EPA-R2-72-078
October 1972 Environmental Protection Technology Series
Correlated Studies of
Vancouver Lake -
Hydraulic Model Study
\
Z
Office of Research and Monitoring
U.S. Environmental Protection Agency
Washington, DC. 20460
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and
Monitoring, Environmental Protection Agency, have
been grouped into five series. These five broad
categories -were"established to facilitate further
development and application of environmental
technology. Elimination of traditional grouping
was consciously planned to foster technology
transfer and a maximum interface in related
fields. The five series are:
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
This report has been assigned to the ENVIRONMENTAL
PROTECTION TECHNOLOGY series. This series
describes research performed to develop and
demonstrate instrumentation, equipment and
methodology to repair or prevent environmental
degradation from point and non-point sources of
pollution. This work provides the new or improved
technology required for the control and treatment
of pollution sources to meet environmental quality
standards..
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EPA-R2-72-078
October 1972
CORRELATED STUDIES OF VANCOUVER LAKE-
HYDRAUUU£TO&>fiL STUDY
By
John F. Orshorn
Project 16080 ERP
Project Officer
Dr. Curtis C. Harlin, Jr.
National Water Quality Control Research. Program
Robert S. Kerr Water Research Center
Ada, Oklahoma 74820
Prepared for
OFFICE OF RESEARCH AND MONITORING
U.S. ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, D.C. 20460
For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20402 - Price $1.25
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EPA"Revlew Notice
This report has been reviewed by the Environmental
Protection Agency and approved for publication.
Approval does not signify that the contents neces-
sarily reflect the views and policies of the
Environmental Protection Agency, nor does mention
of trade names or commercial products constitute
endorsement or recommendation for use.
ii
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ABSTRACT
The effects of possible modifications to the Vancouver Lake-Columbia
River system on the hydraulic characteristics of that system were
tested in a physical hydraulic model. A mathematical model was devel-
oped for predictive analysis and to expand the results of the hydraulic
model study. Alternate methods for improving flushing action through
Vancouver Lake by use of a conduit were investigated.
The theories, assumptions, test procedures, data analysis and results
as presented in this report are directed .towards arriving at conclusions
and recommendations regarding proposed hydraulic engineering works and
their effects on the hydraulic regime and water quality conditions in
Vancouver Lake. The tests were conducted to determine the hydraulic
characteristics and the flushing efficiency of pollutants by tlsing a
fluorescent dye to simulate the soluble conservative pollutants in the
prototype. In addition, the hydraulic model study provided information
on the dispersion, mixing, dilution rates and detention times which are
important factors influencing water quality.
This is Part 1 of a two-part study entitled "Correlated Studies of
Vancouver Lake, Washington." The other part of the study is Water
Quality Prediction conducted by the Sanitary Engineering Section of
the College of Engineering Research Division at Washington State Uni-
versity under Project Number 16080 ERQ, details of which are covered
in a separate report.
This report was submitted in fulfillment of Project Number 16080 ERP
under the partial sponsorship of the Environmental Protection Agency.
iii
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CONTENTS
Page
Conclusions 1
Recommendations 3
Introduction 5
Description of Model 15
(
Testing Procedures 21
Description of Tests and Data Analysis 25
Computer Analysis and Data Extension 37
Acknowledgments 47
Appendices 49
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FIGURES
Page
1. VANCOUVER LAKE--COLUMBIA RIVER HYDRAULIC SYSTEM 6
2. VIEW OF HYDRAULIC MODEL LOOKING NORTH (70 FT LONG BY
40 FT WIDE)--EXISTING CONDITIONS, COLUMBIA RIVER IN
THE FOREGROUND 7
3. FLOW CHART OF VANCOUVER LAKE STUDIES 8
4. GEOMETRIES OF THE SYSTEM USED FOR THE HYDRAULIC ANALYSIS 11
5. COMPARISON OF SINUSOIDAL AND ACTUAL TIDES OVER TWO
COMPLETE TIDAL CYCLES--PROTOTYPE 12
6. HYDRAULIC MODEL AND SAMPLING STATIONS 16
7. UPSTREAM CHANNEL TEST OF HYDRAULIC MODEL WITH WEST SIDE
OF LAKE DREDGED--STAGE III 18
8. PROTOTYPE MEASUREMENTS USED TO VERIFY THE PHYSICAL
HYDRAULIC MODEL-SAMPLE 19
9. CALIBRATION CURVE FOR B & L SPECTRONIC 20 COLORIMETER
(RHODAMINE WT DYE) 22
10. STRIP CHARTS FOR THE GAGE STATIONS IN THE VANCOUVER LAKE
HYDRAULIC MODEL 23
11. TEST NO. 12: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 27
12. TEST NO. 15: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 28
13. TEST NO. 17: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 29
14. TEST NO. 18: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 30
15. TEST NO. 19: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 31
16. TEST NO. 20: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 32
17. TEST NO. 22: RELATIVE CONCENTRATION OF DYE IN VANCOUVER
LAKE MODEL AS FUNCTION OF TIME 33
vi
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Page
18. SUMMARY OF VANCOUVER LAKE MODEL TESTS FOR POST-
DEVELOPMENT STUDY 34
19. SURFACE VELOCITY IN LAKE RIVER NEAR FELIDA (NEAR GAGE 3).
(MODEL MEASUREMENTS CONVERTED TO PROTOTYPE) 36
20. SURFACE VELOCITIES AND DIFFERENCES IN ELEVATION FOR
UPSTREAM CHANNEL. (MODEL MEASUREMENTS CONVERTED TO
PROTOTYPE) 36
21. PROTOTYPE INFLOW-OUTFLOW STAGE AND DISCHARGE RELATIONS
OBTAINED FROM THE PHYSICAL HYDRAULIC MODEL 38
22. TYPICAL EXAMPLE OF UPSTREAM CHANNEL FLOW ANALYSIS FOR
ONE SET OF WIDTH AND DEPTH CONDITIONS 39
23. SIMULATED RESULTS OF UPSTREAM CHANNEL AND LAKE RIVER FLOW
ANALYSES FOR VARIOUS CHANNEL WIDTHS 41
24. DETENTION TIME AS A FUNCTION OF FRICTION FACTOR AND
DEPTH OF LAKE 42
25. DETENTION TIME VERSUS WIDTH OF UPSTREAM CHANNEL USING
THE COLUMBIA RIVER TIDAL AMPLITUDE AS A PARAMETER 42
26. DETENTION TIME VERSUS NUMBER OF 10-FT DIAMETER.CULVERT
USING THE COLUMBIA RIVER TIDAL AMPLITUDE AS A PARAMETER 43
27. LAKE DETENTION TIME AND AVERAGE INFLOW THROUGH ANY KIND
OF CONDUIT(S) 44
28. DETENTION TIME VERSUS LENGTH OF CULVERT FOR VARIOUS
CULVERT DIAMETERS 45
29. AVERAGE DISCHARGE THROUGH ONE CULVERT VERSUS DIAMETER
OF THE CULVERT 46
30. FLOW CHART FOR HYDRODYNAMIC AND/OR DO COMPUTER MODELS 60
vii
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TABLES
Page
1. Model Scale Ratios Used in the Vancouver Lake 1?
Model Study
2. Summary of Test Conditions and Data Acquisition 25
3. Comparison of Results between Predicted Values
and Those of the Hydraulic Model 37
viii
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CONCLUSIONS
1. On the basis of five progressive stages of model investigations,
technically feasible prototype modifications for enhancement of the
Vancouver Lake system have been developed.
2. Fluorescent dyes were used in the hydraulic model to simulate con-
servative prototype pollutants, and these tests furnished information on
the flushing efficiency of the Vancouver Lake system under a variety of
existing and modified conditions.
3. Dredging of Vancouver Lake and its outlet into Lake River will delay
the accumulation processes from which the lake is currently suffering,
but this modification by itself will not enhance water quality in the
lake because it will increase the volume of the lake and therefore the
detention time.
4. The introduction of flushing water from the Columbia River through
a conduit, a general term for water conveyance structures, either an
open channel and/or buried culverts, into the southwest quadrant (up-
stream end) of Vancouver Lake is a necessary step for enhancing the
quality of Vancouver Lake.
5. An open channel or closed conduit (culverts) may be used, but the
open channel has the disadvantages of high construction cost, the trans-
port of floating trash and debris into the lake and interference with
land transportation.
6. The use of culverts for the introduction of the Columbia River water
into the southwest quadrant of Vancouver Lake has the advantages of less
ground surface disturbance, fewer construction problems and the culverts
can be equipped with counterbalanced gates to keep Vancouver Lake water
from returning directly to the Columbia River during ebb tide.
7. The use of culverts with gates allows the flushing of the system to
be one-directional, i.e., from south to north out of Vancouver Lake by
way of Lake River, rejoining the Columbia River near Ridgefield.
8. The construction of a downstream channel near Post Office Lake.
between the Columbia River and Lake River has detrimental effects on
the flushing efficiency and the flow in Lake River.
9. Small islands could be used for aligning the inflow to reduce stag-
nation areas around the shores of the lake, but they do not significant-
ly improve the gross flushing characteristics in the system.
10. The hydrodynamic mathematical model developed from field and physi-
cal hydraulic model data accurately simulates prototype conditions and
was used to significantly extend the analysis of alternatives beyond
conditions tested in the physical model. The hydrodynamic model pro-
vided the basis for the water quality prediction model in project number
16080 ERQ and was linked to the dissolved oxygen parameter through
detention time of the flushing flow.
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RECOMMENDATIONS
This study has included an evaluation of the relative efficiency of
flushing Vancouver Lake under existing and modified conditions. The
comparison of the advantages and disadvantages of the alternatives is
directed towards developing a set of guidelines for engineering design
and decision-making. Some combinations of the first three alterna-
tives must be developed in order to optimize the enhancement of the
Vancouver Lake system.
Enactment of only one, or even two, of the first three recommendations
will not achieve the potential project benefits.
1. Dredge Vancouver Lake to remove nutrient-rich bottom sediments and
to increase the volume of the lake; dredging will increase the poten-
tial use of the lake for recreation.
2. Introduce the Columbia River water into the southwest quadrant by
the use of culverts equipped with counterbalanced gates on the lake end.
3. Curtail existing and future pollution entering Vancouver Lake from
upland portions of the drainage basin.
4. During and after any modification to the system, a carefully designed
monitoring program should be initiated for future use including the
evaluation of this study and for the improved design of similar projects.
It should be emphasized that dredging will increase the detention time
of the lake. The lake quality will not be enhanced if flushing water
is not introduced and pollution sources are not curtailed.
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INTRODUCTION
This report describes a series of experiments conducted with a hydraulic
model of portions of the Vancouver Lake-Columbia River system shown in
Fig. 1. The major objective of the investigation was to provide infor-
mation on mixing and flushing characteristics of Vancouver Lake and the
effect of certain proposed modifications on the hydraulic regimen of the
system. Emphasis was placed on the determination of the hydraulic be-
havior and relative "flushing efficiency" under different geometric and
flow conditions. The flushing efficiency was measured in terms of the
percentage of dye concentration remaining at various sampling stations
in the lake as time elapsed. This information was supplied to project
number 16080 ERQ for water quality prediction.
The model, constructed of a cement-vermiculite mixture, covered a sur-
face area of approximately 2100 sq ft. The test program was comprised
of five progressive stages: 1) existing conditions; 2) upstream channel
and turning basin in the lake excavated; 3) Vancouver Lake dredged
uniformly; 4) downstream channel excavated; and 5) Lake River dredged
and widened.
By distorting the model (distortion index 10:1) in the vertical direc-
tion, more accurate depth and velocity measurement could be made.
Principles covering the effects of distortion on dispersion were con-
sidered in designing the model. The lake is so large compared to the
amount of inflow, and tidal action creates such uniform mixing during
ebb flow, that good prototype prediction is anticipated. A view of the
hydraulic model looking north is shown in Fig. 2.
Certain areas of the model were sealed with a plastic paint to improve
flow visualization and photographic records, and to prevent the dye from
being absorbed by the model. A fluorescent dye was used to simulate the
soluble pollutants in the lake. The water samples were taken with
syringes at eight sampling stations (see Fig. 6, page 16), and the cor-
responding times were recorded. A precalibrated colorimeter was used
to determine the dye concentration of the samples. Most of the tests
were conducted with river flows which occur in the summertime because
this is the critical period for water quantity and quality conditions.
Sinusoidal tides were generated in the hydraulic model and the stage
hydrographs were obtained with automatic level recorders. The operation
of the model was verified against prototype data for water surface tidal
fluctuations and discharges at various points in the system. Following
model verification, tests were run to determine the influences of the
various modifications on velocities, flow patterns, tidal effects, and
dilution throughout the system.
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Lake Rtv. and Columbia Rlv.
Join near Ridgefield
LEGEND
• Automatic water
level recorders
A Water quality
stations
Model outline
SCALE IN MILES
oe====S=^=f^=^^=^
Fig. 1. Vancouver Lake-Columbia River Hydraulic System
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Fig. 2. View of Hydraulic Model Looking North (70 ft
long by 40 ft wide)—Existing Conditions,
Columbia River in the Foreground
A mathematical model, the hydrodynamic computer model, was formulated
as a basis for the theoretical analysis of the flow regime in the system
before and after the dredging of the lake and the construction of the
flushing water conduit. Simulated results were obtained by numerical
solution of the mathematical model with a digital computer. The validity
of the hydrodynamic computer model was verified with the available data
from the Vancouver Lake Hydrographic Study. Figure 3 shows the flow
chart of all pertinent Vancouver Lake studies.
Predictive analyses were made with the hydrodynamic computer model to
cover reasonable variations in width and length of an open channel;
size, number, type and length of culverts; tidal amplitude of the Colum-
bia River; and dredging depth of Vancouver Lake. Applications of the
mathematical model are discussed in the section entitled "Computer
Analysis and Data Extension" beginning on page 37. The computer program
description is given in Appendix B. The response of water levels in
Vancouver Lake to changes in river and creek discharges can be expressed
by a water budget. For conservation of mass the change in volume of the
lake must equal the net flux to the lake. This yields a continuity
equation for the lake given by
= Q. -
dt i
Q +P
o r
+Q. -Q
v in ou
(1)
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LOCAL & FEDERAL AGENCIES
(CONCEPTUAL & PLANNING STUDIES)
COLLEGE OF ENGINEERING
RESEARCH DIVISION
WASHINGTON STATE UNIVERSITY
(BASIC INFORMATION STUDIES)
U.S.C.E, EARLIER FLOOD
AND NAVIGATION STUDIES
(ALSO U.S.G.S, DATA)
Circa: 1952. 1966. ...
F.A.I.R, STUDY
Port of Vancouver: 1966
ST&R COMPLEX
DEVELOPMENT PLAN
Port of Vancouver: 1967
CLARK COUNTY
REGIONAL PLANNING
COUNCIL STUDIES
CURRENT AND FUTURE
U.S.C.E,FLOOD AND
NAVIGATION STUDIES
HYDROCLIMATIC
STUDY
EPA: May, 1968
HYDROGRAPHIC
AND
HYDROLOGIC
STUDIES
Port of Vancouver: 1969-1971
HYDRAULIC MODEL STUDY
EPA: 1969-1971
WATER QUALITY
PREDICTION STUDY
EPA: 1969-1971
FUTURE DESIGN
AND DEVELOPMENT
STUDIES
Fig. 3. Flow Chart of Vancouver Lake Studies
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in which V is the total lake volume, t is time, Q-^ the inflow rate to
the lake, Qo the outflow rate from the lake, Q^n and Qou are local in-
flow and outflow rates via ground-water seepage, Pr the precipitation
rate onto the lake, and Ev the evaporation rate from the lake. An aver-
age EV value for the study area based on available data was used for
each incremental period.
The inflow and outflow rates are those from Burnt Bridge Creek, Lake
River, and a man-made conduit, expressed as Qg, Q^, and Qc, respectively,
and Eq. (1) becomes
On t Q, ± Q + Q. +P-E-Q
XB XL xc xin r v xou
dt
in which the positive sign means influx to the lake, H is depth of the
lake, and A is the area of lake water surface. For existing prototype
conditions, Qc is equal to zero, Qg is small compared to QL and assumed
to be 50 cfs, Qin is estimated to be about 20 cfs, and Qou is assumed
to balance Q^n due to lack of information. The volume of the lake at a
depth of 6 ft is approximately 640xl0^ft^ and the annual flow from Burnt
Bridge Creek used in this model amounts to 1578xl0^ft^. This indicates
an average flushing time to be about five months for complete mixing and,
if storage were available to release QJJ, at a constant rate.
The flow rate in Lake River, Q^, is calculated by using the Manning
formula for open channels. As a first approximation, the water-surface
slope was used instead of the energy slope to evaluate the flow rate in
Lake River as
(3)
where W£ is the width of Lake River, Z and H the water depth of Lake
River and Vancouver Lake, respectively, n£ the Manning roughness factor
in Lake River, R is the average hydraulic radius and SW2 is the average
slope of the water surface. Hydraulic radius is defined as the ratio of
the water flow area to its wetted perimeter. Considering an equivalent
rectangular channel to the actual cross-sectional geometry of Lake River,
RZ=W2Z/(W2+2Z). As W2 becomes large, 2Z becomes less important, i.e.,
W£»-2Z, RZ-»Z. The hydraulic radius is defined by
(4)
-------
for a wide channel and
Z - H
where Zw and E^ are the water levels of Lake River and Vancouver Lake
above mean sea level, and L2 is length of the reach. A wide, open chan-
nel is defined as a rectangular channel whose width is greater than ten
times the depth of flow. Figure 4 shows the prototype geometries used
in this analysis. Substitution of Eqs. (4) and (5) in Eq. (3) yields
W2 S/3 1/2
+ H)5/3(Z - H) (6)
1/2
(L2)
with the first approximated value, (QL)]> velocities in the upstream and
downstream ends of the reach are calculated as follows
uu = -7- and ud = —- (7)
in which Au and A^ are the cross-sectional areas at the upstream and
downstream ends of the reach. Therefore, the second approximation of
the energy slope can be evaluated by
(Z - H ) + (u 2 - uJ2)/2g
m iw wL_J_u dJli
a *7 T N
ez j_irt
and then the final calculation of the flow rate becomes
Q . [w -L±mi^\ R 2/3 1/2
XT — I ™ O O I I I" ^ * V-/J
L I 2 2 l\ TLJ I z ez
By the same token, the flow rate for the upstream channel for introducing
flushing water, Qch, is given by
10
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Willamette
River
N
Lake
River
Burnt Bridge Creek
(a) The Columbia River-Vancouver Lake System
Vancouver Lake
Lake River
V^ ' H f HW
f
/ • i,/i ill f 1 //ill*1 > '~7^,
»Hb
' /"^- — '
J i »T
Z V i7h
u
frTJj 77V / /TTTTTTnTTT?
msl
(b) Section A-A (before dredging of the lake)
Columbia
River
Vancouver
Lake
msl
Cut
Channel
(c) Section B-B (after cutting a channel and
dredging of the lake)
Fig. 4. Geometries of the System Used for the Hydraulic Analysis
11
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R
R
1/2
"ec
(10)
where Y is the depth in the channel. Both Rc, the hydraulic radius of
the channel, and Sec, the energy slope in the channel, have similar
definitions as defined in Eqs. (4) and (8). Sinusoidal tide cycles in
the Columbia River and Lake River were assumed and used in the hydraulic
model and for the prediction studies as follows.
Y = Yn + a, sin(4Tt)
(ID
Z = Z +82 sin(4irt)
(12)
where a^ and a£ are half of the tidal amplitudes of the Columbia River
and Lake River respectively, and YQ and Zo are respectively the mean
initial depth in the channel and Lake River. Magnitudes of the mean
tidal amplitude were obtained by statistical analysis of the field hydro-
graphic data. Figure 5 presents the comparison between sinusoidal and
actual tides over two complete tidal cycles (about 25 hrs).
Assumed sinusoidal
tide stage—7
S
r o
Q)
-2
Mean
initial
depth
Actual tide stage
I I I
12
Time, hrs
18
24
Fig. 5. Comparison of Sinusoidal and Actual Tides
over Two Complete Tidal Cycles--Prototype
An alternative for introducing flushing water is a submerged culvert
system. The flow through a culvert system was analyzed by the Darcy-
Weisbach equation as
AH =
(13)
12
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in which AH is the continuously changing difference in water level
between the Columbia River and Vancouver Lake, Dc is the inside diameter
of culvert, LC the length of culvert, Ke the entrance loss coefficient
of 0.5, K^ the exit loss coefficient of 1.0, and f the friction factor
in the culvert. Rearranging Eq. (13) and solving for the average veloc-
ity in the culvert yields
Therefore, the total flow rate through any number of culverts, N , into
the lake, when the water surface in the river rises above Vancouver
Lake, is expressed by
Q = N A V (15)
cu c c ^
where A is the cross-sectional area of a culvert.
c
Note that for the upstream channel, if Yw is greater than EL^, Qch is
positive and inflow to the lake occurs (or if it is negative, outflow
occurs). For culvert construction, Qcu is always positive because of
the flap gates on the Vancouver Lake end. Therefore, if AH is negative,
i.e., when the river falls below Vancouver Lake, the gates will auto-
matically close and Qcu becomes zero.
Both the mathematical and physical hydraulic models were important tools
in the analysis of the effects of alternative modifications to the Van-
couver Lake-Columbia River System. In addition, the laboratory and
predicted results are providing guidelines for design and decision making
to achieve the enhancement of Vancouver Lake. The methodology developed
in this study will provide a useful experience record for others wishing
to improve the quality of some of the thousands of lakes which can be
restored through dredging, flushing and curtailment of pollution sources.
13
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DESCRIPTION OF MODEL
The area modeled included the Columbia River from near the Vancouver
Bridge, Vancouver Lake, and Lake River downstream to just below Post
Office Lake. The confluences and short sections of the Willamette
River, Burnt Bridge Creek, and Salmon Creek were included in the model.
Figure 6 shows the model and monitoring stations in the model and proto-
type lakes. In order that dynamic similarity be maintained it is
necessary to satisfy the Froude model law, i.e., the Froude number must
be equal in model and prototype. By this relationship it is possible
to establish the various geometric, kinematic and dynamic similitude
relationships between the model and the prototype.
By definition, the Froude number F can be expressed as
F = V//iD (16)
where V is the average longitudinal velocity in a cross section, D is
the characteristic depth, and g is the gravitational acceleration. Let
the subscript r denote prototype-to-model ratios, and m and p refer to
model and prototype, respectively. Then
F = F (17)
p m
or (VA/gD) = (V/JiD)m (18)
1/2
and therefore Vr = Dr (19^
If A represents a cross-sectional area and L is a characteristic length,
the discharge and time ratios can be expressed as
Q = A V
r r r
(Dr)1/2
or Qr = W <20>
and Tr = Lr/Vr
Tr =Lr/(Dr)1/2 (21)
15
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LEGEND
Automatic water level
recorders in the field
Taps for stage sensing
in the hydraulic model
Sampling stations in
the hydraulic model
Calibration tubes and
pressure cells in model
\Felida __
Gates for model tests only
VANCOUVER,
WASHINGTON
Willamette
River
PORTLAND,
OREGON
Fig. 6. Hydraulic Model and Sampling Stations
16
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When model scales in length and depth are chosen, then the other related
similitude ratios can be calculated. Table 1 shows the prototype-to-
model ratios used in the Vancouver Lake model study.
Table 1. Model Scale Ratios Used in the
Vancouver Lake Model Study
Item
Horizontal length
Vertical depth
Velocity
Discharge
Time
Distortion ratio
Definition
Lr
Dr
vr
Qr
Tr
Lr/Dr
Relation
Lr
Dr
Dr1/2
LrDr3/2
L D ~1/2
LrDr
Lr/Dr
Scale Ratio
600:1
60:1
7.75:1
279,000:1
77.5:1
10:1
The model topography was constructed of vermiculite concrete. A base
pour was made, contours laid out on this base, small (s 1/4" <$>) metal
rods were driven into the base and cut to proper elevation, the shaping
pour was made, and the model was then sealed with a neat cement paste.
The Columbia and Willamette river head tanks were designed to minimize
large-scale turbulence at their entrances. The tail tank and tide
generators were designed as a unit. The tide generator consisted of a
hydraulic motor coupled to a camshaft with reduction gears and chain
drives. The cam lifted a vertical gate to generate the tidal water
level change at the tail tank by raising and lowering the crest over
which the outflow passed. Separate tide gates and power takeoffs were
used for the Columbia and Lake Rivers. The height of the crest, the
time of a cycle, and the cam throws were variable. The cam used for
these studies provided a sine wave motion to the tide gates. The pool
upstream of the tide gate for Lake River was provided with a source of
make-up water to insure flow over the tide gate during a rising tide
cycle. The large amount of flow in the Columbia River made such a con-
trol unnecessary there. The Columbia and Lake River tides could be
generated independently except for the time of the cycle, which was
common.
Flows for the Columbia and Willamette Rivers were measured with magnetic
flowmeters. Burnt Bridge Creek and Salmon Creek flows were measured
with "Rotometer" units and a propeller meter. The water levels in the
model were measured with Consolidated 4-312 ±5 psid pressure cells. The
signal conditioning and recording were done on Brush equipment.
17
-------
Rhodamine WT dye was used for pollution tracing and concentrations were
measured with a B & L Spectronic 20 colorimeter. The dye was photo-
graphed to provide visual dispersion records not possible to obtain with
concentration sampling techniques. In those areas where photographs of
the dye were needed, the model was painted with white epoxy paint to
increase visibility and reduce staining of the topography. A Statham
0.5 psid pressure cell was used to obtain differences in water levels
between the Columbia River Gage 1 and the Vancouver Lake Gage 2.
The modifications to the construction of the model were comprised of
five progressive stages:
Stage I was for existing conditions in the prototype for model verifi-
cation.
Stage II consisted of construction of an upstream channel 400 ft wide
between the Columbia River and Vancouver Lake (see Fig. 6). An area was
deepened in the proposed docking and turning area along the west shore
of Vancouver Lake.
For Stage III the channel was narrowed to 200 ft. The bottom of the chan-
nel and the "dredged" area in the lake were maintained at -10 ft msl as
shown in Fig. 7.
Fig. 7. Upstream Channel Test of Hydraulic Model
with West Side of Lake Dredged--Stage III
18
-------
For Stage IV the entire Vancouver Lake was " dredged" to -10 ft msl.
An island was installed in Vancouver Lake to evaluate the feasibility
of using such an island for improving circulation within the lake.
No significant improvement was observed. A 10-ft diameter (prototype)
culvert was tested in lieu of the upstream channel to evaluate its
relative effectiveness in flushing the lake.
Stage V consisted of additional "dredging" and widening of Lake River
to a downstream channel from Lake River to the Columbia River (see
Fig. 6). This channel was constructed just upstream of Post Office
Lake. The width was 200 ft and beds were excavated to -10 ft msl for
both Lake River and channel cross sections.
The model was verified by comparing model gage heights versus time with
prototype data for the same discharge conditions under which the field
data were taken (Fig. 8). Gage data of Vancouver Bridge were obtained
from the USGS and others were taken by visual observation of staff
gages by Clark College (Vancouver, Washington) students under the direc-
tion of the project hydrologist. The verification was considered ac-
ceptable for the available range of prototype data and the sinusoidal
model tide generation.
Columbia R. discharge
W Farmhouse
A Marina
Craig
•Felida
QLake R. belov
Salmon Cr.
JL
220
200-
180
160
140 -g
«
•rl
a
120
100
80
10
AM
12 14
torch 19, 1970
Time, hrs
16
PK
Fig. 8. Prototype measure-
ments Used to Verify
the Physical Model-
Sample
19
-------
TESTING PROCEDURES
Testing was restricted to the most severe conditions available from
examination of the prototype data. The extreme tide variation for the
Columbia Gage 1 was selected and the concurrent streamflows were
determined. Model streamflows were established and the tide generator
adjusted to produce the desired tide range. Some additional adjustment
in phasing and range was necessary on the Lake River tide system. With
these controls all set, the model was ready for testing in the Stage I
condition. For subsequent conditions, the control settings were not
changed. This was required to establish a controlled basis in the model
for evaluating effects for future conditions (i.e., the dredged upstream
channel).
Data taken included photographs, samples of the water, velocity measure-
ments, flow rates, and recorded stages. All data were related on a com-
mon time base. Velocities were low and their measurement was restricted
to timing the movement of floats or dye. Velocities were taken through-
out a tide cycle, and three locations were selected for measurements:
1) in Lake River downstream of the lake outlet near Felida; 2) in the
upstream channel, and 3) in the downstream channel.
In general it was necessary to run through five or six tide cycles
before stable repetitive water levels were achieved. A testing modifi-
cation was necessary for reliable pollution tracing. For the modified
conditions with channels, temporary gates were used in the upstream
channel and Lake River to isolate the Vancouver Lake pollution. The
isolated area was filled and mixed uniformly with dyed water to a depth
consistent with the test conditions. The water levels were selected so
there was no differential head across the gates. At the null point
where the tide was starting to rise and there was no movement of water
in or out of Vancouver Lake, the gates were removed.
Eight sampling points were selected in the Vancouver Lake area and
samples were taken with syringes at the end of the ebb tide cycle
(Fig. 6). The corresponding times were recorded. A precalibrated
B & L Spectronic 20 colorimeter was used to read the percent of trans-
mittance. By using the calibration curve the relative concentration
of each sample was determined. The calibration curve was obtained by
the following steps: 1) consider the initial concentration Co of dye
water in the lake to be 100 percent corresponding to percentage of
transmittance To (note that the clearer the water, the higher is To);
2) by successive dilution to the desired concentration C, the percent
of transmittance T was read from the colorimeter; and 3) plot C versus T
to one of the curves using To as a parameter as shown in Fig. 9.
21
-------
100
80
60
u
d
o 40
20
0
- To is the initial percent
of transraittance cor-
responding to C0 (1007.)
20
40 60
Transmittance,
80
100
Fig. 9.
Calibration Curve for B & L Spectronic 20
Colorimeter (Rhodamine WT Dye)
Photographs were taken to record the changes in lake color, and stages
were recorded continuously. Figure 10 presents strip charts for gage
stations in Vancouver Lake model. Differential water stages between
the Columbia Gage 1 and the Vancouver Lake Gage 2 were recorded for one
tide cycle.
In the "as-is condition," without the channels being open, additional
pollution studies were made by injecting dye into Burnt Bridge Creek
and Salmon Creek flows. Samples were taken at Felida and two locations
in the lake. Dye injection was started or commenced to be concurrent
with the highest, lowest or intermediate level of Vancouver Lake water
stage, with the lake being initially clean for those exploratory tests.
Dye tracing was done photographically to determine: 1) under what con-
ditions the Willamette River would enter the upstream channel; 2) the
flow rate from Salmon Creek which causes reversal of the Lake River flow
back into Vancouver Lake during ebb tide; 3) flow patterns with the
island; and 4) various other flow patterns in the model.
22
-------
Time, min
rh=d==±==^==i==4==±^=i==J^t-~l-^=h
Columbia R. at
-3^ Blurock Landing
-7^-_._, , . _,1_-r_T--«={
S—:-^vi—Jtrl^j:
t=±=±=.±=t:r.
1 L L i 1—
^4^£^EESE^ Lake River
••^/^%£^~4~"^ ' "-rfEZK
j__j^_i , , __^ * _,_^,
Conditions: Run No. 18.
Downstream channel openrjrE-]
Qc-145,000 cfs
Qw-8,900 cfs
Lake River -
Note: Chart speed (horizontal) lcm-2min (model time)
Chart scale (vertical lcm-1ft (prototype)
Fig. 10. Strip Charts for the Gage Stations in
the Vancouver Lake Hydraulic Model
23
-------
DESCRIPTION OF TESTS AND DATA ANALYSIS
Prior to initiating the test program, the hydraulic model was verified
against prototype conditions for water surface tidal fluctuations and
discharges at various points in the system. Following model verifica-
tion, tests were conducted to determine the influences of the various
test conditions on velocities, flushing action, and dilution throughout
the system. Table 2 summarizes the conditions for the various tests.
TABLE 2 . SUMMARY OF TEST CONDITIONS AND DATA ACQUISITION
TEST
NO.
1
2
3
it
5
6
7
8
9a
9b
9c
9d
1O
lla
lib
lie
lid
12a
12b
12c
12d
13
Ik
11;
*.?
Ifi
.LM
17
18
19
20
21
22
FLOW CONDITIONS
HIViB FLOWS (cfs)
Columbia
Willamette
•v
Preliminary Tests 1
on Burnt Bridge >
and Salmon Creeks J
11*5000
11*5000
75000
50000
25000
H5OOO
11*5000
75000
50000
25000
1145000
11*5000
3118000
232000
11(5000
VOID
11*5000
11*5000
11*5000
11(5000
11*5000
11*5000
11*5000
11*5000
\
>
J
7500
5000
75000
1OOOOO
125000
5OOO
5COO
75000
100000
125000
7000
7000
50000
26000
7500
—
9*i OO
I j\j\j
7soo
(JW
8900
8900
8900
7000
7000
7000
Burnt Bridge
1037
1031
1037
1037
0.2
500
500
500
Salmon
2565
2565
2510
1.6
A
5230T
CHANNELS
OPEN3
U L C
'(00
1*00
1*00
1*00
1)00
200
200
200
200
200
200
200
200
200
200
200 200
POO
f\AJ
•
200 o
200 200
200
200
I AKF
JurllVCj
CONDITIONS'3
H DO D LB
Island
DATA MEASUREMENTS
DYE STATIONS0
Source
BBC
BBC
BBC
BBC
sc
so
sc
U
»
VR
CD
1
VL
VR
PD
UK
*
VL
-
_
U
VL
» Ju
VI
V&j
VL
VL
VL
VL
VL
VL
Sampled
1
1,3
1,3
1,3
1,3
1.3
1.3
1.3.7
1-8
1-8
1-8
X w
1-8
i«-U
1-8
1-8
1-8
1-8
1-8
1-8
VELOCITIES
0 F L
• •
• •
•
• •
•
•
PHOTO-
GRAPHS6
U F L
•
•
•
TID£f
AHS
SCHANNELS OPEN: U, upstream channel near Blurock Landing opposit Willamette River
L, downstream channel south of Post Office Lake ear mouth of Salmon Creek
Cj 10-ft diameter single culvert placed in upstream channel position
For location of channels, see Fig. 6
200 and 400 are channel widths in feet
bLAKE CONDITIONS: S, natural existing conditions
DD, docking area dredged along west shore of lake (15 ft)
D, Vancouver Lake dredged to 15-ft depth (-12 ft msl)
LR, Lake River widened to 200 ft and dredged to 15 ft
CDYE STATIONS: Source: BBC, Burnt Bridge Creek; SC, Salmon Creek; U, upstream channel;
CR, Columbia River; WR, Willamette River
Sampled: Stations 1 through 8 as shorn in Fig. 6
^VELOCITIES measured at: F, Felida in Lake River; D, upstream channel; L, downstream channel
ePhotographs taken at same locations as in Note d above
fIIDE means the tides for Columbia River and Lake River were generated in the model
8&H means that the differential elevation between water surfaces in the Columbia River and
Vancouver Lake was recorded
tMinimum flood flow at which Salmon Creek moves upstream in Lake River and enters Vancouver
Lake against an ebb tide
25
-------
Tests in the hydraulic model are divided according to different modifi-
cation stages as follows:
Stage I (Tests Nos. 1-7): Preliminary tests on Burnt Bridge and Salmon
Creeks — the introduction of larger than average flows was to simulate
flood-flow effects and possible future storage released from Salmon
and/or Burnt Bridge Creeks. Continuous dye was injected at Salmon and
Burnt Bridge Creeks in order to trace their flows into and out of the
lake.
Stage II (Tests Nos. 8-9): Excavation of an upstream channel 400 ft
wide in the vicinity of Blurock Landing in the Columbia River opposite
the mouth of Willamette River to Vancouver Lake, and the dredging of a
docking terminal area along the west shore of the lake to a mean depth
of 15 ft.
Stage III (Tests Nos. 10-11); Same conditions as Stage II except
reducing the upstream channel to 200 ft of width.
Stage IV (Tests Nos. 12-13); Dredging of entire Vancouver Lake bottom
to approximately 10 ft below mean sea level and widening of the entrance
to Lake River. The flow conditions in the Willamette and Columbia
Rivers were tested at which the Willamette would enter the upstream
channel. (Only when Qw *i Qc. This condition occurs rarely and only at
times when the Willamette River is in flood.) A small island was placed
in the lake near the upstream channel outlet to divide the inflow and
observe any changes in flushing pattern. Test No. 14 was voided.
Stage V (Tests Nos. 15-22); Additional dredging and widening of Lake
River downstream (north) as far as the second (downstream) by-pass
channel to a width 200 ft and a bottom elevation of 10 ft below mean
sea level. Various dye experiments were conducted in the hydraulic
model with the upstream and/or downstream channels in operation and
a single culvert was used as an alternative to the upstream channel.
To display test results, selected data from Tests 12,15,17,18,19,20
and 22 are presented in Figs. 11 through 17. These show similar
concentration decay curves. In order to evaluate the relative effective-
ness of each test, comparison was made of the relative "flushing
efficiency" which was measured in terms of the percentage of dye con-
centration remaining in the lake as time elapsed. The lower the relative
concentration C/C0, the more efficient is the flushing action. Figure 18
presents the test results (average of all eight sampling stations)
plotted on semilog paper. A functional relationship between these tests
is given by
-£- = exp(-kt) (22)
26
-------
100
Prototype Time, days
234
80
o
o
60
o
§
o
-------
ro
oo
100
80
60
o
a
o
u
0)
CO
I-l
-------
Prototype Time, days
2 3
N)
VO
IUU
80
o
u
" 60
•%
u
c
o
u
fj
9- 9- °{r
_
—A
*••• * •*" "* "
A**"" *"""
""^••N.^ ^^"^
A
-
: Test No. 17
Lake dredged, -10 'msl
dredged
culvert installed
of upstream channel*
cfs, Qw 8,900 cfs
*Special conditions compare with
Test Nos.
1 i i
40 50 60
Model, min
12 and 18
i i
70 80 90
Fig. 13. Test No. 17: Relative Concentration of Dye
in Vancouver Lake Model as Function of Time
-------
Prototype Time, days
100
60
o
cs
o
co
40
20
0
4
"T
6
"T
Sampling
Stations
• 1
• 2
o 3
A 4
a 5
-------
100
80
u>
60
u
§
o
-------
Test Series No. 12; Purposes; to determine Salmon Creek flood flow
which would block the tidal flow in Lake River from entering and leaving
Vancouver Lake; and to explore the effects of higher flows in the Colum-
bia River on tidal effects for a fully dredged lake. Results: Salmon
Creek flood flow determined that would block the tidal action in Lake River,
and model verified for field tide data at higher flows (see Fig. 11 for
results of Test No. 12a).
Test No. 13; Purpose; to evaluate effectiveness of island in lake near
outlet of upstream channel on flushing efficiency. Results; the island
assisted in dividing the flow in such a way as to improve the flow char-
acteristics along the south shore part of the time. But the path of the
inflow is strongly influenced by the tidal action, and the amount of in-
flow is so small in comparison to the volume of the lake, that the use
100
0
Prototype Time, days
234
1 1 1 1
— |B" QjP" tD~ _QO" Q_
A XXA-""" "*" ^\X
>g(^
A
A A
A A
A
Conditions: Test No. 20
Vancouver Lake dredged,
- 10 'ms 1
Lake River dredged
~ Qc 145,000 cfs
Qw 7,000 cfs
QB 500 cfs*
*Special condition,
_ compare with Test
Nos. 12 and 21.
1 l 1
l l
V D D ~
o
-------
100
0
Prototype Time, days
345
6
—j—
8
OJ
UJ
80
O
o
o
o
c
o
o
-------
of an island was deemed insignificant in trying to influence flushing
efficiency.
Tests Nos. 15 and 16: Purposes; to test downstream channel operating
in conjunction with the upstream channel and test the action of the
downstream channel with the upstream channel closed. Results: the
downstream channel short-circuits the Columbia River tidal flow into
Vancouver Lake via Lake River. Its flow blocks the tidal action coming
up Lake River towards Vancouver Lake and holds back water in the lake.
The downstream channel is detrimental to the flushing of Vancouver Lake
by the upstream channel. This is obvious when Fig. 12 (Test No. 15) for
both channels open is compared with Fig. 17 with only the upstream chan-
nel being open.
Prototype Time, days
3456
8
100
Run #17 (0.0142)*
#20 (0.0246)
#16 (0.166)
#18 (0.175)
#15 (0.225)
#19
(0.231)
#12 (0.261)
#22
(0.324)
#21
(0.362)
•
(k values
for Eq. 22)
i.
_L
-i.
0 40 80 120
Model Time tf min
Fig. 18. Summary of Vancouver Lake Model
Tests for Post-Development Study
J_
160
34
-------
Tests Nos. 17 and 18; Purposes: to evaluate single culvert and the
downstream channel. Results; Fig. 13 shows how inefficient a single
culvert is, and Fig. 14 shows how the downstream does help flush the
lake, but in a cyclic fashion as caused by the tides. Also, the lower
channel allows no opportunity for flow through the lake, only in and
out.
Tests Nos. 19. 20 and 21; Purpose: to evaluate the influence of a
larger-than-normal discharge from Burnt Bridge Creek with various con-
ditions of channel openings. The tests were done to evaluate the sug-
gestion of pos'sibly storing water in the Burnt Bridge Creek basin and
releasing it over a short time period in the summer. Results; Fig. 16
shows that the flushing efficiency of Burnt Bridge Creek is quite low.
Test No. 22: Purpose: to evaluate the effect of dredging Lake River
(near the outlet of Vancouver Lake) on the flushing efficiency with the
upstream channel open. Results: by comparing Figs. 17 and 12, a slight
improvement in flushing efficiency due to widening and deepening of Lake
River can be observed for Test No. 22.
Hydraulic characteristics in the model were obtained by recording
continuous stage hydrographs and by measuring velocities in the chan-
nels and in Lake River near Felida. Figure 19 shows the surface
velocity variations in Lake River near Felida and Fig. 20 presents the
variations in the upstream channel velocities.
35
-------
o4
4
Run
Channel*
Open
• 18 145000 7500 --- Downstrea
o 19 145000 7500 500 Both
A 20 145000 7500 500 Nolther
a 22 145000 7500 — Upstream
/Test Conditions:
Vane. L. dredged, -10'mal
Lake R. widened and dredged,
-10'msl
Qc-Columbia R. discharge, cfa
Qw-Willamette R. discharge, cis
Qg-Burnt Bridge Or. discharge, c£a
6 8
Prototype Tine, or*
10 12
14
Fig. 19. Surface Velocity in Lake River near Felida
(near Gage 3) (Model measurements con-
verted to prototype)
Channels
Open
h for Run 19
h for Run 22
Qc-Columbla R. discharge, c "a
Qu-Willaraette R. discharge, cfs
QB-Burnt Bridge Cr. discharge, cfs
Tests with Vane. L. dredged and Lake R.
widened and dredged, both to -10* msl
1.0
0.5
0.5
51
i.o
6 8
ProMCyp* Tim«, hn
10
12
14
Fig. 20. Surface Velocities and Differences in
Elevation for Upstream Channel (Model
measurements converted to prototype)
36
-------
COMPUTER ANALYSIS AND DATA EXTENSION
Mathematical modeling was the basis of the hydrodynamic computer model
used to extend the results of the physical hydraulic model study.
Details of the hydrodynamic model are given in Appendix C. Under the
assumptions of: a) constant lake surface area, b) average evaporation
rate from the lake, c) constant Burnt Bridge Creek inflow, d) constant
seepage inflow to and outflow from the lake, and e) sinusoidal tide
cycles in the Columbia and Lake Rivers, the response of water levels
in Vancouver Lake to changes in river and creek discharges were ob-
tained by the water budget concept.
The flow rates in Lake River and the upstream channel were calculated
by using the Manning formula. An alternative to the upstream channel
for introducing flushing water was a submerged culvert system as analyzed
by the Darcy-Weisbach equation for the pipe flow velocity based on the
differential head loss between the Columbia River and Vancouver Lake.
The numerical integration of a set of differential equations was
achieved by explicit difference approximation. The solution proceeds
in steps of time increment of one hour until the desired total simula-
tion time has been reached. The validity of the hydrodynamic computer
model was verified with data from the field and the hydraulic model.
Figure 21 gives the stage hydrograph recorded and velocities measured
in the physical hydraulic model with the upstream channel 200 ft wide
and Vancouver Lake dredged to 15 ft deep (bottom -10 ft msl) . Figure 22
presents the predicted results of the hydrodynamic model for the inflow-
outflow stage and discharge relations in the system at the same condi-
tions. The comparison between simulated values and those obtained from
the hydraulic model is shown in Table 3.
Table 3. Comparison of Results between Predicted
Values and Those from the Hydraulic Model
Characteristics
Depth of Vancouver Lake
(ft)
Velocity in Lake River
(ft/sec)
Velocity in the channel
(ft/sec)
Range
max
min
max
min
max
min
Computer
Program
15.9
14.3
-3.0
-1.5
4.8
2.0
Hydraulic
Model
16.0
14.4
-3.0
-1.9
5.1
2.4
Notes. Conditions--channel wiatn=^uv LL.; UULUUIU ua. a.a^
InTThannel dredged,-10ft msl. Negative sign means out-
flow from the lake. Model velocities measured with sur-
face floats and are therefore greater than the average
velocity by 5% to 10%•
37
-------
CO ..
e 6
cu
oo 4
to "*
4J
CO
Conditions:
Channel width, 200'
Bottom of lake and channel
Columbia River dredged, -10'msl
Vancouver Lake
Lake River
J_
_L
_L
0.25
1.0
0.5 0.75
Time, day
(a) Stage versus Time (recorded in
the physical hydraulic model)
CO
O.
4J
••-1
O
0
1
1 1
cu
>
6.0
4.5
3.0
1.5
0.0
-1.5
-3.0
-
Q OQ O / — Upstream
C* U channel
0 0
O
O
_ ^^
°°oo ^ \ A^£& o °
— Lake River
' i I j i.i
0.1
0.2 0.3 0.4
Time, day
0.5
0.6
(b) Velocity Profile (measured in
the physical hydraulic model)
Fig. 21. Prototype Inflow-Outflow Stage and Discharge Relations
Obtained from the Physical Hydraulic Model
38
-------
(A
E
0>
>
o
n
o
7
6
5
O) .
o> 4
o
Inflow-Outflow Stage and Discharge Relations
for 200-Ft Upstream Channel, 3200' Long
Upstream Channel
200ft wide, 15ft deep
/Columbia River
"Vancouver
0
0.2 0.4 0.6
Time, day
(a) Stage Versus Time
0.8
0
0.4 0.6
Time, day
(b) Velocity Profile
1.0
Lake River
(always flowing out)
Fig. 22. Typical Example of Upstream Channel Flow Analysis
for One Set of Width and Depth Conditions
39
-------
Upon validation of the existing prototype conditions, numerous simula-
tion runs were made by the hydrodynamic model to examine the influence
of possible modifications to the system on hydraulic characteristics.
First, various widths of the upstream channel were tested to determine
the width and corresponding flow rate at which Lake River could be kept
from discharging into Vancouver Lake. Under these conditions the tidal
flow from Lake River into Vancouver Lake would be reversed. Flow would
always be out of Vancouver Lake via Lake River to the Columbia River
near Ridgefield. The results for widths of 100, 150 and 200 ft are
plotted in Fig. 23. It was found that Lake River will always flow out
of the lake if the width of the upstream channel is 150 ft or greater.
Then, various combinations of channel length; size, number, type, and
length of the culvert; tidal fluctuation of the Columbia River; and
dredging depth of the lake were tested to determine their effects on
detention time of flow entering the lake. As an example, the influence
of various types of culvert materials (i.e., various friction factors)
on the average flow rate (or detention time) through culverts is shown
in Fig. 24. Finally, functional relationships were obtained for conduit
discharge as a function of each variable. Common conditions for the
simulation runs were: a) bottom of Vancouver Lake dredged to 10 ft
below mean sea level, b) initial lake depth of 15 ft, and c) constant
lake surface area equal to 105x10^ sq ft.
Figure 25 shows the detention time (t
-------
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-------
Nelson, Mark L., and Rockwood, David M., "Flood Regulation by
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Wiegel, Robert L., Oceanographical Engineering, Prentice-Hall, Inc.,
Englewood Cliffs, New Jersey, 1964.
Williams, J. R-, "Movement and Dispersion of Fluorescent Dye in the
Duwamish River Estuary, Washington," U.S. Geological Survey Prof.
Paper 575-B, 1967, pp. B245-B249.
53
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APPENDIX B. NOTATION
The following symbols were used in this study:
a tidal half amplitudes, feet
A area of lake water surface; cross-sectional area;
square feet
C dye concentration at any time t, second
C0 initial dye concentration in the hydraulic model lake
D depth, feet
D nominal inside diameter of culvert, feet
E evaporation rate from the lake, cubic feet per second, or
inches per year
f pipe flow friction factor
F Froude number, F// gD
2
g acceleration due to gravity, feet per second
A h Columbia River tidal amplitude, feet
H water depth of Vancouver Lake, feet
H, dredged lake bottom elevation below mean sea level, feet
IL lake water surface elevation measured from mean sea level,
feet
k dilution rate constant
K minor loss coefficient
L characteristic length, feet
L_ length of culvert, feet
C
m subscript refers to model
n Manning roughness coefficient
NclQ number of 10-foot diameter culverts
p subscript refers to prototype
55
-------
P precipitation rate onto the lake, cubic feet per second or
inches per year
q-i average discharge through one culvert, cubic feet per
second
Q average discharge, cubic feet per second
QB flow rate in Burnt Bridge Creek, cubic feet per second
Q discharge through conduit, cubic feet per second
Q , discharge through man-made channel, cubic feet per second
Q flow rate in the Columbia River, cubic feet per second
Q flow rate through culverts, cubic feet per second
Q. inflow rate to the lake, cubic feet per second
QJ local inflow rate including both surface runoff and
ground-water contribution, cubic feet per second
Q, flow rate in Lake River, cubic feet per second
Q outflow rate from the lake, cubic feet per second
Qou local outflow rate from the lake to ground-water storage,
cubic feet per second
0 flow rate in Willamette River, cubic feet per second
r subscript means prototype-to-model ratio
R hydraulic radius, feet
S slope of water surface, bed, or energy line
t time, second
t^ detention time of inflow into the lake, days
T percent of transmittance at any time t
TQ percent of transmittance corresponding to GO
T time ratio prototype-to-model
u local velocity, feet per second
56
-------
V average longitudinal velocity in a cross section, feet
per second
¥ volume of lake, cubic feet
W width of the channels and rivers, feet
Y depth in a channel, feet
Z depth of Lake River, feet
57
-------
APPENDIX C. HYDRODYNAMIC MODEL
1. Identify initial values of K±, Y^ and Zi; then calculate (QL).
by Eq. (15), and (Qc)t by Eq. (16) for open channel calculation
and Eq. (21) for pipe flow calculation.
2. Calculate the subsequent values by using initial values. At time
ti+l = fci +At> use Ecls- (17) and (18> to obtain Yi+1 and Zi+1 .
Calculate (QL)i+1 and (Qc)i+1 by using Eqs. (15), (16), or (21),
and then obtain the change in lake depth by Eq. (8) as
AH = [(QL),. + (Qc)t + QB + Qin + Pr - Ev - Qou] At/A .
Therefore, we can evaluate
=Hi+AH
3. Using the results of the previous steps as initial values, the
procedure is repeated.
Actual tidal records were used instead of assuming the sinusoidal tidal
cycle. Tabulated field data were used in input information and the
same procedure of calculation was followed. The flow chart for the
Combined Hydrodynamic and DO models is shown in Fig. 30.
59
-------
(Start
Read Input
Data
Write Input
Data
Calculate
Coefficients
4-1
« i
}•!
m r-4
3
d o
. 0
£ •.-) -d
o -u
-------
c
C a^***** *****<*******<<***
C * HYCRCCYNAHC KCOCL *
C * >)*** * < *** ***<•**>>**+*<<**
C
C
C
C
c ............................. ... ........... .............................
C . VYDROOYNAM1C PRCGRAVM ^^ : WATER BUDGET FCR VANCOUVER LAKE-
C . RIV^R SYSTCM RV V.SING THE CONTINUITY CCNCEPT.
C . 1. BANNING FOPPUL/i (IN FT-SEC UNIT) — FOR UPSTREAM^CUT CHANNEL
C . ?. DARCY-VF.I SPACH EQUATION — FCR SUPMERCF.C CULVERTS
C . THIS PROGRAM WAS FRIEPAREC AND REVISHC BY MARCUS C. N. LIN
C . IN MARCH, 1?71 AT hSt
C [[[
D1MFMSION TEMP(AOC) ,ZW(',00) ,YW(AOO) tV(AOO)
100 «[;4D(5,1 .END = 1000) ZG, YE ,Hh .HR.F 1 , F2 ,W 1 , U2, Cl , C2. A, CCT, RNT, F2, D3,
1RINDEX
1 FCPMAT (8F10.2)
WRITF (6,300) ZG.YD,HW,h?fFl ,F? , Wl ,W2 , 01 , 02, A, OCT. RNT , F3, C3,
1R INDEX
300 FORMAT ( IHI , "HYORALUC CHCRACTFRISTICS CF LAKE RIVER SYSTEM ',//.
1' ZG =',F7.2.10X, 'Y9 = ' , F8 . ? ,10X , ' HW = • , F7. 2, 10X, • HD =',F7.2,//,
2' Fl =«,F7.3,1CX, 'F2 =',F8.3,10X,'W1 =' , F7. 2, 10X , ' W2 =',F7.2,//,
3' Dl =',F10.2,7X, 'D? =',F10.2,8X,« * *• , F14.2, //• 6F20.31
INOL X=PI NPEX
INDLX1=3.
C=A.*3.1A15S
PR = C.
COC=C.
CIN=C.
CB=SC.
EV = C.
DT=C.OC5
CVl=(1.4«;*l"'l ) /
-------
00 2C 1*1,201
R1=I
-i. )*OT
GC TC (CEXl
90 YWU 1 = 4. ?<3-1.25*Cr?SUHETA)
ZUI )=«.47-0.8*CCSnHFTA)
GO TO S5
91 YM1 )='i. 8c-1.0*Cf SMHF.T*)
ZWU ) = ',. <,7-0.55<-CCS(THETA)
00 1L s'->
9? YMM='(.£S-
ZW(I l='i.'.7-
GO TC 95
93 YM j ) = 'i. e«;-o.5*CGS<
ZW(J ) = A.'i7-
GC TC S5
) = «.£S-C.2E*CCS(TH£l/>
95 2-7.MII-ZG
CELZh=ZV(I)-HV
GO TC (2CC0.3CCC) .IKCEX
2COO IF (kl .1C. 0.) GC TC 55
C
C FLOW RATE AND VELCCITY IN THE UPSTREAM CUT CHANNEL
C
Y = YMI I-YR
= YV;U )-HVs
]<-mHV;-YBl 12.
Y-H+DR1
COO=(W1 /(l»H Y*H! )**C.6667
IF ( 701 .IT. C.) GC TC A
C
C FIRST APPROXI!"MICIv IN LPSTREAM CUT CHANEL
C
CC=CVl*(Yt^"^**1.6667*TCl**0.5
IF 1 .GT. 2CC.) GC TC 12
CC=OC*COG
GO TC 12
11 OC=-CV1*( Y+H)**1.66/:7*<-T[ST}**0.5
IF (Wl .GT. 200. ) GC TC 12
CC=CC*COC
12 VC=OC/AC
GC TC 5
62
-------
OC=-CV1* (YtH)**l. 6667* (- TCI »**0.5
IF Ul .GT. 20C. ) GC TC «10
OC=CC*COC
VCl = CC/( U*H)
VC2 = CC/U1*Y)
DV=( VCUVC2HI VC1-VC2J/64.4
T£ST=-TD1*PV
IF [TEST .LT. C. ) GC TC 22
CC=-CVl*(Y+H)**l.66(7MTEST»+*0.5
IF (Ul .GT. 20C. ) GC TC 23
QC=OC*COC
GC TC 23
?? CC=CV1*( Y+H)**1.6667*(-TEST)**0.5
IF (HI .GT. 20C.) GC TC 23
cc=cc*coc
23 VC=OC/ftC
GC TC 5
55 CC=C.
VC = C.
DELYH=C.
GO TC 5
3000 IF (CCT .LC. C.I GC TC 55
C
C FLtV. RATE AND VELOCITY IN CULVERTS (SUBMERGED CONDITION AND
C INFLCW TC VAMCCtVER LAKE CNLY)
C
OFLYH=YW(I )-Hh
IF GC TC 55
CC= AT*P.M*CV3*GELYM*0.5
C
C FLCW RATC AND VELOCITY IN LAKE RIVER
C
5 AL-W2*(H+Z)/2.
AI=1.0*AL
AC=1.0C*AL
T02=Z-H*CB2
IF ( T02 .LT. 0. ) GC TC 6
C
C FIRST APPPOXI^ATICN IN THE LAKE RIVER
C
CL=CVI*( Z+HI**1.6667*TC2*<0.5
C
C FINAL CALCULATICN IN Tf-E LAKE RIVER
C
Vl.']=Cl /( h2*Z)
VL2=CL/< V2*H)
OV = (VLHVL2)»(VH-VL2) /6A.4
Tfc"ST=T02+DV
IF ( TEST .LT. C. ) GC TC 4'i
CL=C VI*< Z+HJ**1.6667«nEJU**0.5
VL=OL/AI
GO TC 45
44 OL=-CVO*(/+H)**1.6667*(-TEST)**0.5
45 VL=OL/AO
63
-------
cr TC 7
CL=-CVO*(7+H)*#1.6667*(-7C?)#*0.5
OV=( VL H V12!*< VL1-VL2)
'f:ST = -7D2U'V
ir ( TCST . LT. C. ) GC TC 33
VL=OLMQ
GC TC 3'r
2? Cl=C.VI*( 7*»U**1.6661«(-7EST J**0.5
3Jf PESLLTS
50 V»P,nC <6,30) T,CC,CFLYH,CL,CELZH,VCtVL.R<7IOtYW( I),Zi<(i >iHH
30 FORI'fiT (r-9.3.F11.2iF10.4«F12.2tF10.A|F11.3fF11.3|FH.2«F13.4tF11.4
1 , r i o . '1 )
IF (CC .IE. C. ) GO TC 66£
C V/-.Trr' LEVF-L IN V^NCCLVEP l/'KF
666 H-fM(?H
H'r-H »HO
?0 CCM'INUP
CAVOOSU^/CGIMT
HAVG-HSUW/COCNT
OETIME-(HAVG-HB)
*PIT[; C6.500C)
5000 FCRKA7 ( //// ,3F?C. 3 )
GC 1C IOC
1000 VRITR (6, 40)
-------
SELECTED WATER
RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
^^•^•^•^••i
Titl8 CORRELATED STUDIES OF VANCOUVER LAKE-
HYDRAULIC MODEL STUDY,
3. Accession No.
7. Authof(s)
Orsborn, J. F.
9. Organization
Washington State University, Pullman
Albrook Hydraulic Laboratory
College of Engineering Research Division
15. Supplementary Notes Environmental Protection Agency report
number EPA-R2-72-078, October 1972.
10, Project No.
16080 ERP
11. Contract/Gfant No.
is. Abstract x^ effects of possible modifications to the Vancouver Lake-Columbia River
System on the hydraulic characteristics of that system were tested in a physical hydrau-
lic model. A mathematical model was developed for predictive analysis and to expand the
results of the hydraulic model study. Alternate methods for improving flushing action
through Vancouver Lake by use of a conduit were investigated.
The theories, assumptions, test procedures, data analysis and results as presented
in this report are directed towards arriving at conclusions and recommendations regard-
ing proposed hydraulic engineering works and their effects on the hydraulic regime and
water quality conditions in Vancouver. Lake. The tests were conducted to determine the
hydraulic characteristics and the flushing efficiency of pollutants by using a fluores-
cent dye to simulate the soluble conservative pollutants in the prototype. In addition,
the hydraulic model study provided information on the dispersion, mixing, dilution rates
and detention times which are important factors influencing water quality.
This is Part 1 of a two-part study entitled "Correlated Studies of Vancouver Lake,
Washington." The other part of the study is Water Quality Prediction conducted by the
Sanitary Engineering Section of the College of Engineering Research Division at Wash-
ington State University under Project #16080 ERQ, details of which are covered in a
separate report.
This report was submitted in fulfillment of Project #16080 ERP under the partial
sponsorship of the Environmental Protection Agency.
I7a. Descriptors *Hydraulic model, *Computer model, Lakes, Tidal effects, Eutrophication,
Water resource development
17b, Identifiers
*Lake restoration, Enhancement, Water quantity and quality studies
17c. CO WRR Field & Group
^^HIMMH^^^MVBIMIIM^^^aHl
18, A vail Ability
Abstractor John F. OrsboriL
02H, 04A4, 05G1, 06G
Send To:
& '•« WATER RESOURCES SCIENTIFIC INFORMATION CENTER
y-xj y.S-PE.PA.R!MENT_OFTHE INTERIOR
WASHINGTON. D. C. 2O24O
Institution Washington State University
WRStC 102 (REV. JUNE 197O
* V. S. GOVERNMENT PRINTING OFFICE : 1972-514-149/72
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