A0000 10 8172032
0
SThT. L
A Sanitary Survey of the
Willamette River From Sellwood Bridge to the
Columbia River
By
G. W. GLEESON
Bulletin Series, No. 6
April 1936
Engineering Experiment Station
Oregon State Agricultural College
CORVALLIS
THE Oregon State Engineering Experiment Station was
established by act of the Board of Regents of the College on May 4, 1927. It is the purpose of the Station to serve
the state in a manner broadly outlined by the following
policy:
(1)To stimulate and elevate engineering education by
developing the research spirit in faculty and students.
(2) To serve the industries, utilities, professional engineers, public departments, and engineering teachers by making investigations of interest to them.
(3) To publish and distribute by bulletins, circulars, and
technical articles in periodicals the results of such studies,
surveys, tests, investigations, and researches as will be of
greatest benefit to the people of Oregon, and particularly to
the state's industries, utilities, and professional engineers.
To make available the results of the investigations conducted by the Station three types of publications are issued.
These are:
(1) Bulletins covering original investigations.
(2) Circulars giving compilations of useful data.
(3) Reprints giving more general distribution to scientific papers or reports previously published elsewhere, as for
example, in the proceedings of professional societies.
Single copies of publications are sent free on request to
residents of Oregon, to libraries, and to other experiment
stations exchanging publications. As long as available, additional copies, or copies to others are sent at prices covering
cost of printing. The price of this bulletin is 25 cents.
For copies of publications or for other information
address
Oregon State Engineering Experiment Station,
Corvallis, Oregon
A Sanitary Survey of the Willamette
River From Seliwood Bridge to
the Columbia River
By
G. W. GLEESON,
Assistant Professor of Chemical Engineering
Bulletin Series, No. 6
April 1936
Engineering Experiment Station
Oregon State Agricultural College
Corvallis, Oregon
TABLE OF CONTENTS
Page
I.
II.
III.
Foreword ------------------------------------------------------------------------------------------------------
5
Acknowledgments ------------------------------------------------------------------------------------
6
6
6
6
Introduction -----------------------------------------------------------------------------------------------1.
2.
IV.
General ------------------------------------------------------------------------------------------------
Specific
------------------------------------------------------------------------------------------------
7
7
Procedure ----------------------------------------------------------------------------------------------------
1. Selection of Stations -------------------------------------------------------------------------2.
7
River Trips ------------------------------------------------------------------------------------------
8
8
10
10
10
10
3. Laboratory Procedure ---------------------------------------------------------------------4. Velocity Measurements -------------------------------------------------------------------5.
6.
Tide Records -------------------------------------------------------------------------------------Time of Flow --------------------------------------------------------------------------------------
7. Prolonged Sampling Period -----------------------------------------------------------8. Biochemical Oxygen Demand --------------------------------------------------------
11
V. Results and Discussion -----------------------------------------------------------------------------1.
2.
3.
Stage of Tide --------------------------------------------------------------------------------------
11
Flow Measurements ------------------------------------------------------------------------
13
15
Flow Time ------------------------------------------------------------------------------------------
VI. Comparison of Results with Other Surveys --------------------------------------
16
16
25
27
28
Conclusions --------------------------------------------------------------------------------------------------
29
Bibliography
31
4. Dissolved Oxygen Traverse ---------------------------------------------------------5. Data for River Sampling Periods -------------------------------------------------6. Biochemical Oxygen Demand -----------------------------------------------------7. Prolonged Sampling Period ----------------------------------------------------------
VII.
VIII.
----------------------------------------------------------------------------------------------
FIGURES
Page
Figure 1.
Figure 2.
Figure 3.
Figure 4.
Figure 5.
Figure 6.
Diagram Showing Flow of Water through Sampling Apparatus -----------------------
Sampling Apparatus and Spool of Hose Used to Lower Sampler into River
Tide Chart Shosving Stage of Tide for Various Sampling Periods. Tide
Sleight as Recorded by Stark Street Gage ------------------------------------------------- ....
Cross Section of the River and Results of Dissolved Oxygen Traverse at
Station No. 1 (Sellwood Bridge) ------------------------Variation and Average Dissolved Oxygen at the Seven Regular Sampling
Stations and at Five Intermediate Sampling Stations ----------------------------------- -_.
Biochemical Oxygen Demand of Samples of River Water Taken at Station
No. 1 on Various Sampling Trips as Indicated ------------------------------------------------Figure 7. Results of Hourly Sampling over One Full Day. Center of River, 100 feet
Down Stream from Union Pacific and Southern Pacific Railway Bridge;
------------------------------------------------------------------------14, 1934 ------------------------- Variations
in Dissolved Oxygen at Two Stations and Record of Mean Tide
Figure 8.
Sept.
Levelfor 1927 ----- -
-------- -
-------------------------------------------------------- - ----------------
.
---------------------
9
9
12
14
17
25
28
30
TABLES
Page
Table 1. Description of Sampling Stations ------------------------------------------------------------------------------ 7
Table 2. Tide Levels from 1926 to 1933 Inclusive. (Monthly Mean Tide Level at
Table
StarkStreet in Feet) ----- -. ---------------------------- - --------------------------------------------------------
11
3. Estimated Flow of Willamette River on Sept. 10, 1934 -----------------------------------------
14
Time of River Flow ------------------------------------------------------------------------------------- - -------------
15
Table4.
Table 5. Dissolved Oxygen Traverse at Rocky Point, Aug. 31, 1934 ---------------------------- .... 16
Table 6. Designation of Stations, Time of Test, River Depth ---------------------------------------- 18-19
----------------------------------------------------20-21
Table 7. Dissolved-Oxygen Data
Table 8. Bacterial Count, Solids, pH Values ---------------------------------------------------------------- ... 22-23
Table 9 Averages from Tables 7 and 8. (Regular Stations) ------------------------------------------------ 24
Table 10. Biochemical Oxygen Demand of Water Entering River Section Under Test 25
Table 11. Dissolved Oxygen in River in Absence of Portland Wastes ---------------------------------- 26
Table 12. Data for 24-Hour Sampling Period on Sept. 14, 1934, at Union Pacific and
Southern Pacific Railway Bridge ................ - .................................................... 27
----- - ------------ __.. -------- -
A Sanitary Survey of the Willamette
River From Seliwood Bridge to
the Willamette River
By
G. W. GLEESON,
Assistant Professor of Chemical Engineering
I. FOREWORD
HE people of Oregon have become increasingly aware of the constant
devaluation of the public waters by unrestricted stream pollution. All
of the many uses of natural water have been affected to some degree by
the utilization of these same waters as carriers of domestic and industrial
wastes, The streams of the state are a definite asset although their value
is intangible, especially where the use for recreational purposes is con-
sidered. The value of the commercial utilization of natural waters for
domestic and industrial water supplies, fish propagation, navigation, power
production, and irrigation can be estimated with a reasonable degree of
certainty; this estimate, however,, is difficult to project into the future.
The enforcement of prohibitory legislation has never provided a solution to the many problems of stream pollution; neither has it provided a
means of preserving the heritage of the purity of natural waters. The
technical, economic, and legal aspects of the problem have been too complex to be solved by simple preventive acts and the enforcement of these
acts has been difficult and expensive. Accordingly, in Oregon and elsewhere, a logical method of attack upon the problems of stream pollution
has been through cooperative studies that have had as an objective the
reduction of the pollution load to a minimum. Such reduction, when kept
within the bounds of economic feasibility, ultimately must effect stream
improvement and promote the nearest approach to general satisfaction
among all water users.
In accordance with the foregoing concepts, it is hoped that the informa-
tion which follows will play a part in stimulating a general program of
improvement of the Willamette River, and that the statements contained
in this bulletin will not be construed as other than an attempt to present
a picture of conditions as they exist. The data are matters of fact, but the
responsibility of the interpretation rests with the author; consequently,
only those interpretations for which unquestionable data are available
are justified. This reservation will result in the presentation of uninterpreted data, but they are included for their value as guides to some future,
more complete, and comprehensive survey.
ENGINEERING EXPERIMENT STATION
6
II. ACKNOWLEDGMENTS
The writer expresses his appreciation to the City of Portland, Oregon, for the active interest taken in the matter of the sanitary condition
of the Willamette River and for permission to publish the material contained herein. The writer especially acknowledges the cooperation of
Commissioner 0. R. Bean of the Department of Public Works, City of
Portland, Dr. David B. Chariton of the Chariton Food and Sanitary Laboratory, and those persons who assisted in the accumulation of the data.
III. INTRODUCTION
1. General. The abatement of pollution of the Willamette River has
been a matter of concern to many agencies. The State Board of Health,
the League of Oregon Cities, the State Fish and Game Commissions, the
pulp and paper industry, the canning industry, the gas companies, the
Reconstruction Advisory Board, the State Flax Industry, the Isaac
Walton League, the Anti-Pollution League, the City of Portland and other
municipalities; Oregon State College, and the University of Oregon at
various times have concerned themselves with the question of river pollution. Many opinions have been expressed in general meetings, and through
the press. The information regarding the condition of the Willamette
River is quite comprehensive, and may be found mainly in the following:
(a) Records of the Department of Public Works of the City of Portland. Condi(b) Preliminary Reports of the Control of Stream Pollution in Oregon. Bulletin
No. 1, Oregon State College Engineering Experiment Station, 1929.
(c) A Sanitary Survey of the Willamette Valley. Bulletin No. 2, Oregon State
College Engineering Experiment Station, 1930.
(d) Report of Reconstruction Advisory Board. General Survey of Willamette
River Valley, 1933.
(e) Report of the Technical Committee on Pulp and Paper Trade Wastes, 1933.
(1) Thesis of E. F. Howard, Oregon State College, 1934.
(g) Thesis of M. O'Dell, Oregon State College, 1934.
(h) Sewage Works Journal, V. 6, No. 3, 1934.
tions surveyed from Seliwood Bridge to the Columbia River, 1926-28.
The major portion of the work reported has dealt with individual trade
wastes, problems of domestic waste disposal, or (with the exception of the
studies conducted by the City of Portland prior to 1929) has been restricted
to the portion of the river above the city boundary of Portland. In view
of the fact that a rather complete report (1)* had been prepared regarding
the up-river condition, it appeared logical to continue the survey from
the Seliwood Bridge to the confluence of the Willamette and Columbia
Rivers.
2. Specific. Because of the lack of recent information concerning the
condition of the Willamette River within the city boundaries of Portland,
and because of the interest created by the anticipated sewage disposal
project of that city, a proposal was made to the Portland City Council
through the Department of Public Works to conduct a four-week survey
of the river from Sellwood Bridge to the Columbia River during low-water
period. This proposal was adopted by the council as a city ordinance, The
survey was officially started September 5 and continued until September
27, 1934. This bulletin records the results of this survey and draws from
these results the conclusions that appear warranted.
Numbers in parentheses refer to Bibliography.
A
SANITARY SURVEY OF TIlE WILLAMETTE RIVER
7
IV. PROCEDURE
1. Selection of stations. To provide for the possibility of correlation
of data, the same sampling stations used by the City of Portland studies
in 192&28 were selected for this survey. This selection was similar with
the exception of Station No. 1 above the Seliwood Bridge. This station
was selected at one quarter mile above the bridge to agree with the last
station, No. 28, of the sanitary survey of 1929 (1). The stations chosen
were seven in number and were located as indicated in Table 1.
Table 1. DESCRIPTION OF SAMPLING STATIONS
Station
number
Designation
Feet
0
2
.............
3
.............
4
5
Feet
91,920
73,770
65,450
50,500
14,400
13,400
18,000
36,100
22,700
4,700
Spokane, Portland & Seattle
--------------------------Railway Bridge
Pier 2Municipal Terminal 4
----- -
6 -----------7 ------------
Approximate river
distance from
Columbiajetty light
18,150
Ross Island Bridge
Burnside Bridge .......................................8,320
14,950
Kerr Gifford Mill -----------------------------------
Seliwood Bridge
1
Approximate river
distance
between stations
Gillihan's Landing --------------------------------
On all river trips samples were taken at all stations designated. Numerous other stations were included on certain trips for specific reasons
and adequate designations are provided in subsequent portions of this
bulletin for samples taken at "extra" stations.
2. River trips. All river trips were made in the Harbor Patrol boat,
Mulkey, and started with the sampling of the water at the last station down
the river at Gillihan's Landing. The trips were arranged by time to accommodate tide conditions, and as it was desirable to "ride the tide" as much
as possible, the trips progressed upstream.
At each station the following procedure was adopted:
(a) A sounding for depth was made with a steel cable that was
marked in one-foot intervals.
(b) Three standard sample bottles were lowered to one-fourth
of the measured depth and filled by use of submerged sampling appara-
tus. Two of these bottles were stoppered at once for the dissolvedoxygen test (duplicates) and the temperature of the water was obtained from the third. A portion of the third bottle was reserved as a
part of the composite solids-determination sample.
(c) Three standard bottles were lowered to one-half of the measured depth and filled. Two bottles were stoppered for the dissolvedoxygen test. From the third the temperature was obtained. The contents of the third bottle from the one-half depth was used for the bacteriological tests, the contents being transferred to a sterile bottle.
The portion of the one-half-depth sample that was used for the composite for the solids determination was drawn from the reserve tank
on the sampler.
(d) The same procedure as in (b) was carried through for the
three-quarters depth.
(e) During the time interval between stations, the dissolved-oxy-
gen determination was completed according to the Rideal-Stewart
8
ENGINEERING EXPERIMENT STATION
modification of the Winkler procedure (2) (3) as far as the liberation
of the iodine. The samples were then placed in containers for transport to the laboratory.
Figure 1 shows a diagram of the sampling apparatus used, Figure 2
shows the same equipment with the boat reel and surface cock. The
capacity of the reserve tank (D, Figure 1) was sufficient to draw through
a volume equal to three times the volume of the sampling bottles. This
insured a representative sample of water free from entrained air. The
cable and tube leading to the surface were marked in one-half foot intervals
to facilitate dropping the sampling apparatus to the proper depth.
The above described procedure was repeated at the seven regular stations so that 42 dissolved-oxygen samples, 7 solid samples, and 7 bacterial
samples were taken on each trip. These numbers do not include the
samples taken at the "extra" stations. Eight river trips were made on the
dates of September 5, 7, 11, 13, 18, 20, 25, and 27, 1934.
3. Laboratory procedure. All samples obtained from the various river
trips were transported to the laboratory for final analyses. These analyses
were started or completed within a period of six hours after leaving the
boat. As precautions were taken to prevent fluctuation in temperature and
exposure to light, the results of the analyses may be considered to be typical of the water as sampled.
The titration of the iodine liberated in the dissolved-oxygen test was
the first laboratory procedure. As all test procedures to the point of titration had been completed on the boat, it was only necessary to measure the
standard quantity of the solution and titrate to starch endpoint. In many
cases, the entire absence of color indicated the lack of any dissolved oxygen. These samples, however, were titrated to an endpoint regardless of
appearance.
The samples for the solids determinations were taken to the laboratory of E. W. Lazell, Portland, where the suspended material was determined by filtration and the dissolved material by evaporation of the filtrate.
The sum of the suspended solids and the dissolved solids constitute the
total solids content.
Two standard bacteriological tests were made according to "Standard
Methods" of the American Public Health Association (3). The quantita-
tive determination (bacterial count) was made at 37° C. for a 48-hour
incubation period. The qualitative test for the coli-aerogenes group
("B.coli" group) was made in duplicate in a series of dilutions from 1:10
to 1 :10,000, and the usual confirmation tests were conducted upon the
higher dilutions showing gas production. The results of the latter test are
expressed in a recognized form; namely, "B. coli Index."
The hydrogen-ion concentration of the water samples was obtained
by taking a portion of the bacterial sample and using the electrometric
method of pH determination with a glass electrode and calomel half cell.
4. Velocity measurements. It was considered important to obtain an
average figure for the quantity of water flowing in the river during the
test period. Two sets of measurements were obtained by river traverses
using a Price current meter to determine velocity. The river width at the
gaging location was established by stretching a marked cable from shore to
shor. A velocity measurement was made at 0.6 depth for every 25 feet of
width. The data thus obtained made possible a calculation of the average
A SANITARY SURVEY OF THE WILLAMETTE RIVER
Figure 1. Diagram showing flow of water through sampling apparatus.
Figure 2. Sampling apparatus and spool of hose used to lower sampler into river.
ENGINEERING EXPERIMENT STATION
10
flow at the section considered. For various reasons which will be explained
later, only two traverses were made.
Samples of the water were taken every fifty feet during the traverse
of the river. It is generally realized that there is some variation in the
oxygen concentration across a river that is not too polluted (4); but for
waters that are low in dissolved oxygen, usually it is true that little or no
variation is experienced from bank to bank (1). In order to establish the
truth of the condition concerning this survey, it was deemed necessary to
take the samples described so that a dissolved-oxygen 'traverse" could be
recorded.
5. Tide records. Although soundings for depth were taken at each
point of sampling of the river, these data did not appear significant enough
in so far as the tide fluctuations were concerned; consequently tide data
as recorded by the United States Weather Bureau tide gage at the foot of
Stark Street were obtained for each sampling period. Yearly and seasonal
variations of the tides were obtained to compare the present condition
with the average or expected. While the Stark Street record does not
represent the actual condition for stations other than that at the Burnside
Bridge, the period of time covered by a river trip was so short that the
record may be taken as representative of the particular tide condition.
6. Time of flow. It was considered important to obtain the time of
flow of the river through the length covered by this survey. This time
was calculated from a series of 33 cross-sections as taken from Port of
Portland data (United States Engineer's Office). These cross-sections
were planimetered for area, and by the end-area method the average velocity of the river for the length between cross-sections was determined,
using average quantity of flow. By applying the river length, the elapsed
time between sections was determined. As the Port of Portland data were
taken in February and March, 1934, and expressed as river depths at mean
low-water level, it was necessary to apply corrections to establish the
cross-sections for conditions pertaining to the period of this survey.
7. Prolonged sampling period. On September 14 and part of September
15, a twenty-four-hour sampling schedule was arranged. The point selected
for sampling was approximately 100 feet below the Union Pacific and
Southern Pacific Railway Bridge. Samples were taken at one-half depth
at hourly intervals. These samples were tested for dissolved oxygen, pH
value, bacterial count, and solids. The prolonged sampling period was
considered necessary to establish some factors regarding the variations
due to tide action and the activities of the population contributing to the
stream. As the sampling day was Friday, no effect due to the influence of
Sunday on any industrial load should have been encountered.
8. Biochemical oxygen demand. On four of the eight river trips,
samples of water were taken at station No. 1 at half depth and returned
to the laboratory for the biochemical-oxygen-demand test. This test consists essentially of an incubation of the water samples at 20° C. under
anaerobic conditions. At perodic intervals the samples were tested for their
dissolved-oxygen content. The decrease in oxygen content with time is
considered to be the rate at which the waters will demand oxygen or consume oxygen in the process of decomposition of the oxygen-consuming
materials. It was considered important to know this pollutional load on
the river at the entrance to the Portland harbor.
A SANITARY SURVEY OF THE WILLAMETTE RIVER
11
V. RESULTS AND DISCUSSION
1. Stage of tide. At the outset, it was realized that any study of the
condition of the Willamette River within the Portland harbor should consider the variable factor of the stage of the tide. An effort was made to
distribute the testing periods in relation to tide conditions. In terms of
the tide record as taken by the Stark Street gage, Figure 3 shows the tide
cycles for the various dates upon which the river samples were taken, and
also the portion of the tide cycle covered by the sampling period. It is
not intended that this figure should be interpreted as indicating actual tide
at any sampling point as at the start of the time of sampling in the lower
part of the river, the Stark Street gage would be recording a tide that was
approximately one and one-half hours ahead or behind the tide condition
at the sampling point. At the time of sampling at the uppermost station
(No. 1), the gage would be recording a tide that was ahead or behind by
about the same time interval when referred to the sampling point. This
small difference in time, however, is unimportant.
As will be noted from Figure 3, the sampling period covered one highhigh, four low-high, and three low-low tides, between a minimum recording
of 1.3 feet and a maximum of 4.3 feet. The mean of these two extremes,
or 2.8 feet, is compatible with the average mean for the month of September as indicated by Table 2 for the years from 1926 to 1933 inclusive. The
mean tide level for the past fifty years for the month of September is 3.5
feet, a level in excess of either the average for the eight years recorded in
Table 2 or that during the test period. Tue month of September is not the
lowest stage of the river as the fifty-year average for the month of October
is 2.7 as compared to 3.5 feet for September.
Table 2. Ties LEVELS FROM 1926 o 1933 INcLusivE.
(Monthly mean tide level at Stark Street in feet.)
Year
1926
1927
1928
1929
1930
1931
1932
1933
January
Febru-
ary
2.6
6.4
7.6
2.9
7.5
1.5
6.5
2.7
4.8
6.2
2.7
3.5
3.7
9.2
4.6
2.0
April May
4.1
5.6
8.1
3.8
3.4
4.0
9.4
5.6
4.8
5.5
8.4
12.5
5.1
17.1
7.8
10.0
5.2
7.4
10.2
6.0
8.6
7.9
16.7
12.1
Au-
June
5.8
20.4
17.9
13.8
10.1
8.9
18.1
22.4
gust
4.9
14.7
3.3
11.1
7.3
6.1
6.1
11.2
15.9
5.5
4.0
4.5
3.6
4.8
6.4
6.6
SepNotern- I Octo- vem-
_J
2.7
4.8
2.9
2.6
2.9
2.8
2.9
3.8
ber
ber
2.8
4.6
2.0
2.7
2.7
4.2
5.5
2.3
1.7
1.9
1.8
9.3
2.3
0.7
1.7
2.7
Dccern-
ber
6.4
8.3
2.4
3.0
1.5
3.3
4.8
12.6
The yearly mean tide cycle in the Willamette River has, in general, one
high peak and two low portions, the peak occurring from May to August
with the low periods on either side of the peak. The extreme low-water
condition occurs in the second low period from August to November and
may have a duration as long as four months. The river stage as represented by the data in this bulletin may, therefore, be considered as applicable for approximately one-fourth of the year throughout the summer
low-water period, and it is pertinent to state that conditions relative to
the stage of the river at the time of testing were not extreme.
Based upon average figures for tide height and dimensions of the
harbor basin, the accumulation of water in the river between low and high
tides below the Sellwood Bridge for low-water periods has been estimated
ENGINEERING EXPERIMENT STATION
12
as approximately 375,000,000 cubic feet. During an incoming tide of about
16,000 seconds duration, the flow of the river amounts to approximately
64,000,000 cubic feet. Considering that none of the inflow leaves the basin,
the difference of approximately 310,000,000 cubic feet can only be provided
5
4
3
2
C
5
4
Id
W2
co
z
Lii
0
<2
0
0
5LI I.
5
4
3
2
TIME
OF
DAY
Figure 3. Tide chart showing stage of tide for various sampling periods. Tide height as
recorded by Stark Street gage.
A SANITARY SURVEY OF THE WILLAMETTE RIVER
13
by backwater from the Columbia River. That this estimated condition is
fact will be demonstrated by subsequent test data.
If the 310,000,000 cubic feet of Columbia backwater is taken as a solid
wall of water, the Columbia would proceed up the Willamette Channel as
calculated from the Multnomah Channel entrance, a distance of 1.85 miles
or slightly above Municipal Terminal No. 4 (Station 6). The true condition, however, is not represented by a solid wall of water. Owing to the
fact that the Columbia River water is at a lowçr temperature (higher
density) than the Willamette River water, the Columbia backflows into
the Willatnette on the bottom of the river. Equalization of temperature
and diffusion cause the Columbia water to enter as a wedge along the bottom of the Willamette channel. This condition approximately doubles the
length of travel of the Columbia water, so that the estimated flow should
extend to somewhere between the Spokane, Portland & Seattle Railway
Bridge and the St. Johns Bridge. Subsequent data will substantiate this
contention.
The conditions due to tide action as just described have a marked influence upon the sanitary condition of the Portland harbor. During incoming tide, the harbor basin simply acts as a reservoir for Willamette River
water; in fact, existing evidence shows that some of the water in the lower
part of the harbor is pushed back up the river by tide action and the river
actually flows upstream at certain tide stages. Such a condition of tide
means that the results of any tests of the river water must consider the
tide condition at the time of sampling because the accumulation of waste
or ponding of water influences the test values obtained.
2. Flow measurements. In order to correlate the data of the various
tests of the river water, it was considered important to know the actual
flow of Willamette River water into the Portland harbor. It was realized
that velocity measurements could not be taken in the lower part of the
river owing to fluctuations of the tide; consequently, a velocity traverse
was made at Station No. 1 above the Sellwood Bridge. Figure 4 shows the
cross section of the river at Station No. 1 as measured on August 31, 1934.
The cross section was calculated as 20,078 square feet and the average
velocity as determined by traverse with a Price current meter was 0.23
feet per second, which gives a flow of 4,617 second feet.
Even at a point as far upstream as Sellwood Bridge, however, tide
action influenced the flow to such an extent that a further attempt was
made to measure the velocity at Clackamas Rapids about one mile below
Oregon City. These gagings were made on September 16, 1934, and repeated traverses at periods corresponding to both high and low tide
stages in the lower river gave readings of less than 2,000 second feet.
As it was known that the flo of the Clackamas River is close to 660
second feet, the difference between the previously measured 4,600 and
2,600 was difficult to explain. To account for the low values, the executives
of the companies operating power units at Oregon City were consulted.
It was learned that owing to a decrease in demand on the power units
over week ends, water is allowed to impound behind the dam at Oregon
City so that normal flow is not fully established until Tuesday or Wednesday of each week. Furthermore, consultation with the operating division
of the Portland General Electric Company brought out the fact that the
flow in the Clackainas was variable owing to variable demand on the power
ENGINEERING EXPERIMENT STATION
14
units. An average figure of 660 second feet was obtained from the power
company's flow records.
Such conditions as those described indicate that the flow of the Willamette into Portland is quite variable. As it was desirable to obtain some
average figure, however, a repeated gaging of the Willamette at Clackaa:
ON
w
2
0
Cl)
Ci,
0
I.
w
Ui
..............
W.IWLLt4IuNl
u..uuuuu
uuiuuuuuuuu
iir-uuu
IC
2C
U-
I
I.-
C
3(
4(
__
::: 700
50 ______________________ ___________________________
400
600
800
500
200
300
WIDTH OF RIVER FROM WEST BANK IN FEET
Figure 4. Cross section of the river and results of dissolved-oxygen traverse at Station No. 1
(Sellwood Bridge).
0
100
mas Rapids was made on Friday, September 21, 1934, when it was assumed
that the river had reached normal flow. For an area of 3,402 square feet,
an average velocity of 1.08 feet per second was obtained, which gave a flow
of 3,674 second feet. Adding the average flow of 660 second feet for the
Clackamas gives a flow of 4,334 second feet. This is increased to approximately 4,384 by the Oswego Canal. This figure is in substantial agreement
with the 4,617 second feet obtained by the traverse at Sellwood Bridge.
Both values are higher, however, than the summation of values of the
United States Geological Survey as given in Table 3, as 3,895 second feet.
Owing to the various uncertainties as to flow, but placing some faith in
the records and measurements made, a figure of 4,000 second feet was
considered to approximate closely the flow for the period of the tests and
hence was used in all calculations.
Table 3. ESTIMATED Fr.ow OF WILLAMETTE RIVER ON SEPTEMBER 10, 1934
(United States Geological Survey data.)
Drainage area
Station
Discharge
7eei
Square miles
1.
7,420
728
493
323
710
Salem
2. Yamhill River
3. Pudding River
4. Molalla River
5. Tualatin River
6. Oswego Canal
7. Clackamas River
8. Added area below gaging stations ........................
.... -
...........................................................
............................ -
TOTAL ............................................
-
....
1
2,880
70estimated
60
60 estimated
15
1
665
700
11,039
50
660
100 estimated
3,895
A SANITARY SURVEY OF THE WILLAMETTE RIVER
15
3, Flow time. The determination of rate of flow (average 4,000 second
feet) makes possible the calculation of the time of flow of the river water
from Station No. 1 to the Columbia. Although tide action influences flow
rates for short time intervals, it is not possible for water to "pile up" in
the Portland basin. The inflow at Seliwood, therefore, must pass through
the basin in an average time regardless of tide fluctuation. As the wastes
contained in the upper river will continue to demand oxygen from the
stream during passage through the Portland basin, it was considered necessary to estimate the flow time through the harbor. Table 4 gives the area,
velocity, distance between stations, and elapsed time for a total of 33 cross
sections distributed between Sellwood Bridge (Station No. 1) and Gillihan's Landing (Station No. 7) which was located 4,700 feet from the jetty
light at the confluence of the Willamette and Columbia Rivers. It will be
Table 4. TIME OF RIVER FLOW
Section
number
0
2
3
4
11
12
13
14
15
16
17
18
19
10
[1
[2
[3
[4
[5
[6
[7
8
9
10
11
12
3
Area
Velocity
Average
velocity
Square
feet
Feet per
Feet per
29,300
29,300
35,290
28,500
20,720
33,000
27,300
30,860
26,900
37,700
29,200
30,600
35,580
33,470
30,400
31,460
56,500
85,600
50,530
42,500
51,670
42,960
59,400
48,890
40,700
35,140
42,890
32,700
31,580
22,190
33,500
49,910
23,140
24,500
0.136
0.136
0.113
0.138
0.193
0.121
0.146
0.130
0.149
0.106
0.137
0.131
0.113
0.118
0.132
0.127
0.071
0.047
0.079
0.094
0.077
0.094
0.067
0.081
0.098
0.113
0.093
0.120
0.127
0.180
second
second
Elapsed time
Distance
from
Station 1
Between
sections
Total
Feet
Days
Days
Station
number
0
0.136
0.129
0.125
0.165
0.157
0.133
0.138
0.139
0.127
0.121
0.134
0.122
0.115
0.125
0.129
0.099
0.059
0.063
0.086
0.085
0.085
0.080
0.074
0.089
0.105
0.103
0.106
0.123
0.153
0.150
0.100
0.126
0.169
0120
0.080
0.173
0.165
18,400
19,000
20,400
22,450
23,625
25,175
26,375
26,575
28,400
30,400
31,200
32,400
33,950
34,400
36,400
40,400
41,400
43,100
44,500
46,100
48,850
50,750
52,950
55,350
56,200
57,900
61,700
61,900
63,900
68,000
70,450
73,350
74,050
86,500
I
1.57
0.05
0.13
0.14
0.16
0.05
0.10
0.02
0.17
0.19
0.07
0.11
0.16
0.04
0.18
0.47
0.20
0.31
0.19
0.22
0.37
0.27
0.34
0.31
0.09
0.19
0.41
0.02
0.15
0.32
0.28
0.27
0.05
1.57
1.62
1.75
1.89
2.05
2.10
2.20
2.22
2.39
2.58
2.65
2.76
2.92
2.96
3.14
3.61
3.81
4.12
4.31
4.53
4.90
5.17
5.51
5.82
5.91
6.10
6.51
6.53
6.68
7.00
7.28
7.55
7.60
2
3
4
5
6
Multnomah
Channel
7-Gillihan's
Landing
noted that no figure for elapsed time is given to Station No. 7 for the reason
that at no time during the test period was Willamette River water observed
at this station.
A definite line of demarcation was always visible between the darkcolored Willamette River water and the green Columbia River water, this
ENGINEERING EXPERIMENT STATION
16
line being in the vicinity of the inlet to Multnomah Channel. There is every
reason to believe that the Columbia backflows into the Willamette in the
last 12,400 feet of river at practically all times during low water, and that
at high tides both Columbia and Willamette River waters flow down Multnomah Channel, while at low tides the flow down the channel is primarily
Willamette River water. Consequently, an elapsed time for \'Villamette
River water of 7.60 days from Sellwood to Multnomah Channel is indicated.
The selection of a larger number of river cross sections might to some
extent alter the flow time. It was considered, however, that sufficient sections were planimetered to be within the accuracy of the flow of 4,000
second feet.
4. Dissolved-oxygen traverse. Figure 4 shows the variation in dissolved oxygen across the width of the river as determined at Station No. 1.
The results check anticipated values (1) and little difference in dissolved
oxygen was experienced from one bank to the other, indicating that a
single sample at any point in the width of the river would be fairly repre-
sentative of the water as a whole.
To check the distribution of dissolved oxygen across the river width.
a second traverse was made at Rocky Point which is located one-half mile
above the Sellwood Bridge. Table 5 gives the results of this traverse. No
appreciable variation between banks was encountered.
Table 5. DISSOLVED-OXYGEN TRAVERSE AT ROCKY POINT, AUGUST 31, 1934
Dissolved
oxygen
Distance from
west bank
P.p.m.
Feet
75
125
175
............................... -.
...............................
225 -----------------------------------
275
325
375 -----------------------------------
-
2.98
3.27
3.18
3.18
3.22
3.18
3.18
Distance from
west bank
Dissolved
oxygen
Feet
P.p.m.
425
475
525
575
625
675
725
3.18
3.18
3.18
3.12
3.08
2.98
3.02
Attention is called to the fact that the average dissolved oxygen as
indicated by the Station No. 1 traverse of 3.20 and the average at Rocky
Point of 3.14, or an average of 3.17, is approximately 32.2 per cent saturation at existing temperatures. Such a low figure connotes a heavy pollutional load upon the river before it ever encounters the wastes from the
city of Portland. It is pertinent to remark that the actual oxygen content
during the low-water season of 1934 was less than that encountered at the
same station in the 1929 survey (1) of the river, and lower than the projected values as calculated from the oxygen demand of up-river wastes (5).
These figures will be referred to again under the discussion of biochemical
oxygen demand.
5. Data for river-sampling periods. Table 6 gives the date, number of
the river trip, station designation, station location, tide index, and depth
of river at the point of sampling for the eight river trips made. The station designation remains the same in subsequent tables of data, the first
figure being the trip number and the second figure the sample number during a particular trip. As the seven regular sampling stations are suitably
17
A SANITARY SURVEY OF THE WILLAMETTE RIVER
marked, no confusion should arise between the regular stations and the
'extra" stations sampled during some of the trips. The tide index of Table
6 is an arbitrary number that represents.the fraction of the particular tide
cycle completed at the time of sampling. The negative signs of the tide
index indicate an outgoing tide and the positive signs an incoming tide.
Table 7 presents the temperature, dissolved-oxygen content of the
water, and percentage saturation of the water with oxygen at the measured
temperature for one quarter, one half, and three quarter depths at all stations sampled. It will be noted that the river water enters the city of Portland (Station No. 1) with a dissolved-oxygen content between 5.17 and 3.79,
an average for all tests of 4.46 parts per million, or 48.6 per cent saturated.
All tests on samples taken during the river trips gave a higher oxygen con-
centration than the average traverse at Station No. 1 or Rocky Point. The
latter tests were taken at extreme low tide, however, and may not be cOrnLEGEND
I
I
SAMPLEAT
-
0
I
o.
LANDING
'
Li STA. 61
ERMINAL
NO.4
IIIss;I
6'
4NDE
'
'
I
U
:
DEPTH
IBR/DGErJ42
CD
I
I
'I
8$ELLW000______
Lii
I
I
ISLANDI
I
BR/OGE
i
I
STA. 5
OGE STA.4 S.R8S.
KERR
R. P.
MILL
0
0
20
30
40
50
DISTANCE FROM STATION NO. I
Figure
S.
___________
GIFFORD 'BR/XE
2
0
Cl)
I
i
i
Z
I
STA.7
QIWHAN'S
I
60
70
80
90
00
THOUSANDS OF FEET
Variation and average dissolved oxygen at the seven regular sampling stations
and at five intermediate sampling stations.
parable. It was considered that the samples taken on the river trips were
on the average more representative of actual condition. This condition of
partial depletion of oxygen more nearly agrees with the values obtained in
previous surveys (1) (5).
For all river trips, the progressive decrease of the oxygen content
down river from Station No. 1 is evident, until at the south end of Swan
Island (Regular Station No. 4Kerr Gifford Mill), the dissolved oxygen
in the river is ENTIRELY DEPLETED. This fact is evident from Figure 5, which
ENGINEERING EXPERIMENT STATION
18
Table 6. DESIGNATION OF STATIONS, TIME OF TEST, RIVER DEFTH
River trip number
and station
designation
Location
Time
Tide
index
River
depth
Feet
1st trip-
September 5, 1934
1la
1-2k.. ----- ..
1-4
1-5
1-6
1-7
--------
..
------------ -------------------------
Seliwood Bridge
Ross Island Bridge
Burnside Bridge
Kerr Gifford Mill
S. P. & S. Railway Bridge
Municipal Terminal No. 4
Gillihan's Landing
1:52p.m.
1:27
1:05
12:12
11:25a.m.
11:03
10:33
-0.95
-0.92
-0.85
-0.80
-0.75
-0.70
-0.65
27.5
38.0
46.5
45.5
41.0
36.4
33.5
8:49a.m.
8:20
8:08
-0.35
-0.29
-0.27
-0.24
-0.17
-0.13
-0.10
-0.08
-0.05
33.5
31.5
31.5
49.0
37.0
-0.39
-0.33
-0.29
-0.23
-0.17
-0.11
-0.05
30.5
44.0
48.0
52.0
45.0
36.5
37.0
36.0
2d trip-
September 7, 1934
Sellwood Bridge
Ross Island Bridge
P.E.P.Cable Crossing
Burnside Bridge
Kerr Gifford Mill
2-5'
2.6i
.. S. P. & S. Railway Bridge
2-7 ....................... Municipal Terminal No. 4
Postoffice Bar Flash
2-8
Gillihan's Landing
2-9
2-1
2-2
2-3_ ................
2.4
7:55
7:19
6:56
6 :36
6:12
5:55
42.0
34.5
38.0
36.0
3d trip-
September 11, 1934
3- ---------------- -
Sellwood Bridge
Ross Island Bridge
Burnside Bridge
3.3k..
Gifford Mill
3-4k
......................
35i ........................ Kerr
S. P. & S. Railway Bridge
Municipal Terminal No. 4
3-6
Postoffice Bar Flash
3-7
3-8' ....................... Gillihan's Landing
3-2
............ -
11:08a.m.
10:27
10:10
9:37
9:12
8 :50
7:56
7:40
0.00
4th trip-
September 13, 1934
4-
Seliwood Bridge
Ross Island Bridge
Burnside Bridge
4_45
Kerr Giftord Mill
S. P. & S. Railway Bridge
4.5
St. Johns Bridge
4.6 ....
Municipal Terminal No. 4
4-7'. -----------4.8 ........................... 2,500 ft. down Multnomah Channel
4-9 ............................ Gillihan's Landing
4-2
4-3
12 :00m.
11:33a.m.
11:15
10:53
10:30
10:17
10:00
9:45
9:23
-0.37
-0.32
-0.28
-0.23
-0.19
-0.15
-0.12
-0.09
-0.05
31.0
42.0
47.5
52.5
41.0
42.5
37.0
20.0
34.5
5th trip-
September 18. 1934
5.1a
5-2
5.4
5.6
57a
5-9'.
.. Sellwood Bridge
Ross Island Bridge
Burnside Bridge
Kerr Gifford Mill
S. P. & S. Railway Bridge
St. Johns Bridge
Municipal Terminal No. 4
2,500 ft. down Multnomah Channel
Gillihan's Landing
1:21p.m.
12:54
12:37
11:34 a.m.
11:20
11:06
10:49
10:30
10:10
+0.39
+0.29
+0.25
+0.20
3:20p.m.
+0.48
±0.39
+0.31
+0.20
+0.12
±0.02
0.00
-0.99
-0.97
-0.94
-0.91
26.0
41.0
45.5
40.0
40.0
38.0
35.0
25.0
34.0
6th trip-
September 20, 1934
6-
Sellwood Bridge
Ross Island Bridge
Burnside Bridge
Luckenbach Terminal
Kerr Gifford Mill
S. P. & S. Railway Bridge
St. Johns Bridge
6-8'.._ .................... Municipal Terminal No. 4
6-9' ------------------------- Gillihan's Landing
6-2
6-3
6-4 .................... -6.5
6-6 ------------ 6-7
5See next page.
3
:00
2:40
2:22
2:07
1:43
1:30
1:15
12:50
-0.99
-0.97
--0.95
26.5
46.0
47.0
38.5
50.0
40.0
40.5
35.5
34.5
A
SANITARY SURVEY OF THE WILLAMETTE RIVER
19
Table 6. DESIGNATION OF STATIONS, TIME OF TEST, RIVER DRFTH-Continued
River trip number
and station
designation
Location
Time
Tide
index
7th trip-
Feet
September 25, 1934
Seliwood Bridge
7-
Ross Island Bridge
Burnside Bridge
Broadway Bridge
7.4
Luckenbach Terminal
7.5
E. and W. Sawmills
7-6
Kerr Gifford Mill
7-?'
S. P. & S. Railway Bridge
7-8'..
7.9 .................... -- Portland Manufacturing Company
St. Johns Bridge
7-10
GeneTal Oil Dock
7-11
Municipal Terminal No. 4
7-12'
Opposite Multnomah Channel
7-13
7-14
Postoffice Bar Flash
-------------- Gillihan's Landing
7-15'..
7-2'
7.3'
River
depth
........................
....................
.....................
.........................
..........................
.... -
12:10p.m.
11:30a.m.
11:15
10:56
10:48
10:40
10:28
10:04
9:57
9:50
9:45
9:10
8:50
8:41
8:28
-0.52
-0.44
-0.39
37.0
42.0
46.5
-0.27
-0.24
41.0
42.0
-0.09
37.0
0.00
35.0
-0.20
-0.14
-0.09
-0.03
28.0
8th trip-
September 27, 1934
Sellwood Bridge
Ross Island Bridge
8-2'
Burnside Bridge
8-3'
Kerr Gifford Mill
8-4'
S. P. & S. Railway Bridge
8-5'
Municipal Terminal No. 4
8-6'
Gillihan's Landing
8-7'..
'Indicates regular sampling stations (see Table 1).
8-
......................
............ - .......
.......................
......................
11:30a.m.
11:00
10:45
10:13
9:45
9:31
9:02
+0.91
+0.85
+0.73
38.5
48.5
48.0
41.0
36.5
36.0
shows the variation in dissolved oxygen and the general average as encountered at the various stations. Relative to the dissolved-oxygen content, the situation between the Kerr Gifford Mill and the Spokane, Portland and Seattle Railway Bridge could not be worse, an area of denuded
water existing for a river distance of approximately 14,400 feet. The consistency of the low dissolved-oxygen concentration within this area on all
river trips indicates that during low-water periods there is no question
regarding the existence of a large section of river that is in a subnormal
state.
It will be noted that the variation in dissolved-oxygen content at all
depths of sampling at the various stations (Figure 5) is the same within
experimental error for all of the stations above the Spokane, Portland &
Seattle Railway Bridge. This condition is not true of the stations down
the river. The variations encountered are of different magnitude and the
mean values indicate an increasing dissolved-oxygen content from top to
bottom of the river. This variation is due to the fact that, especially at high
tide but in a measure at all tides, the Columbia River water has backed into
the Willamette channel on the bottom and increased the dissolved-oxygen
concentration. It is evident that the Columbia waters proceed upstream
no farther than between the St. Johns Bridge and the Spokane, Portland
& Seattle Railway Bridge; otherwise at some river trip a higher dissolved
oxygen would have been encountered at three quarters depth for the latter
station.
The percentage of saturation values indicate the same conclusions as
those arrived at in respect to the dissolved oxygen. One additional fact is
evident, however, namely, that the Columbia waters are colder than the
20
ENGINEERING EXPERIMENT STATION
Willamette waters and are practically saturated with oxygen. Upon entering the Willamette channel on the bottom, the temperature is increased by
contact with the warmer water, this increase taking place without loss of
oxygen. The waters then become supersaturated and show a percentage
greater than 100, this supersaturation becoming less evident upstream. The
temperature data reflect the same condition of flow of Columbia River
water on the bottom. Decrease in temperature is experienced as the depth
Table 7. DISSOLVED-OXYGEN DATA
Station
desig-
nation
1-1
1-2
1-3
1-4
1-5
1-6
1-7
2-1
2-2
2-3
2-4
2-5
2-6
2.7
2-8
2-9
3-1
3-2
3-3
3.4
3-5
3-6
3-7
3-8
4-1
4-2
4.3
4.4
4-5
4-6
4-7
4-8
4-9
5.1
5.2
5-3
5-4
5.5
5-6
5-7
5-8
5-9
6-1
6.2
6-3
6-4
6-5
6-6
6-7
6-8
5-9
...
Temperature
Dissolved oxygen
-
depth
depth
depth
deptl
Degrees
Degrees
Degrees
P4'.m.
P.p.en.
P.p.m.
4.85
1.87
0.81
0.10
0.05
4.75
1.95
0.69
0.05
0.00
2.42
9.80
4.85
1.89
0.82
0.18
0.10
4.43
8.60
3.97
4.57
2.90
0.96
0.00
0.00
4.90
9.40
9.41
4.11
4.61
2.75
0.90
0.00
0.00
6.06
9.47
9.47
3.79
2.85
1.23
0.00
0.00
1.79
9.70
9.95
3.82
2.70
42.3
1.20
13.6
4.29
4.30
2.24
0.00
0.55
0.82
2.82
5.48
9.90
4.36
4.13
2.16
0.00
0.32
2.65
4.90
5.47
9.98
4.89
2.96
1.30
0.00
0.00
0.00
0.70
4.81
8.59
5.06
3.21
1.34
4.52
4.27
3.18
4.50
4.25
3.35
1.36
0.05
0.08
0.08
0.40
9.70
1.05
C.
C.
C.
22.0
22.0
22.4
22.2
22.2
22.0
20.5
22.0
22.0
22.4
22.2
22.2
22.0
21.5
21.5
21.8
21.8
21.9
21.9
21.5
21.5
21.9
21.7
19.5
19.4
21.5
21.5
21.8
21.6
21.9
22.0
20.8
19.5
19.4
20.6
20.0
20.0
20.0
20.8
20.0
20.6
20.0
20.5
20.3
20.9
20.0
20.6
20.2
20.6
20.7
21.1
19.5
18.1
17.9
18.1
17.8
18.3
17.9
19.9
19.9
20.0
20.3
20.6
20.4
20.1
19.9
20.0
19.9
20.4
19.9
21.2
22.0
20.5
19.2
17.7
19.8
19.8
19.6
19.6
20.0
20.0
20.0
20.0
19.8
19.0
18.2
19.0
18.4
19.7
19.0
19.4
19.8
20.0
20.0
20.1
20.1
18.8
22.0
22.0
20.6
19.6
19.4
19.5
19.0
19.2
19.4
19.7
19.9
19.9
19.8
18.0
9.77
4.05
4.47
2.89
1.06
0.00
0.00
3.06
9.37
9.37
3.83
2.85
1.25
0.00
0.02
1.80
9.90
9.85
4.40
4.34
2.55
0.00
0.65
19.3
19.2
17.7
5.44
9.86
20.0
19.6
19.6
20.1
20.0
20.0
0.82
1.95
4.78
2.98
1.25
0.11
0.00
19.0
18.0
0.00
0.35
4.81
7.22
19.6
18.9
19.1
19.3
19.6
19.8
19.8
19.4
18.0
4.55
4.81
3.05
1.35
0.04
0.10
0.19
0.40
8.45
20.0
19.6
!
1.33
19.9
20.4
20.6
20.0
20.6
20.4
19.8
19.3
17.8
20.0
20.0
20.0
20.2
20.0
22.1
22.4
22.2
22.1
21.4
20.5
depth
1
deptF
0.00
0.10
6.62
9.82
9.93
0.00
0.00
0.05
2.86
4.60
9.38
0.10
0.10
0.00
1.70
9.71
depth
Per
Saturation
______________
depth 1 depth
Per
Per
cent
cent
55.0
21.2
53.8
22.1
7.9
0.6
0.0
27.4
101.0
55.0
21.4
9.4
2.0
44.4
46.1
51.8
31.1
10.1
0.0
0.0
9.3
1.1
0.6
15.0
100.0
45.4
50.0
32.5
11.9
0.0
0.0
34.2
100.1
100.1
31.1
0.0
0.2
19.7
103.5
104.0
48.1
47.4
27.9
0.0
7.2
9.0
21.3
58.6
101.0
52.0
32.5
13.7
1.2
0.0
0.0
3.8
51.6
76.7
49.4
51.6
33.0
14.6
0.4
1.1
2.6
4.4
90.5
51.1
32.7
10.8
0.0
0.0
54.1
100.2
100.2
cent
1.1
49.6
99.0
67.0
100.2
100.2
41.8
31.1
13.6
0.0
0.0
19.5
101.5
104.0
71.8
103.0
104.0
46.7
47.0
24.4
0.0
47.6
45.1
23.6
0.0
6.1
42.1
29.5
13.2
0.0
1.1
3.5
9.0
30.6
58.9
103.0
28.9
52.8
58.8
104.0
52.8
32.1
14.2
0.0
0.0
0.0
7.6
51.6
90.2
54.8
34.8
14.6
0.0
0.0
0.5
31.6
49.2
98.1
48.8
45.6
34.3
14.7
48.6
45.4
35.9
0.5
0.9
0.9
4.4
101.5
11.3
1.1
1.1
0.0
18.2
101.5
A SANITARY SURVEY OF THE WILLAMETTE RIVER
21
Table 7. DISSOLVED-OXYGEN DATA-Continued
Sta-
nation
5 depth
5 depth
Degrees Deree]
17.0
16.6
17.2
17.0
17.6
17.5
18.0
17.4
16.8
16.8
17.4
7-12
7-13
7-14
7-15
16.4
16.8
13.6
13.6
8-1 ......
16.8
17.0
17.2
17.0
17.5
16.9
13.5
17.2
16.8
16.4
17.0
17.6
17.0
13.8
7-1
7-2
7-3 -----7-4 ......
7-s
7-6
7-7 ......
7-8 ......
7-9 -----7-10
7-Il
8-2
8-3
8-4 ......
8-5
8-6 ......
8-7 ------
17.6
17.7
Saturation
Dissolved oxygen
Temperaturi
tIo?S
desig-
5 depth
5 depth
5 depth
5 depth S depth
Degrees
Ppm.
P.p.m.
P.pm.
5.17
3.22
1.71
5M8
C.
16.4
17.2
17.6
5.16
3.15
1.86
0.86
0.48
0.20
1-7.8
0.00
17.8
17.4
17.5
15.8
15.8
14.8
14.0
1.80
2.58
10.86
10.75
4.36
4.15
3.20
0.00
0.00
1.16
11.49
4.40
4.10
17.0
16.6
16.4'
17.0
17.0
16.2
13.6
lIMO
cent
53.0
32.0
19,2
8.8
3.20
L70
..,.
0.00
0.00
18.0
Per
3.32
0.00
0.00
1.51
11.58
I
5 depth 5 depth
Per
Per
Cent
52.9
33.0
17.7
Cent
51.5
33.0
17.6
0.0
SM
2,1
0.00
0.00
0.00
0.00
0.00
2,35
7.01
10.49
10.90
4.47
4.10
3.39
0.00
0.00
6.42
11,63
0.0
0.0
18.3
26.4
0.0
0.0
0.0
0.0
0.0
23.5
104.0
102.0
102.5
105.0
44.7
42.6
33.0
0.0
0.0
11.9
45.4
42.0
33.7
0.0
0.0
I
109.5
0.0
15.5
111.0
70J
45.9
41.7
34.4
0.0
0.0
65.0
112.0
of sampling increases, although this effect is apparent only at those stations
in the lower part of the river, the variation in the upper river being nil.
Table 8 presents the bacterial count, B. coli index, solid content of the
water, and pH values. The bacterial count refers to the number of separate
organisms per cubic centimeter of water as determined by count of plates
incubated for 48 hours at 37° C. The B. coli index refers to the number of
organisms of the coli-aerogenes group that is indicated to be present per
cubic centimeter of water. The solid content refers to the material carried
by the water either in solution or in suspension, the total solid content
being the sum. The pH value refers to the hydrogen-ion concentration,
which indicates approach to neutrality, the value of 7.00 being neutral,
values below 7.00 acid, and values above 7.00 basic.
The City of Portland data (6) record a maximum bacterial count at
Seliwood of 2,300 per cubic centimeter for September, 1926; 45,000 for September, 1927; and 1,800 for September, 1928. The 1929 Sanitary Survey (1)
records 12,100. It appears that the count at this station is quite variable.
This proved to be the case in this survey as the number varied from a low
of 2,400 to a high of 82,000.
The eicplanation of this fluctuation is rather uncertain, but may be
considered as due to two possibilities: (a) the carrying of waste material
from the Portland sewers up the stream by tide action, or (b) the accumulation of wastes from tip river in the region of deep water above Sellwood,
this same material passing downstream with the outgoing tide. It is
believed that the latter possibility is nearer the truth than the former, a
matter that will be alluded to later. It is significant, however, that regard.
less of the reason, a high bacterial count exists at certain times at the
entrance to the city. If it is considered that conditions on the upper reaches
of the Willamette are unsuitable from a sanitary standpoint for bathing,
22
ENGINEERING EXPERIMENT STATION
certainly at Seliwood and, incidentally, at all points below, the practice
should be dangerous.
The highest bacterial count of 180,000 per cubic centimeter was exper-
ienced at the Portland Flouring Mills station. The lowest bacterial count
was obtained at all times at Gillihan's Landing, the last station down river,
which is almost if not entirely Columbia River water. The observed low
count was 100. The distribution of bacteria throughout the river is far from
constant or uniform. Maximums appeared at different locations on different
Table 8. BACTERIAL COUNT, SOLIDS, AND rH VALUES
Station
designation
Bacterial
count
B.
Solid material
coIl
index
Suspended
P.p.m.
2,400
1-2 ------------------------ 20,000
1-3 --------------- .
35,000
1-4
74,000
1-5
28,000
1-6
30,000
1-7
2,200
1-1
2-1
2-2 ------------------- ..
75,000
3,600
2-3
23,600
2-4 ------------------------ 37,000
2-5
180,000
2-6
32,000
2-7
12,700
2-8
1,300
2-9
530
30,000
10,500
3-1
3-2
3-3 ........................75,000
3.4
34,000
30,500
21,400
1,200
580
3-5
3-6
3-7
3-8
25,000
10,400
5,200
35,000
2,300
4,000
1,200
640
1,900
4-1
4-2
4-3
4-4
4-5
4-6
4-7
4-8
4-9
27,500
6,800
28,000
16,000
8,000
3,000
2,000
1,100
5-1
5.2
5-3
5-4
5-5
5-6
5-7
5-8
5-9
6-1
.................... .
6-2
6-3 ........... .
6-4
6-5 ....... .
6-6
5-7
6-8
6-9 -----------------------
100
100
1,000
1,000
100
10.7
23.2
4.4
10
8.5
7.4
3
100
5.5
7.1
9.1
1,000
10,000
10,000
10,000
1,000
10.2
9.7
12.2
3.6
10
9.2
8.0
50
10
3.5
7.3
50
50
1,000
100
100
50
10
0
8.3
12.3
12.9
50
10
4.7
13.6
11.7
8.3
12.0
9.6
7.1
70
1,000
1,000
50
50
50
8.4
7.7
10.2
12.7
5
12.1
10
6.0
50
100
1,000
50
50
50
5.6
15.6
5
5
1,000
10
82,000
18,000
17,000
25,000
19,000
7,100
4,400
2,000
100
1,000
1,000
100
100
0
10
10
10
5
5.3
5.2
8.9
7.2
7.2
15.0
13.0
6.2
10.2
9.6
8.7
5.9
7.1
8.2
15.4
14.3
Dissolved
P.p.sn.
93.0
110.0
110.0
115.0
100.0
120.0
65.0
Total
pH
Values
P.p.m.
105.7
133.2
114.4
120.5
107.1
128.5
72.4
7.10
6.87
6.86
6.91
6.99
7.02
7.37
76.0
69.0
77.0
93.0
85.0
100.0
75.0
75.0
120.0
85.1
79.2
86.7
105.2
88.6
103.5
84.2
6.92
6.94
6.70
83.0
127.3
6.75
6.69
6.73
7.31
8.38
8.29
50.0
60.0
60.0
55.0
80.0
105.0
150.0
140.0
58.3
72.8
72.9
68.6
91.7
113.3
162.0
149.6
6.67
6.72
6.77
6.59
6.61
6.94
7.99
8.24
99.7
6.69
6.90
6.85
6.72
6.62
95.0
90.0
120.0
130.0
105.0
100.0
100.0
100.0
110.0
97.1
127.0
138.4
112.7
110.2
112.7
112.1
116.0
65.0
45.0
90.0
65.0
70.0
100.0
75.0
105.0
105.0
70.6
60.6
95.3
70.2
78.9
107.2
82.2
120.0
118.0
170.0
200.0
155.0
140.0
176.2
210.2
164.6
115.0
115.0
120.0
90.0
80.0
148.7
120.9
122.1
128.2
105.4
104.3
6.90
6.75
7.23
8.14
6.63
6.63
6.64
6.65
6.67
6.63
6.67
6.86
6.88
23
A SANITARY SURVEY OF THE WILLAMETTE RIVER
Table 8. BACTERIAL COIJNT, SOLIDS, AND H VALUES-CONtjflUCd
Station
designation
7-1
7-2
7-3 .. -----------------7.4 ---------------------7-5 ---------------------7-6 ---------------------7-7 ------- ..
7-8
7.9 ......................
7-10 ....................
7-11
7-12 ....................
7-13 ....................
7-14 -------------------7-15 -------------------8-1 ----------------------
8-2
8-3 ---------------------8-4 ---------------------8.5 ----------------------8-6 -----------------------
8-7 .......................
Bacterial
count
B. coli
index
30,000
32,000
39,000
10
5
500
Solid material
pH
L Values
Dissolved
Total
P.p.m.
P.p.m.
P.p.ns.
6.1
9.4
14.4
100.0
100.0
125.0
106.1
109.4
139.4
7.02
6.98
Suspended
6.81
23,000
3,000
50
50
12.0
8.4
80.0
95.0
92.0
103.4
6.81
7.08
1,700
50
12.5
90.0
102.5
7.32
10.8
120.0
130.8
793
6.5
115.0
110.0
125.0
140.0
120.0
115.0
140.0
121.5
118.4
134.1
148.8
6.82
7.07
7.04
7.11
7.21
6.84
8.08
430
15,000
17,000
22,000
12,000
4,000
7,000
300
1
50
10
8.4
509
9.1
50
10
0
5
8.8
11.4
6.7
10.8
13L4
12L7
150.8
river trips but this would be expected when the influence of tide action is
considered.
In general, the statement can be made that throughout the larger
portion of the Willamette River within the Portland city boundaries, the
bacterial count is exceedingly high at low-water periods.
The B. coli index was higher in this study than in any previous study.
Values of 10,000 per c.c. were obtained in several instances and at Sellwood
the values generally were higher than previously reported. The major
concentration of bacteria as represented by the coli-aerogenes group oc-
curred near the central harbor as might be expected since these organisms
do not survive in water for long periods under ordinary conditions. The
peaks of B. coli index correspond roughly to the largest bacterial count,
which indicates that the bacteria are due to sewage pollution. No other conclusion can be drawn from the B. coli index values than that gross pollution by sewage exists through the larger portion of the Portland harbor.
The highest concentration of total solids encountered was 210 parts
per million. The lowest was 58. These were classified as 200 ppm. dissolved and 10 ppm. suspended for the maximum, and 50 ppm. dissolved
and 8 ppm. suspended for the minimum. In general, there does not appear
to be as marked a fluctuation in the amount of suspended solids as in the
amount of dissolved solids. There is evidence of some influence of tide
action on the distribution of solid material throughout the length of the
river, although the influence does not appear to concentrate the solid materials at any particular location.
Previous average analyses of Willamette River water indicate 66 parts
per million for the total solid concentration (7) but only in one case was
such a low value obtained at Sellwood. It may be concluded, therefore,
that the waters entering the harbor are of a higher solid content than
would be expected were contamination absent. The same facts regarding
24
ENGINEERING EXPERIMENT STATION
the solids at Sellwood apply under the bacterial count; namely, that unusually high values occasionally are experienced, a condition that could
only result from the accumulation of pollutional matter at this point. It
appears pertinent to mention that an average value of 125 parts per million
concentration of total solids passing through the harbor amounts to approximately 1,400 tons every twenty-four hours. Of this load, the city of
Portland contributes approximately one-half.
Only one significant fact is indicated by the pH values. The values
show a definite increase at the lower stations. This increase is again evidence of Columbia River water as this water is distinctly more alkaline
than that in the Willamette.
Referring to stations designated 2-8 and 3-7 in Table 7 at Post Office
Bar Flash, which is just below the entrance to Multnomah Channel, it will
be noted that the water is Columbia River water at all depths. Referring
to stations designated 4-8 and 5-8 which were located 2,500 feet down Mult-
nomah Channel, it will be noted from Table 7 that the average dissolved
oxygen is 5.08 parts per million. These oxygen concentrations at points
separated only by a relatively short distance can mean nothing else than
that Columbia River water is mixed with Willamette River water at the
entrance to Multnomah Channel and flowing down the channel with it.
Even so, the mixture is only approximately 50 per cent saturated with
oxygen, and this concentration is expected to supply the demand of the
wastes of Portland that flow with it. It is doubtful whether the Willamette
River water does other than flow down Multnomah Channel in low-water
periods.
Table 9. AVERAGES FROM TAmES 7 AND 8 (BEGULAR STATIONS)
Average dissolved-
Station
designation
Sellwood Bridge ---------------Ross Island Bridge ------------
Oxygen saturation
Depth
depth
depth
Feet
Per
Per
Per
30.0
40.4
47.3
45.7
48.7
37.9
20.2
48.3
38.0
19.6
0.1
48.9
37.8
0.9
23.2
101.6
Burnside Bridge
Kerr Gifford Mill ---------------Spokane, Portland &
Seattle Railway
Bridge ------------------------------- 41.5
Municipal Terminal No. 4 36.1
Gillihan's Landing ............ 34.9
cent
0.3
1.1
16.1
98.2
cent
II
depth
pH
Bacterial
count
Total
solids
P.p.m.
cent
19.8
0.4
6.85
6.87
6.81
6.78
35,700
14,500
32,200
48,200
102.9
110.1
119.1
106.0
0.8
47.4
104.2
6.84
6.98
7.85
14,300
9,900
106.3
106.3
121.1
870
Table 9 presents the averages of the figures of Table 7 and 8. The
depletion of oxygen in the central harbor is very evident. It will be noted
that the lowest average of dissolved-oxygen concentration corresponds
with the highest average bacterial count, although this no doubt is a coincidence. Attention is called to the fact that between Stations 1 and 2 which
is a river distance of 18,400 feet or a flow time of 1.57 days (see Table 4),
the percentage of saturation decreased only 10.7 per cent, while between
Stations 2 and 3 with a river distance of 8,175 feet or an elapsed time of 0.65
day, the saturation dropped 18.0 per cent. This indicates that the rate of
decrease per unit time is about four times as great between Stations 2 and
3 as between Stations 1 and 2. This is owing to the demand of the Portland
wastes, which are not particularly concentrated between the first two sta-
25
A SANITARY SURVEY OF THE WILLAMETTE RIVER
tions but begin to accumulate between Ross Island and the Burnside
Bridge.
6. Biochemical oxygen demand. Table 10 gives the values of the biochemical oxygen demand (B.O.D.) for four samples of river water taken
at Station No. 1. These values are read from the faired curves of Figure
6. Each point of Figure 6 represents the average of two titrations that
checked closely in each case. Each test of a sample required the incubation
of from 14 to 18 bottles, therefore, it is considered that the average value
for B.O.D. from Table 10 represents the condition of the river at the entrance to the Portland harbor during the low-water season.
:::Ix!
5
4
3
uruuuuuu.
2
W4UUUUUUU
a:0
d
5
- -'
UUULL
uuuauuuu
....-........ uuuuuuiu
______
-
2
24
6
8
0121402 4 68
101214
TIME DAYS
Figure 6. Biochemical oxygen demand of samples of river water taken at Station No. 1 on
various sampling trips as indicated.
Table 10. BIOCHEMICAL OXYGEN DEMAND OF WATER ENTERING RIVER SECTION UNDER TEST
(Biochemical oxygen demand-p.p.m.-20° C.)
Time
5th river trip
9/18/34
6th river trip
9/20/34
0
0.9
0
1.0
1.8
2.5
3.2
3.8
4.5
1.9
7th river trip
9/25/34
8th river trip
9/27/34
Average
Days
0
2
4
6
8
10
12 --------------------14
t
2.6
3.3
3.8
4.3
4.6
0
1.0
1.8
2.5
3.1
3.7
4.3
4.9
Values taken from smoothed curve of experimental points.
tOxygen depleted.
0
1.1
2.0
2.8
3.5
4.1
4.6
t
0
1.00
1.84
2.60
3.27
3.85
4.67
4.75
26
ENGINEERING EXPERIMENT STATION
Considering the Portland wastes to be absent from the river, what
would be the situation as regards the dissolved-oxygen content? The
answer is obtained by combining the data of Table 4 and Table 10 so that
the consumption of dissolved oxygen with time of flow of the river is obtained. Using the average value of 4.46 parts per million of dissolved oxygen entering the basin, the combination of data results in Table 11.
Table 11. DISSOLVED OXYGEN IN RIVEN TN ABSENCE OF PORTLAND WASTES
Station
Sellwood Bridge
----------------
.
Ross Island Bridge
Burnside Bridge
Kerr Gifford Mill
Spokane, Portland & Seattle
Railway Bridge
Terminal No. 4 ------------------------Multnomah Channel -----------------
Time from
Seliwood
Biochemical
Oxygen
Demand
Residual
Dissolved
Oxygen
Saturation
Days
Ppm.
Ppm.
Per cent
0
0
1.57
4.46
3.81
0.75
1.02
1.68
5.82
7.28
7.60
2.49
3.00
3.11
2.22
20° C.
3.71
3.44
2.78
48.7
40.5
37.6
30.4
1.97
1.46
1.35
21.5
15.9
14.7
As it was determined that essentially all of the Willamette River water
passed down Multnomah Channel during the low-water period, and that the
Columbia exerts an influence upon the dissolved oxygen somewhat above
this point, it can be said that complete depletion of oxygen would not take
place in the Willamette River without the presence of the Portland wastes
In fact, the oxygen concentration probably would not fall below 25 per
cent saturation, considering some reaeration as taking place during the
flow time. The Portland waste is, therefore, the final contribution that
establishes the undesirable condition of oxygen depletion at low-water
periods in the Portland basin.
Reference to Figure 5, Table 9, and Table 11 will indicate that the
decrease in the dissolved-oxygen content of the river water from Seliwood
Bridge to Ross Island Bridge (Stations 1 and 2) is not due to the addition
of wastes between these points as the reduction can be accounted for by
normal B.O.D. of wastes that enter this section of the river. The average
reduction of dissolved oxygen at 20° C. from 48.6 to 37.9 per cent of satura-
tion, or from 4.46 to 3.47 ppm. or 0.99 ppm., calls for an elapsed time of
flow between these two stations of 1.90 days. The actual time of flow was
calculated as 1.57 days.
Such agreement simply indicates that little or no waste that demands
oxygen is discharged into the stream between the stations indicated. The
same cannot be said of the condition between Stations No. 2 and 3. The
percentage saturation drops from 37.9 to 19.9, or from 3.47 to 1.82 p.p.m.,
a decrease of 1.65 p.p.m. This decrease at normal rate of B.O.D. indicates
an elapsed time of 3.8 days between these stations. The actual elapsed time
was calculated as 0.65 day. This large difference indicates the presence of
an additional pollutional load between these points. The fact is graphically illustrated in Figure 5, where the slope of the curve indicating the dissolved-oxygen content between Stations 2 and 3 is much greater than is true
in the case of Stations 1 and 2. The condition, of course, becomes more pronounced at the down-river stations until Columbia water promotes recovery.
A SANITARY SURVEY OF THE WILLAMETTE RIVER
27
Regardless of the wastes from the city of Portland, it can be said with
certainty that the pollutional load on the river prior to entering the Portland basin is sufficient to be defined as heavy pollution. The Portland
wastes are simply an additional burden.
7. Prolonged sampling period. Table 12 presents the results obtained
for the 24-hour sampling period conducted on September 14, 1934, at a point
in the center of the river channel and 100 feet below the Union Pacific and
Southern Pacific Railway Bridge. The headings to the columns of Table 12
have the same significance as those of Tables 7 and 8.
The value for the depth in feet as measured at the time of sampling
must not be construed as bearing any definite relationship to the tide condition as it was impossible to sample at exactly the same spot in each case
Table 12. DATA FOR 24-HOUR SAMPLING PERIOD ON SEPTEMBER 14, 1934, AT UNION PACIFIC
AND SOUTHERN PACIFIC RAILWAY BRIDGE
Ap-
Sampie
num-
her
proxi
Time
mIte
hour
Tern-
Depth
Feet
I
2
3
4
10
11
12
13
14
15
16
17
18
19
20
21
22
23
9 :35 am.
10:20
11:04
12:07 p.m.
1:08
2:20
3:15
4:15
5:10
6:50
7:50
8:50
9:50
10:50
11:50
12:50a.m.
1:50
2:50
4:10
5:00
7 :00
8:00
9:00
0
1
2
52
51.5
3
51
53
4
52
5
52.2
6
52
48
50.5
51.5
7
8
9
10
11
12
13
14
15
16
17
18
19
21
22
23
50.7
48.8
50
52
52.2
54
51.8
51.5
50.5
50.5
50
51
50.5
pera-
tore
C.
20.0
20.0
20.0
20.5
20.8
20.8
20.5
20.5
20.5
19.8
19.8
19.6
19.7
Dis-
solved
O
pH
Value
Count
P.p.m.
2.38
2.45
2.49
2.29
19.2
19.4
19.4
19.6
19.4
19.6
2.31
2.35
2.23
2.40
2.29
220
Sus-
Dis-
pended solved
Ppm. Ppm.
...
6.96
21,000
6.93
75,000
6.86
92,000
20
16
4
34
16
18
6.85
86,000
32
10
22
6.96
55,000
32
6
26
6.87
14,000
82
52
26,000
30
6.80
6.78
50,000
158
22
136
158
14
144
152
12
140
2.21
19.6
19.4
19.4
19.2
Total
P.p.m.
2.61
2.73
2.87
2.80
2.85
2.98
2.98
3.18
2.99
2.99
2.32
2.23
Solids
Bac-
terial
6.86
6.82
45,000
6.75
6.75
19,000
19,000
and the roughness of the river bottom prevented exact duplication of
soundings. The tide condition for the extended sampling period was high
at 9:00 p.m., September 13; low at 7:00 am., September 14; low-high at
10:00 am., September 14; low-low at 5:00 p.m., September 14; high at 9:30
p.m., September 14; and low at 8:00 am., September 15. The values of
Table 12 are expressed in graphical form in Figure 7.
It will be noted from Figure 7 that the dissolved-oxygen fluctuation
with time is not great, although a significant drop is evident at about half
high tide. This is compatible with expectation as the incoming tide carries
water from the denuded area upstream. The same effect is evidenced in the
total solid content of the water, the maximum occurring shortly after the
peak of the tide. The variation in the bacterial count was not significant.
ENGINEERING EXPERIMENT STATION
200
Iii
LU
UL
80
2
TIDE
ieo
0
40 c
LU
I-
20
LU
Itoo
a)
a:
80
Lii
z
60
0
a:
4QQ
LU
U)
0
U)
20
U)
Figure 7. Results of hourly sampling over one full day. Center of river, 100 feet down
stream from Union Pacific and Southern Pacific Railway Bridge, September 14, 1934.
VI. COMPARISON OF RESULTS WITH OTHER
SURVEYS
The 1929 survey (1) and the report on the pulp and paper industry (5)
predicted a definite decrease in the dissolved oxygen below Sellwood
Bridge, although conditions as unfavorable as those that actually exist at
low water were not anticipated. It is significant that the surveys of the
City of Portland (6) for the month of September, 1927, averaged 8.5 ppm.
dissolved oxygen at Sellwood; 5.7 p.p.m. at the Portland Flouring Mills;
and 5.4 p.p.m. at the Spokane, Portland & Seattle Bridge. For the month
of September, 1928, the values for dissolved oxygen averaged 6.4 p.p.m.
at Sellwood; 2.8 ppm. at the Portland Flouring Mills; and 2.1 ppm. at the
Spokane, Portland & Seattle Railway Bridge. The 1929 sanitary survey (1)
gave 3.8 ppm. at Sellwood. The grand average of all samples taken during
the survey herein reported was 3.81 ppm, or practically the same as found
by the 1929 survey.
A SANITARY SURVEY OF THE WILLAMETTE RIVER
29
It is evident that from 1926 to 1934 there has been a decrease in the dis-
solved-oxygen content of the water entering the river section at Portland
and that this decrease has made possible the complete consumption of this
oxygen by the Portland wastes before the water passes out of the Willamette River proper. Furthermore, under the existing circumstances there
appears to be no immediate possibility of correcting the condition. Exam-
ination of available data indicates that the prediction that the zone of
denuded water will gradually expand upstream is a logical one.
The data of the study of the river condition as made by the City of
Portland from 1926 to 1928 inclusive have never been published and are
too comprehensive to include in this bulletin. These data are the only
ones covering the period of an entire year, however, and some interesting
variations are encountered. Figure 8, as taken from these data, is included
to indicate the variation in dissolved oxygen with months of the year and
at different mean tide levels. The effect of the late summer and fall lowwater period is evident. For the current time, the dissolved oxygen at the
Spokane, Portland & Seattle Railway Bridge would, of course be nil.
In general, it can be said that this survey bears out the conclusions of
other surveys and should be considered in addition to them and in the light
of up-river conditions. It is believed that a review of the entire published
material pertaining to the river now forms a very comprehensive picture.
VII. CONCLUSIONS
For the sake of brevity, the conclusions drawn from the survey covered
by this bulletin are presented below as direct statements. For conditions
and periods of time different from those herein reported, the conclusions
are not necessarily true.
1. Willamette River water enters the city boundaries of Portland, Oregon, in a partly denuded state with respect to the dissolved-oxygen content. These waters are about 49 per cent saturated at 200 C.
2. The waters entering the city of Portland have a biochemical oxygen
demand that averages 2.2 ppm. at five days and 3.8 ppm. at 10 days.
3. A negative oxygen balance does not exist at the up-river city boundary.
4. The addition of the wastes from the City of Portland to the wastes
already contained in the river water at Sellwood produces a negative oxygen balance at some point below Sellwood.
5. The negative balance results in zero dissolved oxygen for a length
of river of about 2.7 miles.
6. The length of river in which the dissolved oxygen is less than 30 per
cent of saturation extends for approximately 7.6 miles. This percentage of
saturation is considered to be the limit of tolerance for sensitive forms of
fish.
7. It takes the waters of the river about 7.6 days to pass from Sellwood
to Multnomah channel.
8. There appears to have been a continual decrease of the general
quality of the river water for a period of years.
9. A high bacterial count exists throughout the entire length of the
river from Sellwood to Multnomah channel.
10. The waters at, and directly above, Sellwood Bridge are contaminated and at certain tides show a high bacterial count.
ENGINEERING EXPERIMENT STATION
30
Iw
20
w
'a
18
LJ
(9
16
d
(9
Ui
I
z
14
12
10
8
a.:
a;
6
)
Ui
0
(1)
4
DISSOLVED
OX)1
S.R8S. RAILROAD
2
C/)
0
J
F
M
A
M
J
J
A
S
0
N
D
MONTH OF YEAR
Figure 8. Variations in dissolved oxygen at two stations and record of mean tide level
for 1927.
11. No variation of dissolved oxygen with depth exists except where
affected by the Columbia backwater.
12. The Columbia River enters the Willamette channel and proceeds
upstream along the river bottom as far as between the St. Johns Bridge
and the Spokane, Portland & Seattle Railway Bridge.
13. Practically all of the water in the Willamette River below Multnomah Channel is Columbia River water.
14. All of the Willamette and much of the Columbia water flows down
Multnomah Channel at periods of high tide. The same is thought to be true
at low tides except that the amount of Columbia water is somewhat less.
15. There appears to be no evidence of an extensive scouring of the
river bottom above the Spokane, Portland & Seattle Railway Bridge. In
fact, there appears evidence of the accumulation of sludge deposits at
sewer outfalls, as large 'boils" occur and much debris is brought to the
surface when the bottom is agitated.
16. The high solids content and the high B. coli index encountered are
indicative of heavy pollution.
17. There appears to be no evidence of a marked tidal effect upon the
different zones in the river; for example, the region of denuded water
A SANITARY SURVEY OF THE WILLAMETTE RIVER
31
was never found at the Burnside Bridge on high tides or at Terminal No.
4 at low tides. This fact, and the results of the 24-hour sampling period,
indicate that no movement of large masses of water takes place and the
boundaries of particular zones remain approximately fixed.
18. Considering the fact that the Willamette River already is a heavily
burdened stream as it enters the city, and regardless of quoted figures for
dilution of domestic wastes, the addition of wastes from the city of Portland causes the denuded condition of the lower river.
19. It appears that the condition of oxygen depletion exists for only
the period of time coincident with the low-water stage. This period of
time in all probability never exceeds three months.
VIII. BIBLIOGRAPHY
(1) Rogers, H. S., Mockmore, C. A., and Adams, C. D.,
"A Sanitary Survey of the Willamette River,"
Oregon State Col. Eng. Exp. Sta. Bul. No. 2. 1930.
(2) Rideal, S., and Stewart, C. G.
"Determination of Dissolved Oxygen in Waters in the Presence
of Nitrates and Organic Matter,"
Analyst, Vol. 26, p. 141. 1901.
(3) American Public Health Association
"Standard Methods of Water Analysis,"
Ed. 7. 1933.
(4) Dept. of Public Health, City of Grand Rapids, Michigan.
"Pollutional Studies of Grand River". 1929.
(5) Report of Technical Committee on Pulp and Paper Trade Wastes.
December 29, 1933.
(6) Data from Bureau of Public Works, City of Portland, 1926 to 1928
inclusive.
(7) Mayor's Message and Annual Report, City of Portland, 1925-26.
PUBLICATIONS OF THE ENGINEERING
EXPERIMENT STATION
Bulletins
No. 1. Preliminary Report on the Control of Stream Pollution in Oregon, by C. V.
Langton and H. S. Rogers. 1929.
Fifteen cents.
No. 2. A Sanitary Survey of the Willamette Valley, by H. S. Rogers, C. A. Mockmore,
and C. D. Adams. 1930.
Forty cents.
No. 3. The Properties of Cement-Sawdust Mortars, Plain, and with Various Admixtures,
by S. H. Graf and R. H. Johnson. 1930.
Twenty cents.
No. 4. Interpretation of Exhaust Gas Analyses, by S. H. Graf, G. W. Gleeson, and
W. H. Paul. 1934.
Twenty-five cents.
No. 5. Boiler-Water Troubles and Treatments with Special Reference to Problems in
Western Oregon, by R. E. Summers. 1935.
Twenty-five cents.
No. 6. A Sanitary Survey of the Willamette River from Sellwood Bridge to the Columbia, by G. W. Gleeson. 1936.
Twenty-five Cents.
Circulars
No. 1. A Discussion of the Properties and Economics of Fuels Used in Oregon, by
C. E. Thomas and G. D. Keerins. 1929.
Twenty-five cents.
No. 2. Adjustment of Automotive Carburetors for Economy, by S. H. Graf and G. W.
Gleeson. 1930.
None available.
No. 3. Elements of Refrigeration for Small Commercial Plants, by Wallace H. Martin.
1935.
Twenty cents.
32
ENGINEERING EXPERIMENT STATION
Reprints
No. 1. Methods of Live Line Insulator Testing and Results of Tests with Different
Instruments, by F. 0. McMillan. Reprinted from 1927 Proc. N. W. Elec. Lt.
and Power Assoc.
Twenty cents.
No. 2.' Some Anomalies of Siliceous Matter in Boiler Water Chemistry, by R. E.
Summers. Reprinted from Jan., 1935, Combustion.
Ten cents.
No. 3. Asphalt Emulsion Treatment Prevents Radio Interference, by F. 0. McMillan.
Reprinted from Jan., 1935, Electrical West.
Ten cents.
No. 4. Some Characteristics of A.0 Conductor Corona, by F. 0. McMillan. Reprinted
from Mar., 1935, Electrical Engineering.
Ten cents.
No. 5. A Radio Interference Measuring Instrument, by F. 0. McMillan and H. G.
Barnett. Reprinted from Aug., 1935, Electrical Engineering.
Ten cents.
No. 6. Water-Gas Reaction Apparently Controls Engine Exhaust Gas Composition, by
G. W. Gleeson and W. H. Paul. Reprinted from Feb., 1936, National Petroleum News.
Ten cents.
No. 7. Steam Generation by Burning Wood, by R. E. Summers. Reprinted from April,
1936, Heating and Ventilating.
Ten cents.
Research Papers
(Published recently as indicated. Not available from the Station.)
No. 1. Electric Fish Screens, by F. 0. McMillan. Bulletin of the U. S. Bureau of
Fisheries, vol. 44, 1928. Also in pamphlet form, U. S. Bureau of Fisheries,
Document No. 1042.
No. 2. Water Control of Dry Mixed Concrete, by G. W. Gleeson. Concrete Products,
December, 1929.
No. 3. High-voltage Gaseous Conductor Lamps, by F. 0. McMillan and E. C. Starr.
Trans. American Institute of Electrical Engineers, vol. 48, no. 1, pp. 11-18, 1929.
No. 4. The Influence of Polarity in High-voltage Discharges, by F. 0. McMillan and
E. C. Starr. Trans. American Institute of Electrical Engineers, vol. 50, no. 1,
pp. 23.35, 1931.
No. 5. Progress Report on Radio Interference from High-voltage Transmission Lines
Pin and Pedestal Type Insulators, by F. Q. McMillan. Trans. 8th annual
general meeting, Engineering Section, Northwest Electric Light and Power
Assoc., 1931.
No. 6. Aggregate Grading for Tamped Concrete Pipe, by G. W. Gleeson. Concrete,
June, 1932. Rock Products, 1932. Concrete Products, June, 1932 and MayJune, 1934.
No. 7. Water Control of Dry Mixed Concrete, by G. W. Gleeson. Concrete Products,
September, 1932 and Rock Products, November, 1932.
No. 8. Litharge and Glycerine Mortars, by G. W. Gleeson. Paper Trade Journal,
October 13, 1932.
No. 9. Radio Interference from Insulator Corona, by F. 0. McMtllan. Trans. American
Institute 0f Electrical Engineers, vol. 51, no. 2, pp. 385-391, 1932.
No. 10. The Coordination of High-voltage Transmission Lines with Radio, by F. 0.
McMillan. Trans. 9th annual general meeting, Engineering Section, Northwest
Electric I.ight and Power Asso., 1932.
No. 11. Asphalt Emulsion Reduces Insulator Radio Troubles, by F. 0. McMillan.
Electrical World, vol. 102, no. 6, August 5, 1933.
No. 12. Silicon, a Major Constituent of Boiler Scales in Western Oregon, by R. E.
Summers and C. S. Keevil. Paper presented at annual meeting, American
Society of Mechanical Engineers, 1933. Abstracts published in Mechanical
Engineering, vol. 55, p. 720, November, 1933; Power, vol. 77, p. 687, midDec., 1933; and Power Plant Engineering, vol. 37, p. 519, December, 1933 and
vol. 38, p. 219, May, 1934.
No. 13. Study of the Frequency of Fuel Knock Noises, by W. H. Paul and A. L. Albert.
National Petroleum News, August 9, 1933.
No. 14. The Pollutional Character of Flax Retting Wastes, by G. \V. Gleeson, F. Merryfield, and E. F. Howard. Sewage Works Journal, May, 1934.
No. 15. Siliceous Scales in Boilers of Western Oregon and Washington, by R. E.
Summers and C. S. Keevil. The Timberman, vol. 35, p. 30, May, 1934.
No. 16. How Much Phosphate? by R. E. Summers. Power, vol. 78, p. 452, August,
1934.
No. 17. The Carbon Dioxide-Hydrogen Ratio in the Products of Combustion from
Automotive Engines, by G. W. Gleeson and W. H. Paul. National Petroleum
News, September 15 1934.
No. 18. Exhaust Gas Analysis, by G. W. Gleeson and W. H. Paul. Parts I, II, and III.
National Petroleum News, September 26, October 3 and 10, 1934.
No. 19. Simplified Measurements of Sound Absorption, by A. L. Albert and T. B.
'Wagner. Electrical Engineering, vol. 53, no. 8, p. 1160, August, 1934.
THE ENGINEERING EXPERIMENT
STATION STAFF
R. H. DEARBORN, Dean and Director of Engineering.
S. H. GRAF, Director of Engineering Research.
A. L. ALBERT, Communication Engineering.
G. W. GLEESON, Chemical Engineering.
BURDETTE GLENN, Highway Engineering. (On leave of absence, 1935-36).
C. S. KEEVIL, Chemical Engineering.
F. 0. McMILLAN, Electrical Engineering.
W. H. MARTIN, Mechanical Engineering.
FRBD MERRYFIELD, Sanitary Engineering.
C. A. MOCKMORE, Civil and Hydraulic Engineering.
W. H. PAUL, Automotive Engineering.
R. E. SUMMERS, Mechanical Engineering.
C. E. THOMAS, Engineering Materials.
Technical Counselors
R. H. BALDOCIC, State Highway Engineer, Salem.
R. G. DIEcIC, Consulting Civil Engineer, Portland.
C. V. LANGTON, Counselor in Sanitary Engineering, Oregon State College, Corvallis.
PAUL B. MCKEE, President, Portland Gas and Coke Company, Portland.
T. M. ROBINS, Colonel, Corps of Engineers, Division Engineer, North Pacific
Division, Portland.
J. C. STEVENS, Consu1ting Civil and Hydraulic Engineer, Portland.
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