Relative
ver sustidal
Beach h
tidal cycle.
cyc1e. South
South Beac
m a r i n ahydraulic
h y d r a u l i cmodel
marina
m o d e(19).
l( l S ; .
o
Fig.
F i g . 44..
S o u t hBeach
B e a c hmarina
South
m a r i n afield
f i e l d sampling
s a m p l i n stations,
gs t a t i o n s , 1978-1979.
. l 9 7 8 - ' 1 9 7 9 .Dashed
D a s h e dline
line
is
p p ro xi ma tedye
is a
approximate
d ye release
re 'leasetrack.
tr ack.
Fig.
F j g . 55.
.
( p p b ) . South
S u r f a c e ,middle,
m i d d l e , and
Surface,
concentration
(ppb).
a n dbottom
b o t t o mrhodamine-wt
rhodamine-w
cto n c e n t r a t i o n
South
.l978.
B e a c hmarina,
m a r i n a ,September
Beach
S e p t e m b e15-16,
1r5 - 1 6 ,1978
o
Fig.
F'i9.5
6..
CjlCo) averaged
Relative
Re l a tj ve dye
d ye concentration
co n ce ntr ation ((C/C0)
aver agedover
over depth
and model
m odel
depth and
c o m p u t a t i o nversus
computations
vse r s u stime.
time.
o
Fig.
F'ig. 7
7..
.|978.
South
S o u t hBeach
m a r i n a ,September
S e p t e m b e15-16,
1r5 - 1 6 , 1978.
B e a c hmarina,
CilCo) averaged
Relative
Re l a ti ve dye
d ye concentration
co n ce ntr ation ((CIC0)
aver agedover
over depth
and model
depth and
m odel
c o m p u t a t i o n versus
sv e r s u stime
computations
1979
t ' i m e . Sau.h
S o u l hBeach
B e a c hmarina,
m a r i n a ,January
l7-.|8,'1
979.
J a n u a r y17-18,
o
o
o
S
o
S
o
t
S
o
/\
N
z+
I
Beach
*p
E$s
1000 2000FEET
300 600METERS
6
.E
t-uJ
lrl F
qJ trJ
:=
NEWPORT
F
(r
o
xo
I
NV330
.
to
I J or
r(J
t(2.
,rnro\-r,J\3{d
0
o
;<
\-4\
FO
ol-
SlJl3Vd
1
0-
l -
u\s
0
I
tlr
"m
aN.)
l$
U-
";
t,,
0
o7
9 ot-o
tv- oto
igo
o
ORE.
C0-
WASH.
o
1 =o
3
=9
I
I
5
fr-
9O MILES
E.
L
YAQUINA ESTUARY
zrt.L5
I' i 2 i..r
).
o-
,
o
o
?
100 0 100 KILOMETERS
E
UJ
0
I
d
\\
a
5000
gJ
,,
>-
S
o+o
'-Li
AVft\Y{"
,.-,,.--
\rrUd
o
s+H
-1
/ ,y
/
=
trJ
z
FT8
I,
o-
/
/
S
o
South
S
o
Mar/nc
S
o
/
(;L4w4(;f
{ f;i'**tt;,+*.{ , F
*i u.i:- u; *
t
I
t"':
:':
.
a
o
o
rF
N
);;
G
O
.45
.4
.
o
.35
.3
o
'
o
r
o
o
0
o
#
I
I
o
0
'
I
400
FEET
400 FEET
200
2oo
I
50
5b
I
I
I
I
I
.25
I
100
loo
I
I
ETERS
l150
5 o MMETERS
I
I
1.0
of / If, uollDrluasuo]a^!lDlau
I
H
a
H
L
E
x
/
\
roN
@
o
r
\r
L
E
*
H
I
l
x
I
I
H
I
x
I
L
H
x.-x------x-..x
x
N
0
x-_
\
a)
sa
x-4 _x_0X
x
a
.
s
Scale Model Samp/iq Stations
S
(4
\
4-
S
t
s
$
o
>0.2
C
0
S
o
00.8
0
o
I
x
x
e
o
o
o
S
o
o
o
p78
0
a /978
t97e
o
o /979
w
o
Start
A^snrr
-'T\
Fl
i
I -1,+l
Finish
and
andFin/si;
s r<l'"\
of
Dye ReReof Dye
Track
lease
leose Track
rDi
(o
o
N
\
4*t5.
\
il.t-=*"
---h
441
o
61
\
rr
I i
I
\
-JJ 4I
la-i<
l'r
atr 4
ril
o
\
I
\
I
:e;eL t',
o
/
#
I
I-
I
o
?
O
0
400
FEET
400 FEET
200
200
o
o
1
I
J
50
50
I
I
I
I
j
I5OMETERS
METERS
IOO 150
100
00 (PST)
o
o
.
F-
a
(L
-li o
o
I
o
18
el,I
,':l
@
f,,-
rl
o,
SURFA CE
06
@
--?,
12
o-
gro
0
Li_i
z
O
(qoo) NolrvurN3SNo3
44
P
-9/15/78
at
ol
d. l
I
I
DOTTOM
x
MID
'
lit
a
'..I
N
z
Q
15r
=
l\
Q-
x
I
,X1
II
,!t
.li.
-l
00
x
?r
18
.'...''..
.tI
ill
S..
I
.'I
o
I
I
-t (o
o
(/)
o
N
t|
$
o
12
rl
u
o
rl
-\i1
9/16/78
o
I
O)
I
/.__
-S'
TI
I
\
\\
\
e
o
=
/
\
\
I
t
.C,
@of
T
.-
/
a -
xI
-c
o(t,
O
o
L.
Station Data
.
o
o o
.
.9 g
o c)
a
NC
a
q)\
ul
.il
-t
o
\L.,
0
(o
5o
0.2
o
o
O
O
>
a)
o
(3
c
c
o
e^0 a^ltoleu
03/ 13 ' uollDrlua3uo3
-
c)
a
L-
-^o
CU
N
U't
o
sr
1\A
(o
o
@
-
-
-
a
06
J
o
o
1.0
I
0)
ort
C
c.8 -
x
q)
o
o
a
I
I
I
I-
I'l
lt
o
o
18
(J
I-
r{-
(\
12
1978
@
ta,,-
>''
a
t
sf(l)
'\
o
()
a
t
6
ll
a
24
()
€
g
I
€
o
g;
30
I
I
tl
f
Hours After High Water Slack
I
I
-c
,
6 2 Hour Cycles
o
S's.
,
I
'-^
36
,
,
Averaged Over Depth
S
o
x,-Ci/Co(Vl/Vh)'
dC/dt(Q/V)C
9
-
=
7
o
I
f-\
48
(7 /
,
;--
I
I
S
-.
i(
lt
b
42
g
36
/
r/
L-
c)
t/''
18
fn
.:
\rif
o
.
o
l-
o
()l
-l
o
€
.
.9 ot-
(
o
% 04-
-
o
-
06-
N
(o
N
$
(I)
a)
ci
C
()
0
@
a
o
o
o
'uotlorlue3uo3a'{c a^llDleu
o
o3l 13
o
@
,:
;
.2 08-
-
I0-"
-
6
(l)
0
o
el
Q)r
Lrl
>l
c o)
('|
l.
,N9 12
a
g (u
-- ./ .e
S
Cf
6
\
.-:)]
.--t-jtV
o(t)
\
t*-
a
t-
.C
I
6 2 Hour Cycles
o
Station Data .-'
0.2 - Averaged Over Depth
\lf
o)
.C
J-
-
S
o
o
sr '+
ot
c{
t./
;\
O)
1.,.-
+t
=
\II
(J\
S
.
1.L
\
o\
o
(u
o
ro
24
\t,
t-
I
S
o
l./
€
FI
30
a, Hydraulic
Ci/Co(Vt/Vh)'
tr
o
e
6
/.)
I
I
-^l
,.
E
\
.g
:x()
"o
.
ll
(J-
rn
- .,_.
dC/dt:-(Q/V)C
S
*E
i)
EE
z.a
i,
(-)
^
o
(See 19)
e.- l*.
6e
|
o
Hours After High Water Slack
(l
A
f
4b.X..I.U_b
Model Averages
e
I
:f