HomeMy WebLinkAboutKootznahood Head Water Resources Study Angoon, Alaska 1981•
ANG
010 KOOTZNAHOO HEAD
WATER RESOURCES STUDY
ANGOON, ALASKA
Alaska Power Authority
LIBRARY COPY
PREPARED BY:
Jay farmwa1d, P.E.
Design Engineer
ENVIRONMENTAL HEALTH BRANCH
ALASKA AREA NATIVE HEALTH SERVICE
ANCHORAGE, ALASKA
Ml'Y 1981
10: l479B/50c
LR: 101481
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KOOTZN A HOO HEAD
WATER RESOURCES STUDY
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May, 1981
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Gulf of Alaska
CANADA
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TABLE OF CONTENTS
SJMMA.RY ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
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~ RECOMMENDATIONS •••..•••••••.•••••••••••.••••••••••••..••••.••••••••
.• , I. INTRODUCTION •••••••••••••••••••••••••••••••••••••••••••.•••••
1.1 Authorization
1.2 Scope Of Study
1.3 Acknowledgements
1.4 Datum Note
II. STUDY AREA ..•.•...••••..•••••.••••••••.••••••••••••••••.•••••
2.1 Location
2.2 Topography
2.3 Climate
2.4 Government
2.5 Land
2.6 Transportation
2.7 Power
2.8 Waste Disposal
2.9 Economy
2.10 Population
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III. EXISTING WATER SUPPLY AND DISTRIBUTION SYSTEM ••••••••••••••••• lS
3.1 History 15
3.1.1 Source Development 15
3.1.1.1 Groundwater 15
3.1.1.2 SUrface Water 16
3.1.2 Transmission Line Development 17
3.1.3 Appurtenance Development 20
3.1.3.1 Treatment Plant 20
3.1.3.2 Water Storage Tank 21
3.1.3.3 Distribution System 21
.3.1.4 Sunmary of Projects 21
3.2 Summary Of Existing Facilities 23
3.2.1 Water Source :23
3.2.2. Transmission Line 23
3.2.2.1 Kootznahoo Head 23
3.2.2.2 Submarine Line 23
3.2.2.3 Angoon Line 24
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TABLE OF CONTENTS: (Cont.)
4.4 TRANSMISSION LINE
4.4.1 Requirements
4.4.2 Alternatives
4.4.2.1 Existing Basin
4.4.2.2 Lake McCarroll
4.5 APPURTENANCES
4.5.1 Treatment Plant
4.5.2 Storage Tank
4.5.3 Distribution System
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V. COST ESTIMATES FOR ALTERNATIVES ••...••.••..•••••••.•••••..••. 56
VI. DISCUSSION OF ALTERNATIVES ••••••••••••••••••••••••••.••••••••• 59
VII. REFERENCES ............•••. ~··································· 60
APPENDICES
A.
B.
c.
D.
E.
USGS Report on Kootznahoo Inlet
Hose Design (1966)
Ductile Iron Pipe Design Notes (1968)
Diving Notes (1969)
Norton Corrosion Report on Cathodic Protection System
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SUt+1ARY
This report is a compilation of data developed by the United States Public
Health Service for several of the more viable domestic water supply
alternatives on Kootznahoo Head. Information was taken both from existing
files/reports and field surveys conducted during 1980 and 1981.
The two (2) water supply alternatives addressed in detail were:
1. Existing basin/reservoir -accurate definition and potential
.improvements.
2. Lake McCarroll (located approximately one mile NE of the existing
reservoir) -development potential.
I While the primary objective was to make recommendations with respect to
developing adequate capacities, comments have also been offered on
transmission line, appurtenance, and distribution system improvements.
·1 lt is hoped that the findings and recommendations presented here will aid the
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Community of Angoon in making decisions ~ith respect to water system
improvements and/or future requirements.
Existing System: The domestic water source for Angoon is a small reservoir
impounded by a log crib dam on Kootznahoo Head. Directly above this dam are
two (2) beaver dams, which provide additional natural storage. The 7,000 foot
transmission line from the reservior to the 100,000 gallon wood stave storage
tank consists of 3-inch and 4-inch pipe. Due to the length of this line and
the numerous bends and joints in the 1,000 foot section which crosses beneath
Kootznahoo Inlet, the maximum delivery capacity to the treatment plant is
~ gpm. water treatment consists of pressure sand filtration, chlorination,
and fluoridation. Two (2) booster pump stations, one on the Angoon beach, the
other (duplex operation) in-the water treatment building, supplement the 102
feet of static head between the reservoir and tank high water level.
Conventional pressure distribition is achieved with ductile iron, asbestos
cement, PVC, and galvanized steel water mains.
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Design and Water Source Alternative Data:
Design Flows -The basis for this study was a projected population of 800 by
the year 2000 and a per capita water demand of 75 gallons per person per day.
Evaluation of water source alternatives and appurtenance design assumed a
maximum daily demand and fire flow demand of 84 gpm and 500 gpm respectively.
Any significant industrial development in Angoon will require that these flows
be adjusted upward. Note also that an arguement can be made for increasing
water supply to promote development, if such growth is an objective of the
community.
Existing Basin/Reservoir - A determination of the watershed area and runoff
characteristcs indicate that the minimum required reservoir storage should be
on the order of 4.9 million gallons. Data collected for this study suggest
that the log crib dam impounds 1.1 million gallons, while the beaver dams
store an additional 4.9 million gallons. Total existing storage then, is
6.0 million gallons or 18% more than the projected requirement. Note however,
that during periods of low runoff it may be necessary to manually divert water
from the beaver ponds to the water supply reservoir. Based on the driest
period on record the maximum yield of this reservoir was estimated to be
120 gpm or 43% more than the design maximum daily demand. There is, however,
a leak estimated at 100 gpm along the toe of the dam. This becomes
significant during dry periods. While the dam should be repaired, it need not
be raised or replaced unless the beaver dam/population is jeopardized for some
reason. In such an event, consideration should be given to adjusting the
spillway elevation upward 3 to 4 feet.
Yield of the watershed is approximately 230 gpm (maintaining this flow in the
transmission line would require raising the dam 8 feet).
Lake McCarroll -The Lake McCarroll watershed is approximately 960 to 1,280
acres in area. Applying local runoff relationships to this basin it was
determined that little or no storage is required for the assumed demand
flows. Sounding data on lake McCarroll revealed a maximum depth of 45 feet
with an estimated total volume of 160 million gallons. Altimeter data
indicate that head conditions at this site would be very comparable to those
at the existing reservoir.
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Maximum yield of this basin based on the driest period on record is
approximately 775 gpm. Because the reservoir (lake) is several orders of
magnitude larger than the recharge this basin could ever support, the
"practical" maximum yield of the reservoir is also 775 gpm. With respect to
water transmission, the development of Lake MCCarroll would require 3,600 to
11,800 feet of new pipeline, depending on the selected routing. Note that the
storage effected by this lake would make it possible to eliminate fire and
regulating storage requirements in town. However, transmission line design
would then have to accommodate the higher peak flows i.e., 8-inch line would
probably be required.
Preliminary cost estimates for those two (2) pipeline alternatives including
reservoir development, are $585,000 and $1,137,000 respectively.
Transmission Line, Appurtenances, and Distribution System:
Transmission Line -The existing transmission line is capable of delivering
70 gpm to the treatment plant when the line is in good repair. However,
gasket failures in the submarine Barco joints and corrosion of the steel
sections along the beach are a recurring problem; at times, losses to the
inlet have been as high as 40 gpm. This line is the major limitation in the
existing syst~. Redesign of the submarine joints and increasing the pipe
diameter to 4 or 6 inches will be the single most effective step in achieving
the design flows. Depending on the redesign of the marine sections, other
portions of the transmission line may or may not need to be upgraded to 6 inch
or 8 inch diameter.
Appurtenances -The only modifications to the existing treatment plant which
should b~ considered are the reduction of system head losses through
piping/filter redesign. This may or may not be economically feasible
depending on the redesign of the transmission line.
Additional water storage tank requirements to accommodate fire flows and
emergency storage are on the order of 80,000 to 100,000 gallons.
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pistri~ut~on System -Based on the projected design flows it is clear that
fire demand will govern ~ny rehab!litot!on of the existing distribution system.
Initial calculations indicate that 8-inch pipe would be optimal. Ductile iron
is the recommended material as it is better able to withstand point and beam
lo~ds th~n plest!c or ~sbestos cement.
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RECOMMENDATIONS
Assuming a design population of 800 with little or no industrial water
requirements, and in light of the estimated costs and benefits to be derived
from the alternatives addressed in this report, there is little basis for
abandoning the existing reservoir system. However, certain improvements to
the reservoir, transmission, storage, and distribution systems should be
made. The following prioritized recommendations address these improvements.
Short Term: Estimated Cost
1. Design new beach and submarine line. $ 34,000
2. Perform detailed hydraulic analysis of entire
transmission line to size the submarine,
beach, and land based sections. 7,000
3. Construct new beach and submarine line. (Assuming
crossing location remains the same.) 266,000
4. Repair leak in existing dam. 50,000
5. Repair leak in water tank. 10,000
6. Upgrade land based portions of transmission line
per (12) above. 530,000
7. Install gaging station on Stromgren or McCarroll
Creeks. 25,000
SUBTOTAL $ 922,000
Long Term:
8. Upgrade distribution system to 8-inch D.I. $ 430,000
9 • Construct additional 80,000 gallon storage tank. 110,000
10. Reduce head losses through water treatment plant. 128,000
11. Use data in this and other Angoon water resource
studies to make decisions with respect to the
community's water supply.
SUBTOTAL $ 668,000
GRAND TOTAL S1 1 590 1 000
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SECTI(}I I
INTRODLCTION
1.1 Authorization: This study was undertaken by the U.S. Public Health
Service (PHS) as part of a continuing effort to provide technical
assistance to the community of Angoon under Public Law (P.L.) 86-121.
PHS recognizes the unique water supply problems in Angoon and hopes the
data developed in this report will aid community planners/decision
makers in planning water supply improvements. It should be stressed
that there are no funded P.L. 86-121 projects currently underway in
Angoon and the potential for future Federal funding under this ·program
for all Alaskan Native communities is limited. However, other funding
sources may well be available and this information should be useful in
preparing project proposals for such funds.
1.2 Scope of Study: The primary objective of this study was to evaluate and
make recommendations with respect to domestic water supply source
capacities on Kootznahoo Head. This involved a more accurate definition
of, and recommended improvements to, the existing basin reservoir system
and an assessment of the potential for developing Lake McCarroll, which
is approximately 1 mile NE of the existing reservoir.
Comments have also been offered on transmission line, appurtenance, and
distribution system improvements.
l.J Acknowledgements: This study would not have been possible without the
valuable assistance and recommendations offered by the Community of
Angoon. Special thanks go to Gary Eddy, PHS Field Engineer; John Thein,
PHS Maintenance Specialist; John McCarroll and Al Mitchell, PHS Co-step
Engineers; and Bill Baily of Angoon, who all worked very hard to collect
the field data presented here.
1.4 Datum Note: ~11 elevations in this report are referenced to a punch
mark on the old Chatham Road hydrant (elevation 21.24 feet), which is
the datum for the Angoon water system .
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SECTION II
STUDY AREA
2.1 Location: The City of Angoon is located on Admiralty Island in
Southeastern Alaska near the tip of a relatively low, narrow peninsula
(Figure 1). Angoon is on the southwestern side of the island at
latitude 57°29'45" north, longitude 134°35' west, approximately 65 air
miles south of Juneau and 41 miles northeast of Sitka. The town itself
is bounded by water on two sides, Kootznahoo Inlet to the east and
Chatham Strait to the west.
I 2.2 Topography: The local topography is characterized by low rolling hills
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which rise up from the beach area. These are densely covered with
spruce, pine, hemlock, and underbrush. Surface soils consist of 2 to 4
feet of organic overburden with underlying clays. Bedrock is generally
eocountered 2 to 26 feet below grade. This rock is a folded or faulted
schist material, which usually requires blasting for utility
installation.
Climate: As for most of Southeast Alaska, Angoon's climate reflects the
maritime influence of the Gulf of Alaska. Precipitation levels are,
however, significantly lower than those recorded in other areas
throughout southeast due to the shadowing effect of the Baranof Mountain
Range.
Mean annual precipitation in Angoon is 38-inches with the heaviest
rainfall occurring in October. Snowfall averages 63-inches, the
heaviest amounts falling during January and February.
The mean annual air temperature is 41°F, reflecting the mild winters
(850QOF-days/year). Winter temperatures seldom get below zero and are
more commonly above 20°F. Similarly, even though 70°F temperatures are
common in the summer, the maximum recorded temperature is only 77°F.
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ADMIRALTY
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2.4 Government: There are a number of governmental and quasi-governmental
entities in Angoon, which provide a range of community services for some
500 residents. These include the City of Angoon, the Angoon Community
Association, the Alaska Native Brotherhood, the Alaska Native
Sisterhood, the Angoon Tlingit and Haida Community Council, Kootznahoo
Inc., and the Angoon Boat Owners Association.
2.5
Angoon is a second class city incorporated under Alaska law and
oper~ting with a mayor/council form of government. In addition to
elected officials, the city has a staff which is responsible for
administering municipal policy prescribed by State law and local
option. This staff is responsible to the Council and, at present,
consists of a city administrator, clerk, secretary, planning
coordinator, treasurer, a police chief, fire chief, and water and sewer
superintendent. Not all of these positions are salaried.
~: In 1927 the Angoon townsite was surveyed by the Bureau of Land
Management. Of the 37.35 acres surveyed, 22.7 acres were not
subdivided, effectively confining the town's development to less than
15 acres of land. This pattern of development is changing as the
townsite trustee has turned over the unsubdivided townsite area to the
city.
As a participating Native village under the Alaska Native Claims
Settlement Act, the Angoon ~illage corporation (Kootznahoo Inc.) has
received surface ownership to 23,040 acres of land in the Angoon area.
The corporation, in turn, must transfer at least 1,200 acres of that
land to the City of Angoon. Further, the 1980 Alaska Lands Act (D-2)
set aside Admiralty Island as a National Monument. There are provisions
in the Act which allow use of the restricted areas by Angoon for
•traditional purposes."
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2.6 Transportation: Transportation to the City of Angoon from the larger
trade centers in Southeast Alaska is dependent on air or water modes.
Daily scheduled air service by light float plane is now available six
(6) times a week. These planes are limited to passengers, mail, and
light, non-bulky type objects. Chartered aircraft are freouent1y
utilized, but this service is relatively expensive. Bulkier or heavier
2.7
-goods must be moved to the City via scheduled barge service or hauled on
the larger fishing craft. The State ferry system, which calls on
Killisnoo Harbor, has scheduled summer service several times a week.
Power: Electrical energy is supplied to Angoon and the surrounding area
by the Tlingit and Haida Regional Electrical Authority (THREA) with
offices in Juneau, Alaska. Power is generated by three (3) small
diesel-electric units (865 kw total capacity), located in Angoon. There
are no transmission intertles to Angoon.
THREA's current rate is as outlined in the table below:
CURRENT ANGOON ELECTRICAL RATES
Class of First Over Minimum Fuel State
Service 300kw 1,500kw 300kw---r, sookw Bill SUrcharge Assistance
Residential .3808 .3338 23.23 .0043 .130642
Small
commercial .3808 .3338 38.08 .0043 None
Large power .3690 .3221 354.79 None None
NOTE: All rates are In $/Kw.Hr. except minimum bill, which is a flat monthly
rate ($).
In conjunction with the Alaska Power Authority, Angoon is currently
investigating several alternatives to conventional diesel fired power
generation. These include: (a) Tidal energy; (b) Hydroelectric energy;
and (c) Waste wood energy. Reference five (5) contains more detailed
information on the preliminary studies accomplished to date.
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2.8 waste Disposal: A conventional gravity sewer system serves the majority
of Angoon. There is one submersible lift station in town which ties the
lower sections of main into the treatment plant. Secondary treatment is
accomplished using a septic tank for primary clarification, a rotating
biological contactor (bio disk), and secondary settling basin. An ocean
outfall is provided for the effluent, which has historically been one of
the best throughout Southeast Alaska. In the present configuration,
average daily flows are practically limited to 60,000 gpd.
2.9 Economy: By and large, the economy of Angoon has always been based on
the fishing industry. However, due to heavy losses in a 1961 Hood Bay
cannery fire, poor fishing seasons, debts, lack of facilities, and
competition from other fishing boats, this industry has not provided a
strong economic base for Angoon in recent years.
At present, the nearest fish processing plant from Angoon is located at
Chatham, across Chatham Strait on Chichagof Island .
The fishing industry in this part of the State of Alaska has
traditionally centered around the harvest of Salmon. As this resource
has been depleted, some emphasis has shifted to the harvesting of
Dungeness crab and Halibut. These species are of considerable
commercial value and appear numerous within the area.
An expanding maFket for these species may revitalize Angoon's fishing
economy.
There are several longer range projects which the City of Angoon is
,considering to stimulate economic growth and, therefore, income and
employment in Angoon. As could be expected, most of the projects are
related to the fishing industry. Some of these are: a co-op type
business to market different species of fish, a cold storage facility
for freezing and storing fish, developing and marketing fish foods and
fish by-products, establish markets for Native foods, an aquaculture
industry, fish hatcheries, and other fish related industries .
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Most of these projects have been itemized in past Overall Economic
Development Program (OEDP) progress reports.
The village corporation (Kootznahoo, Inc.) will play an important role
in the economic development of Angoon. Kootznahoo Inc. is the
organization which will supervise and manage the land that it received
under the Alaska Native Claims Settlement Act. The use of the surface
resouces on the land selected by the village corporation will be
determined by that organization, with ownership of subsurface resources
vested in the regional corporation, Sealaska Corp.
The land which has been selected under the terms of the Alaska Native
Claims Act contains commercially valuable timber stands. Rough
projections show that of the land selected by Kootznahoo Inc., 15,000
acres contain commercial grade timber. Assuming 32,000 board feet/acre
and a 100 year maturation period, the annual harvest has been estimated
at 4.8 million board feet.
This alone would not be large enough to support a pulp or sawmill (the
Alaska Lands Act precludes logging other areas on the island). It may
be possible for Angoon to sell its available timber resource or
consumate an agreement with other communities in the area to establish a
regional logging/mill operation. In any event, a good docking facility
and storage area would have to be constructed, probably adjacent to the
existing ferry terminal and marine warehouse at Killisnoo Harbor.
With this present socio-economic lifestyle of the Natives, they may
choose to leave the forest in its present condition and not harvest the
timber resource. The village corporation's selections have been made
with both the commercial timber and recreational values of the Angoon
area in mind; allocation of the resource between these values has yet to
be determined.
Because Angoon is isolated from commercial areas in Alaska (accessible
~Y by sea-plane or boat), it is extremely difficult to entice industry
to locate there unless the area has a valuable resource to offer.
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Unfortunately, Angoon with its relatively small population does not
offer a large, available work force for attracting industry. Therefore,
the invnediate future prospect for improving the employment situation in
Angoon does not appear very promising.
2.10 Population: Population data for Angoon is shown in Figure 2. Rises in
the last 10 years can be directly attributed to the increased
availability of housing, specifically the 55 Turnkey units built in 1975
and 1976. While the Tlingit-Haida Housing Authority and the City of
Angoon have plans for future housing projects, no definite schedules
have been established to date.
In light of potential new housing, a limited forest products industry,
and stabilization of the fishing industry, a population projection of
800 may not be unrealistic for the year 2000. This figure then, will be
the design population used throughout this report in planning for future
water supply needs.
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SECTION III
EXISTING WATER SUPPLY
~D
DISTRIBUTION SYSTEM
3.1 History: The existing water supply and distribution system in Angoon is
the result of six (6} Public Law 86-121 projects undertaken from 1958 to
1979. A narrative on IHS's involvement in developing Angoon's water
system follows.
3.1.1 Source Development:
3.1.1.1 Groundwater: Originally, it was thought that groundwater
might be the solution to Angoon's water shortage
problems. In 1958 two (2} wells were drilled for the
state school which had a total yield of 12 gpm and
produced water of marginal quality. In 1960, prior to
the first P.L. 86-121 project, emergency funds were
appropriated to locate a groundwater supply for the
community. In this project, three (3) test wells were
drilled at various locations in the community. None of
the wells produced the minimum required yield of 10 gpm.
In 1963 Angoon was approved for an accelerated Public
Works Project, to be administered under P.L. 86-121. In
the spring of 1963, a community water and sewer system
was designed based on the premise of a groundwater
source. The approach of further exploration for a
groundwater source was adopted after consultation with
the Groundwater Branch of the U.S. Geological Survey
(USGS). They recommended that wells be driven in the
area of the school, where previously limited quantities
of water were obtained. It was hoped that combining the
yield of two (2) or more wells would provide an adequate
water supply.
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This approach was undertaken during August through
October 1963. Three (3) wells were drilled. The first
well produced 0.5 gpm, the second was dry, and the third
produced one gpm. Upon completion of the well drilling,
the USGS prepared a report which suggested other possible
water sources. It was felt that an economical
groundwater source may be in the buried beach gravels
under muskeg swamp areas about 1-1/2 miles from the
village. This source could possibly be developed by
driving 2-inch well points to a depth of 30 to 40 feet in
these gravels.
ln february 1965, the Public Health Service rented a
small core-drill to investigate these beach gravels.
Three (3) holes were attempted, but solid rock was
~ncountered at a depth of 10 to 12 feet. At this point,
further attempts to seek groundwater were abandoned and
another source was sought.
Surface Water: Stromgren Creek is fresh water mountain
stream across Kootznahoo Inlet from the townsite of
Angoon. This water source is fed from a small lake on
Kootznahoo Head. The basin is in an isolated location
and is subjected to little human contamination. In 1966,
it was determined that an adequate watershed existed and
that although the water was high in color, due to organic
tannins, the supply would be adequate as a domestic
source throughout the year.
To develop this source, a dam site was selected on the
creek near the outlet of an existing lake. This site
allowed a log crib dam to be keyed into the rock
abutments and its elevation would provide sufficient head
to transmit water across the inlet by gravity.
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Particular emphasis in design was placed on obtaining a
gravity flow system in order to minimize operational
costs to the village. A transmission line 4,000 feet
long would transmit the water to the turn point shore of
Kootznahoo Inlet; however, crossing Kootznahoo Inlet with
a pipeline was not considered to be an easy task. This
tidal inlet has currents which exceed 18 feet per second
(12 miles per hour). Installing and securing a
conventional steel or cast iron pipeline in the inlet was
considered to be a costly undertaking.
3.1.2 Transmission Line Development: In March 1965, the PHS secured the
cooperation of the USGS in undertaking a reconnaissance survey of
Kootznahoo Inlet to determine the bottom configuration, type of
bottom, and current velocities in the tidal channel (Appendix A).
While the design for the inlet crossing was being developed,
construction on the water and sewer project began in September
1965, on both sides of Kootznahoo Inlet. The major part of the
work took place during the 1966 construction season. Installing
the land portion of the transmission line on Kootznahoo Head was
not an easy task. The line crossed a large swamp, along with many
rock areas. About 1,000 L.F. of rock was encountered which
required drilling and blasting. Constructi~n in Angoon
correspondingly involved extensive rock excavation and
installation of water and sewer mains along reaches of existing
sea wall bulkheads.
The submarine pipeline crossing design (Appendix B) was developed
by providing several leading rubber hose manufacturer's that
information obtained in the reconnaissance survey of the inlet.
They, in turn, analyzed their particular hose product to determine
if it had the flexibility to follow the irregular channel bottom,
the durability to resist abrasion on the rocky inlet floor, and
also have sufficient weight to eliminate excessive anchoring.
-17 -
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The submarine hose was purchased for approximately $19,000 from
the Gates Rubber Company, Denver, Colorado. It was installed in
June 1966, but remained unused until the transmission line from
the dam to the inlet shore was completed in early October 1966.
In October 1966 the water was turned on to fill the water tank.
Less than two weeks later, the hose broke. The break was repaired
with an extra length of hose that was on hand. However, the hose
broke again about ten days after it had been repaired. Further
repairs of the hose were not attempted. Although the basic idea
of using a rubber hose was logical, as it would conform to the
rock bottom, the weight of the hose was not adequate to prevent
movement and it physically wore out during its short life.
Later calculations made during the design of a steel pipe crossing
revealed that the hose was subjected to 11 pounds/L.F. lift and
11 pounds/L.F. drag forces, while the respective restraining
forces were half of these values. These forces resulted in the
hose acting as a moving "cork screw" along the bottom.
After the 1966 hose broke, a second manufacturer was contacted for
a preliminary design on another submarine hose. This design was
submitted in April 1968, but abandoned due to lack of installation
recommendations and performance guarantees.
Several alternate methods of crossing the inlet were investigated
at this time. Each of these crossing methods were compared with
the oil pipelines in Cook Inlet as to installation and operational
problems because of similar tidal conditions at these two
locations. In December 1968, a contract was developed using
6-inch· ductile iron river-crossing-pipe. The line was to be laid
in a 2,400 foot "U" shape towards Chatham Strait where the tidal
velocity conditions were more suitable (Appendix C). The bids
were opened in March 1969 with a low bid of $239,000. This
contract was not awarded. The excessive costs of this contract
were attributed to possible problems involved in installing the
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line and whether the flexible joints would take the stresses
expected during installation. The flexible joints would flex 15°
in all planes of motion, but were subject to possible damage when
stressed at full deflection.
The channel was then investigated by a Government diver to find a
location where the deflection of the flexible joints could be
predicted before construction. In March 1968, a crossing location
was found 1,000 feet towards Chatham Strait from the previous hose
crossing (Appendix D). This location was near the base of the
previously discussed "U" shaped pipeline. The location had a
lateral fault crossing the inlet which would provide some
protection for the pipe. Another design was submitted for
contract in June 1969. This crossing was to use extra heavy steel
pipe with 90° elbows and swivel joints at variable spacings. The
joints were spaced according to the bottom configuration and
estimated tidal velocities in each portion of the channel.
The swivel jointed steel pipe contract was advertised in
June 1969, and the contract was awarded in August 1969. Low bid
was $85,600. The contract was later amended to include the shore
lines at an additional cost of some $18,000.
Construction on the crossing started September 29, 1969, and was
substantially completed on October 20, 1969. A direct current
forced cathodic protection system was installed on the steel lines
in January 1970. Minor repairs on a pipeline electrical
connection were completed by a diver in February 1970, and the
~!peline contract was completed on March 8, 1970.
When the system was started in October 1969, the distribution
system was found to be in a poor state of repair. This was
attributed to the system freezing in previous winters. Leaks in
the distribution system resulted in it demanding the maximum flow
through the supply system. During the 1969-70 winter, the City of
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3.1.3
Angoon began to find and repair these leaks. As they were
repaired, the consumption of water dropped from 70 gpm (maximum
gravity flow rate) to 21 gpm.
In 1970 it was found that the cathodic protection system on
submarine line was not working properly. Investigation revealed
that tidal currents were abrading the coating on the interties
between the flexible joints and wearing the polyethylene coating
off the anode bed header cable. The cathodic system, anode bed,
and interties along the pipeline were redesigned during the summer
of 1970, and changed during August 1970. The interties were
replaced with 3/8-inch stainless steel aircraft cable, and the
anode bed was moved into slacker water by the Angoon shore.
The system has be~n~function~ng in this basic configuration since
that time. Ir(i~zJ..rthe land based portion of the transmission
line was extended to the new 100,000 gallon water storage tank
using 4-inch ductile iron.
Appurtenance Development:
3.1.3.1 Water Treatment Plant: The original water treatment
building was brought on line in October 1969 and provided
the following treatment:
a) 1/20-inch in line "Y" strainer.
b) Chlorination by a hydraulic-operated chlorine pump.
c) Fluoridation by a hydraulic-operated fluoridation
pump.
In 1975 a new facility was completed which housed two
pressure sand filters, a chlorinator vat, fluoride vat,
and duplex booster pump station. In 1977 an additional
booster pump was installed in a small pumphouse on the
Angoon beach. The additional head provided by this pump
is practically limited by the available Net Positive
Suction Head (NPSH).
-20 -
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3.1.3.2 Water Storage Tank: Head and contact time were provided
by a 20,000 gallon wood stave tank in the initial system
(1969). In 1974 a new 100,000 gallon wood stave tank was
constructed in a new location above the Turnkey Housing
project. This tank, which is currently in use, provides
system pressures in the 30 to 35 psi range.
3.1.3.3 Distribution System: Throughout the six (6) PL-86-121
projects in Angoon numerous changes and additions have
been made to the distribution system. Ductile iron,
asbestos cement, PVC, and galvanized steel mains ranging
in size from 1-1/2-inch to 6-inch diameter currently
serve the community.
3.1.4 Summary of Projects (Water):
PROJECT NO.
AN-63-339
AN-68-680
AN-70-690 EM
AN-72-928
CONSTRUCTION PERIOD FACILITIES INSTALLED
1965-1966 Dam, Kootznahoo Head transmission
line, rubber hose submarine line,
Angoon transmission line, water
treatment building, 20,000 gallon
tank, 2,500 feet of 4-inch AC main
with seven (7) hydrants serving
1968-1970
1973-1977
60 homes.
Steel submarine line with flex barco
joints, cathodic protection system.
New water treatment building· with
sand filter, 100,000 gallon tank,
1,650 feet of 4-inch DI
transmission line, 3500 feet of
6-inch or main with five (5)
hydrants to upgrade existing
distribution system and serve 30
· new TK (III) Phase I homes.
-21-
PROJECT NO.
AN-75-134
AN-77-180
CONSTRUCTION PERIOD FACILITIES INSTALLED
1974-1978 550 feet of 6-inch DI main with
three (3) hydrants to serve 25 new
TK (III) Phase II homes.
1979 Water service line to elderly
housing site (not yet constructed.)
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3.2 Summary of Existina Facilities:
3.2.1 Water Source: The water source for Angoon is a 1.1 million-gallon
reservoir impounded by an earth/rock fill dam (spillway elevation
271.6 feet) on Stromgren Creek, approximately 1.25 miles from
Angoon on Kootznahoo Head. This log-crib structure has a 35 foot
long crest and stands 12 feet above grade at its greatest depth.
Directly above the storage dam are located two (2) beaver dams
which store an additional 4.9 million-gallons. These two (2)
storage impoundments are fed by surface runoff from a 280 acre
watershed. Flow from Stromgren Creek has reportedly been steady
even during the driest weather on record. These and other data on
the watershed/reservoir which were developed for this study will
be presented in detail in Section IV. Gravity flow from the dam
to the water treatment plant (elevation 83 feet) is practically
limited to approximately 70 gpm due to head losses in the
transmission line.
3.2.2 Transmission Line:
3.2.2.1 Kootznahoo Head Transmission Line: From the dam on
Stromgren Creek, water is transmitted through 500 L.F. of
4-inch wood stave pipe and 4,300 L.F. of 4-inch plastic
pipe to the Turn Point shore of Kootznahoo Inlet. Depth
of bury of this line is 4 feet minimum. A meter pit is
located approximately 480 feet before the line reaches
the mean high water level on this side of the inlet.
This pit also contains an air vacuum and pressure relief
valve. ~'J.!.:l (),... w ~J i ":.> fn~'·-~"'a.
3.2.2.2 Submarine Transmission Line Across Kootznahoo Inlet: The
transmission line across Kootznahoo Inlet consists of
three sections. The two beach lines (2,139 feet total)
are 3-inch I.D. schedule 40 steel pipe with 125 pound
flange joints at 42 foot spacings coated with 10 mils of
"Scotch Kate". The first 50 feet on the Turn Point side
and the last 50 feet on the Angoon Side are 200 psi
flexible hose. The crossing consists of 990 feet,
-23 -
2.3-inch 1.0. extra double strong steel pipe with
49 BARCO Type N ball joints and 21 GRAYLOC quick
couplings (Figure 3). The gaskets on the ball joints are
of molded asbestos composition. The numerous 90° in
elbows allow the pipe to conform to the irregular channel
bottom (Figure 3A). The beach and submarine line are
under cathodic protection from a rectifier located on the
Angoon shore. Details on this system are contained in
reference 2.
3.2.2.3 Angoon Line: This portion of the transmission line is
4-inch PVC (750 feet) to the water treatment plant and
then 4-inch or to the water tank (2,030 feet).
3.2.3 Appurtenances:
3.2.3.1 Treatment: The following processes are used to remove
turbidity, disinfect, and fluoridate Angoon's water
supply.
a) Two (2) each 42-inch diameter verticle pressure
filters, maximum rate in duplex operation: 57 gpm G
3 gal./min. ft2 ; 76 gpm e 4 gal./min. ft2 •
b) GhloriAe satr.Jrat9r 1-f'J fl) d.I.:J r-t•···;~t "'' /"..._
c) Downflow fluoride saturKtor
3.2.3.2 Tank: Regulating, fire, and emergency storage is
effected by a 100,000 gallon wood stave tank south of
town. With an inlet elevation of 158 feet and a bottom
elevation of 142 feet most of the town experiences 30 psi
'to 35 psi water pressures.
3.2.3.3 Distribution System: The current distribution system is
as shown in Figure 4. Total length of mains is
approximately 7,500 feet.
-24 -
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Tt:JT POINT NO. 4
Tt:IT~ tto. a
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BARCO BALL JOINT (BB 31020-48·11N)
360• ROTATION -15• ANGULAR FLEX
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90• ELBOWS-BOTH SIDES
OF BALL JOINT
ASKET ON BALL JOINT IS OF
RESSURE MOLDED ASBESTOS
rMPOSITION.
FIGURE 3A
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CH.ATHAt.l
ANGOON WATER DISTRIBUTION SYSTEM
STRAIT
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SECTION IV
SYSTEM IMPROVEMENTS
4.1 Projected Design Flows: Previous studies conducted by this and other
offices indicate that an appropriate design average daily damand for
Angoon is on the order of 75 gpcd, quite common for most small villages
throughout Southeast.
Various flow rates, other than average, must also be considered in the
design of a water system since water consumption does not occur on a
uniform basis. These rates are summarized below, both on a per capita
and projected demand rate basis.
Water Demand
Average Dally Demand
Maximum Daily Demand
Peak Hourly Demand
Fire Flow
(1)
Ratio
1.0
2.0
4.5
To average daily demand
RATES (2)
Per Capita Design Flow
~~ ~p
150 gpcd 84 gpm
189 gpm
500 gpm(3)
(1)
(2) Based on a projected population of 800
(3) For two (2) hours
The fire flow rate was derived from the minimum amount of water
recognized benefical for fire suppression by the Insurance Services
Office of Alaska. This office has the delegated authority of setting
insurance rates, which in turn are predicated on available fire
protection facilities.
Note that the tabulated rates consider only domestic and existing
commercial uses. At this time there are no heavy industrial users in
Angoon. Any industrial/commercial facility proposed for the community
must be evaluated with respect to water demand and existing/proposed
supplies at that time. Also, increased flows may have a pronounced
-~ffect on the operation of the existing sewage treatment plant •. Should
average daily wastewater flows exceed 60,000 gpd, improvements to the
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existing plant may well be required. Such improvements would represent a
real cost which must be considered if significant expansion of the water
system is proposed.
4.2 Reservoir:
4.2.1 Requirements: Demand rates used in determining required reservoir
storage are generally based on maximum daily demand. At 84 gpm
this is equivalent to 44.2 million-gallons/year, or 135 acre
ft./year. Using this demand rate and knowing the runoff
characteristics for a particular watershed, it is possible to
determine storage requirements for a reservoir within that
watershed. Such an evaluation follows for the basins under
consideration.
4.2.2 Alternatives:
4.2.2.1 Existing Basin:
A. Runoff/Required Storage: Unfortunately, it was not
-possible to directly estimate runoff for the
Stromgren Creek watershed. While there is good
precipitation data for Angoon (Figure 5), there are
no gaging stations on Stromgren Creek. However, the
u.s. Department of Agriculture has developed
relationships between precipitation and runoff for
ungaged streams in Tongass National Forest by
correlating known data for this area (Reference 1).
The bottom solid curve in Figure 6 represents mean
annual runoff per square mile of watershed as
established by the Department of Agriculture and has
been plotted as a function of mean annual recorded
precipitation in Angoon (note that the drainage
-basin is some 300 feet higher than the Angoon
recording station). The top solid line is a best
fit through actual runoff data for the closest gage
station, Hasselborg Creek, which is 16 miles NE of
Angoon. The data for this basin (35,840 acres, mean
elevation over 1,000 feet) has also been plotted as
-~-
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0 ,z --z
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ANGOON PRECIPITATION DATA
~0
I l K " MEAN y \ I ,_ 41.9" I \ A ,.\ ·I d -1\ }\:\ l
~ PERIOD OF RECORD·HASSELBORG ~
CREEK DISCHARGE
20
lO ANNUAL TOTALS
*'---~< ~ YEAR MOVING AVERAGE
Ill I,,,,,,, 0 I I t I I I I I I I I I I I I I I I I . ~ 76 BO.
52 56 64 68 60 '
YEAR
FIGURE 5
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_i~ ___ t-____ ~ ___ ,.._._ -~~~-~ ~~~-_y~"l'~ -,........ -~ -·~---~~ "''~--~· ••• 6.0
5.0
4.0
3.0
2.0
1.0
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LOCAL RUNOFF ENVELOPE
® ACTUAL HASSELBORG CREEK DATA!
REGRESSION COEFFICENT OF
DETERMINATION (r2) =.73
----SYNTH~TIC DATA BASED ON RE-
GRESSION ANALYSIS2 FROM
WATER RESOURCES ATLAS (!S)
0~------+-------~------~------~--------~----~ 30 35 40 45
ANNUAL RECORDED PRECIPITATION UNCHES)
NAT. WEATHER STA. INDEX 0310-ANGOON
I. BASED ON CALENDER YEARS 1952 -1967.
50
2. REGRESSION EQUATION 1-fi"(MEAN ANNUAL FLOW-TONGASS NATlONAL FOREST)
n= 4·s, r2 ::~~. 99
* Q = ,0312 pl.l3 AI.03
55
FIGURE 8
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a function of Angoon precipitation. A water balance
for this basin clearly indicates that precipitation
levels are much greater in the Hasselborg Creek area
than in Angoon. It follows then, that the envelope
described by the two regression lines represents the
range of runoff levels to be expected in this
general area as a function of recorded precipitation.
Using stereo pairs of infrared photos (scale:
l-inch= 1,085') for the Stromgren Creek watershed
area, the total drainage basin area was determined
to be 280 acres (figure 7). figure 8 is a mass plot
of basin runoff for the lowest precipitation period
on record (1954-1957). Runoff was determined using
the calculated drainage basin area, recorded monthly
Angoon precipitation data, and the Department of
Agriculture mean annual runoff regression equation.
Using the "mean annual" equation with monthly
precipitation data and then scaling the flow up by a
factor of 12 tends to moderately underestimate
~ff, as snowmelt is discounted and evapotranspir-
ation is overestimated to a certain degree. The
analysis is, then, conservative. Also shown on
figure 8 are several demand lines. The required
storage capacity of a reservoir may be determined by
measuring the maximum departure from the appropriate
demand line drawn tangent to the mass curve and
points on the mass curve itself which are forward of
the tangent point. As discussed earlier, a demand
of 135 acre ft./yr. seems reasonable for Angoon
through the year 2000. Based on the maximum
departure (1955), storage should be on the order of
15 acre-feet. When a reservoir is impounded,
evaporative losses from the reservoir surface must
be considered, increasing the required storage.
-32-
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However, runoff also increases as a function of
reservoir area because transpiration losses
decrease. For this basin, the gains due to
decreased transpiration probably exceed the losses
due to evaporation, suggesting again that this
analysis is in many respects, conservative. Based
on the above discussion, a design reservoir storage
volume of 15 acre ft. (4.9 million-gallons) has been
selected.
The maximum yield of the watershed is a function of
·storage also. Assuming it is feasible to build a
dam large enough to impound the required storage,
the basin becomes limiting when tangent demand lines
no longer intersect the mass curve. For the low
flow period in Figure 8, this limit is 375 acre
ft./year or 230 gpm. Note that this would require a
75 acre-feet reservoir. As will be shown later
(Figure 10), a dam with a spillway elevation of
279.5 feet at the existing site would be needed to
effect this storage (24 million-gallons).
B. Existing Storage: The contour information in
Figure 9 was developed from the existing reservoir
as-built plans and stadia data (154 points)
collected in January 1981. From these data then,
reservoir storage/area curves were derived for the
existing dam site with and without the two (2)
upstream beaver dams (Figure 10). For the given
spillway elevation of 271.6 feet the total volume of
water stored is 6.0 million-gallons, distributed
between the three (3) basins as summarized in Figure
11. Note that without the beaver dams the existing
dam would only impound some 1.1 million-gallons.
-35 -
._,.. --·--~---~
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This is, however, 500,000 gallons higher than
previous estimates of basin A capacity made by this
office. Based on the selected design reservoir
volume of 4.9 million gallons, it is clear that the
beavers make the difference between adequate and
inadequate storage. Without the beaver dams,
consideration should be given to raising the free
water surface of the existing reservoir to an
elevation of approximately 274.5 feet. This would
require either a new dam or a 3 foot to 4 foot
extension to the existing structure •
Note that mass curves may also be used to determine
the maximum expected yield for a given reservoir
capacity. Tangents to the curve in Figure 8 such
that the maximum departure just equals the existing
capacity, i.e., 6.0 mi111on-ga11ons (18.4 acre-feet)
will have a slope equal to the maximum yield. In
this case, yield is limited to 200 acre ft./yr. or
approximately 120 gpm.
-36 -
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EXISTING RESEVOIR PROFILE
NTS
BEAVER DAMS
BASIN MILLION
GALLONS
A 1.1
8 .5
-----·-·--·--c 4.4
TOTAL 6.0
FIGURE U -
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C. Quality: Chemical analyses performed to date on raw
Stromgren Creek/reservoir water indicate that it is
typical of Southeast surface water. While generally
meeting all of the National primary and secondary
drinking water standards, it is fairly agressive and
there are occasions when certain maximum contaminant
levels are exceeded, specifically turbidity (primary
standard) and color (secondary standard). In light
of the isolated watershed and the treatment
provided, this source should pose no health hazard
to the residents of Angoon. It is expected that
color will continue to be an aesthetic problem,
especially if this reservoir is enlarged without
first removing the existing organic overburden.
4.2.2.2 Lake McCarroll: As a part of the overall review of local
water resources on Kootznahoo Head, a preliminary
investigation of the large lake some 1.5 miles northeast
of the existing reservoir was conducted in the fall of
1980. Should additional water be required, this lake,
referred to as Lake Mccarroll, may well be the best
alternative for development. Summarized below and in
Section 4.4 are our findings to date.
A. Quantity:
1) Runoff/Required Storace: Although photo
interpretation of the Lake McCarroll drainage
basin was not accomplished for this study, it
is clear from USGS topographic and PHS field
information that this basin is at least 960
~cres in area (Figure 12). Using the runoff
relationships developed earlier, and assuming
an area of 960 acres, results in the mass plot
shown in Figure 13. At the maximum "potential"
departure point, the 135 acre ft./year demand
line is nearly equal in slope to the mass
curve. This indicates that little or no
storage is required on this basin.
-40 -
•
l ..
i
I
• l
l
SCALE: 1": I MILE
LAKE McCARROLL WATERSHED
FIGURE 12
~;·
'jf,
"¢·
~
lit . ..
~·
~r
}. !q
f~ r.-1
~·
'l .,
t: .
Ill
II: ~
~
·h ;• ... ....
0 z
:I c ...
h t:
' ; 1
~
~
,,
i
9 ...
i!
II: a > II: w
In w II:
ti z -
RUNOFF MASS PlOT
LAKE McCARROLL
·~1,---------------,---------------r-------------~r-------------~
41.0
40.0
11.0
10.
u.o
20.0
. ., ..
MAXIMUM I"'ltJmAL
DEPAilTUIItl
....
DEMAND LINEI
ACRE· fT/'fllt
....
(II BAaED 011 llPIRESSION EQUATION Q • (.OJIZ pLII •. OS] II
WH[R[• P • MEAN liiONTHLY ANGOON PIIECIPITATION
A~~o HO ACRES
ltll'
From this same curve it can be determined that
the maximum yield of the basin is 1,250 acre
ft./year or 775 gpm.
2) Existing Storage: Soundings of the lake using
simple raft/line/weight techniques revealed a
maximum depth of 45 feet. From 13 data points
the volume has been estimated at 160 million
gallons (490 acre ft.). The maximum yield of
the reservoir then, is indicated by the dashed
line in Figure 13. However, as this line has a
greater slope than the basin limiting line, the
maximum "practical" reservoir yield is also 775
gpm.
J. Quality: Analysis of a sample collected in
August 1980 suggests that this source is
comparable to the existing water supply. While
color and turbidity were not evaluated, it is
anticipated that these parameters may be
somewhat better compared to the existing
reservoir due to the greater depth of Lake
McCarroll.
-4.2.2.3 Other:
A. Thayer Creek: It has been suggested at times, that
Thayer Creek, which is some 5 miles northeast of the
existing dam, be developed as a water supply and/or
a hydropower site. However, no serious
consideration was given to this alternative in this
report due to the excessive transmission line
requirements anticipated.
-43 -
CliEJUICAL & GEOLOGICAL LABORATORIES OF ALASifA, INC.
P.O. BOX 4·1276
Anchorage, Alaska 99509
TELEPHONE (907)·279-4014 ANCHORAGE INDUSTRIAL CENTER
274·3364 5633 8 Street
ANALYTICAL REPORT
:.!JJ)TCMER Alaska Area Native Health Service SAMPLE LOCATION· .
t
= COLLECTED 8-28-80 TIME COLLECTED: 1520 Hrs.
LEO BY J. HcCerroll SOURCE Lake r.lCC,rroll .
~EMAR KS See Attached Tag ·.:..
. . '\. \ .
' . '\
= mg/1 ., ·.\ mg/1
.. ', .. :.~ ';·.·· .. ,,
[~g,Silver <0.05 []P~Phosphorous <0.05
[Ji .I , Aluminum 0.11 []Pb,Lead
. . . ~ r·· ; ,Arsenic <0.1 []Pt,Platinum <0.05
[]Au,GQld <0.05 []Sb ,Antimony
... ~ <0.10
,_1 '• ':' .... ·
i ; . ..ioron <0.05
• []Se,Selenium <0.1
f.l~a,Barium <0.05 []Si ,Silicon
.. ·; ;.,, 0.95
. ~ . · .
lJL i ,Bi srnuth <0.05 []Sn ,Tin .. <0~05
...... ·~ ~;:-·~"":
r·~ t,Calcium 8.3 (]Sr ~Strontium. <0.05
:
[]Cd,Cadmium <0.01 []Ti, Titani urn <0.05
1 , :>,Cobalt <O.QS (]W, Tungsten <0.05
,.
f]r'r,Chromium <0.05 []V,Vanadium <0.05
Angoon, Alaska
FOR LAB USE ONLY
RECVO.BY 'PG LAB# 4879-2
DATE RECEIVED 9-2-80
DATE COMPLETED· 9-6-80
DATE REPORTED 9-8-80
SIGNEDa.J~;f_ ./-La r
.!!!91.L
[]Cyanide
[]Sulfate 0.3
[]Phenol
(]Total Dissolved 35
Solids
(]Total Volatile
Sol ids
[]Suspended
Sol ids
(]Volatile Sus-
· pended Sol ids 25 []Hardness as
CaCOf
[]Al ka inity as 41
· CaC0 3 []
[]
·'
l./~o.t.I,Copper <0.05 []Zn~Zinc <0.05 [] --
j e~Iron 0.33 []Zr~Zirconium <0.05 [] .. * * * * * ' 56 I]Hg .~1ercury <0.1 []Ammonia []rnmhos Conductivity
t~itrogen-N '
I .• Potassium 1.0 []Kjedahl []pH Units 6.7
Nitrogen-N
0,.9~Magnesiurn 0.71 []Nitrate-N []Turbidity NTU
i.. .. hf'I~Manganese <o.os []Nitrite-N. []Color Units
!.;;~ :>.Molybdenum <0.05 []Phosphorus []T.Coliform/lOOml
(()-tho) -P 1 [] l.JNa,Sodium 1.2 []Chloride
. i .nickel <0.05 ()Fluoride []
4.3 Dam:
B. Mitchell Lake: A preliminary investigation of
Mitchell Lake (1 mile northwest of existing dam) was
conducted for this study. Using a surveying
altimeter (single instrument method), its elevation
was determined to be 385 feet, approximately 100
feet higher than the existing reservoir. Analysis
of a lake water sample produced the attached
results. Study of this lake was discontinued when
it became evident that Lake McCarroll was a more
viable alternative.
C. Favorite Bay: Although Favorite Bay is not located
on Kootznahoo Head, it is mentioned here because
others (principally the Angoon Community
Association, Alaska Power Authority, and Tryck,
Nyman, Hayes) are presently investigating the
potential for a combined hydroelectric, commercial
fish hatchery, and water supply project in this area
(Reference 3, 4, and 5). An analysis of their
findings and recommendations should be compared to
these data for Kootznahoo Head when/if water source
improvement decisions are made.
4.3.1 Requirements: Based on an outyear population of 800, any dam on
the Stromgren Creek basin designed to meet the projected reservior
requirement must be capable of impounding at least 4.9 million
gallons of water. Reservior requirements in the McCarroll basin
are minimal. Sufficient head should be available to provide flow
to the storage tank in town (158 feet HWL) at a rate equal to the
maximum daily demand (84 gpm in this case). Note that the
required head will vary with length and type of transmission line
employed as well as head losses experienced through the water
treatment plant.
-45 -
"-~----· '-·~-·· -···~·-· .. ·--.... '
USTOMER
CliElUICAL & GEOLOGICAL LABORATORIES OF ALASKA, !PIC.
P.O. BOX 4·1276
Anchorage, Alaska 99509
TELEPHONE (907}·279-4014 ANCHORAGE INDUSTRIAL CENTER
274·3364 5633 8 Street
ANALYTICAL REPORT
Alaska 1\rea Native Health Service SAMPLE LOCATION: ,--.:...:An=~n:.:..,c_.:...:Ala=s:::.:ka::::-_~~--
FOR LAB USE ONLY
. ~ .. DATE COLLECTED 8-29-80 TIME COLLECTED: ' 1345Urs . RECVD. BY · AG LAB II 4879-1
I
_ AMPLED BY .J.~ll SOURCE Mitchell Lake • DATE RECEIVE0___;9:....-..;;:..2-....;;;8=0 ___ _
··y.Et~ARKS __ Se_e_At_t_a_ch_e_d_Ta_____.g:.___ ___________ _ DATE COMPLETED_· ... 9-_6_-... ao ____ _
------------------~---DATE REPORTE0'---9_-_8-_8_0 ___ _
-j ---------------~siGNrn~,L~.L~J~~
mg/1 --=---· mg/l
·-· ''
]Ag,Silver <0.05 ___ __;..;...;;...;;;..;;._ __ []P ,Phosphorous ___ <0..;.;;...;;....0;...;;5 __ []Cyanid"'--------
(]Al.Al uminum <0.05 ___ ;;.;...;;..;;...;;;_. __ [ ]Pb ,Lead ____ .-__ <0.;..;..;.....0;...;;5_._ [ ]Su 1 fa te ___ ___;;o;..;;;.•.-..6 __ _
·.': .
' []As ,Arsenic ---.::w.L........_ ___ []Pt,Pl a tinum ___ .::..:<Ou...JJOu.S__ []Phenol ________ _ <OJ
·-4 []Au ,Go 1 d <0.05
'•,,'•
-----=~'-----[]Sb,Antimcny ___ .,.;:,;<O...., ..... l...,O_. _ []Total Dissolved__..S.._..J ___ _
Sol ids
[]BltBoron <0.05 -----=z...::<.='----[]Se,Selenium <0.1 []Total Volatile _____ _
...... Sol ids
, []Ba,Barium <0.05 , ___ __;,;;..;:....::.;::_.__ __ []Si ,Silicon 0. 75 []Suspended ______ _
Sol ids
[]Bi,Bismuth <0.05 ___ ...-..;;~---[]Sn,Tin <0.05 []Volatile Sus-_____ _
·' (]Ca,Ca1cium 15
pended So 1 ids
-----==----[]Sr,Strontium. <0.05 []Hardness as __ ---::4:.=.3 __ _
(]Cd,Cadmium <0.01
CaCO, ---=-:..:=---[]Ti, Titanium <0.05 [)Al kaT inity as _ ___;6:;..;::6;..._ __
[)Co, Coba 1 t <0.05
CaC03
---~=-----[)W,Tungsten <0.05 [] ___________ _
......
[]Cr,Chromium <0 OS --_....;:~=----[]V ,Vanadium ____ <=O....,.=os"'---[] ______ ------
[]Cu,Copper <0.05 ----=~.:---[]Zn,Zinc <0.05 []-----------
1 (]Fe, Iron 0.14 ----~~---[]Zr,Zirconium <0.05 [] __________ _
* * * * * * []Hg,Mercury <0.1 ---~...._ ___ []Ammonia ________ []mmhos Conductivity_..:::.9.;;:..6 __
[]K,Potassium <1.0
Nitrogen-N
--~~:.__--[]Kjedah l []pH Units -----~G.&.l. 8"--
I []Mg ,Magnes i urn 1.2
Nitrogen-N ---=-=-=----(]Nitrate-N []Turbidity NTU _____ _
[]Mn ,t·1anganese <0.05 ·---=-..:...=-----[]Nitrite-N. (]Color Units _____ _
. []t~o ,r1o l ybdenum <0.05 _ ___;~......._ __ (]Phosphorus []T .Coli form/lOilnl----
(]rh ,S'Jdium 1.4
(lrtho)-P
-----~---(]Chloride _________ []----------
[lNi ,Nickel ----..:=.~---[}Fluoride [] ____ ___, ____ _ <0.05
4.J.2 Alternatives:
4.3.2.1 Existing Basin:
A. Impoundment -With the beaver dams intact, the
existing dam and reservior are adequate. Without
the additional storage provided by the beavers, this
dam should be raised J to 4 feet or replaced.
Raising of the dam may be accomplished either by
extending the existing log crib or by constructing a
flash board along the crest. Figures 14 and 15 are
cross sections of the existing site and an
alternative selected during field studies. Although
rock is quite prevalent in these areas, field
mapping of the bedrock profile is recommended before
final decisions are made with respect to these
alternatives.
The existing dam has an estimated 100 gpm leak along
the toe. This leak has been steady since the dam
was completed in 1969, but it is unclear if water is
infiltrating the rock core along the entire upstream
face (falling to the base before exiting at the
toe}, or if the flow line is directly from heel to
toe along the base. This loss of water can become
critical during periods of low runoff and an attempt
should be made to identify/repair the leak if this
dam is to remain in service for any sigificant
length of time.
B. ~ -Total minimum static head of the existing
system is approximately 102 feet (bottom of
reservoir intake to HWL of tank). None of the
proposed modifications to the dam on this basin will
significantly change available static head.
~·~ · .... ~~"'
260
'~-~ j, . .._~,... ~rr~A..~;:·>-;.· i_,. ..... ,,~:· ~~~ •:.~""' r..; ~ ~\ c:..t:H"' ~ .......... i:."!! ~~... jJI!-~ ~·~· ;~!tl·?f jo<'l'·<;;;~·
15o+OO 100+00
PROFILE =:===.
<i. EXISTING DAM
STROMGREN CREEK
ANGOON, ALASKA (1981} •
50+00 00+-00 50+00
DISTANCE-FEET
..
100+00 150+00
,IGURE 14
.... ~
~ w
LL
I z
0
ti > w
...J w
f·~ ..... , ~-·-''"'"'"' "' ~-~--~-·-.~·-f"'""'•· ·-~-.....
290
280
I
270
260
150+00 100+00
PROFILE
t ALTERNATE DAM SITE
STROMGREN CREEK
ANGOON, ALASKA (1981) •
V/A I
SOi-00 00+00
DISTANCE-FEET
t•·Wo;~ ~..,.~..... ;~~ ~--~~
~,,~,
50+00
NOTE:
SEE FIOURE 9 FOR
SECTION LOCATION
100+00 150+00
~~... ---·
I'
FIOURE 115
-i "",~t
' !
~
l
!
;1
'
4.3.2.2 Lake McCarroll:
A. Impoundment -As storage is more than adquate, the
major consideration in developing this body as a
reservior would be the design of a reliable intake
structure. Lake McCarroll is impounded in part by a
beaver dam on the southeast side. Overflow from
this dam flows into an unnamed stream and then to
Kootznahoo Inlet. If transmission line routing were
to follow this stream bed, it appears from initial
field observations that outlet piping could be laid
either through or over (siphon) the dam.
B. ~-Altimeter data for Lake McCarroll indicated
an elevation of 286 feet at the water surface.
Development would result then, in essentially the
same static head conditions as at the the existing
reservior.
4.4 Transmission Line:
4.4.1 Requirements: The transmission line should be able to deliver the
design maximum daily demand, i.e., 84 gpm. Assuming a minimum
static head of 102 feet for both reserviors being evaluated, this
flow rate can be achieved with a variety of pipeline designs
within certain total system headless constraints. Summarized
below are maximum equivalent PVC pipe lengths which will deliver
90 gpm, given the existing static head conditions.
Reference
Pipe (C=l40)
4-irx:h PVC
6-irx:h PVC
90 GPM Flow Criteria
Static Head 102 Feet
Maximum Equivalent System Length
(E.L. in feet)
19,000
136,880
-SO-
4.4.2 Alternatives:
4.4.2.1 Existing Basin: The existing transmission line is
capable of delivering only 70 gpm (i.e., 4-inch PVC E.L.
greater than 19,000 ft.) (Reference 7) to the treatment
plant when the marine portion is in good repair.
However, gasket failures in the Barco joints and
corrosion of the steel sections along the beach are a
recurring problem and, at times, losses to the inlet have
been as high as 40 gpm. In addition, this 990 foot run
of 2.3 inch I.D. pipe has an equivalent 4-inch PVC length
of approximately 3,000 feet. The submarine line is then,
the major limitation in the existing system. Redesign of
the joints and increasing pipe diameter to 4 or 6 inches
will be the single most effective step in achieving the
design flow. Options which should be evaluated in detail
include:
New Crossing Location: Investigate channel bottom
seaward of existing site for slopes allowing longer
xuns of straight pipe w/o ball joints.
New Design
l. Welded XX Steel with barco joints with synthetic
rubber gaskets.
2. Ductile Iron with bolted usiflex joints.
3. Ductile Iron with boltless usiflex joints.
4. Anchored high density polyethylene pipe.
5. High density polyethylene pipe inside ductile
iron with usiflex joints.
6. High density polyethylene pipe inside alternate
armoring jackets.
Depending on redesign of this section, other land
portions of the transmission line may or may not need to
be upgraded to 4-inch or 6-inch diameter. Note also that
at some point, capacities will become such that the
-51 -
4" wood stave
4" PVC
3" sch. 40 steel
3" sch. 40 XX steel
booster pumps on the beach and in the water treatment
plant can be eliminated. The data below are the best
available information with respect to system head
losses. Unfortunately, sufficient data was not available
to evaluate treatment plant losses and such an analysis
was beyond the scope of this study.
Assumed 4" PVC (C = 140)
C value Length (ft) Eguivalent length
100 300 560
140 3,492 3,492
120 934 1,242
120 990 1,317
Barco joints & elbows 1,590
3" sch. 40 steel 120 1,077 1,432
4" PVC 140 740 740
Treatment plant ?
4" O.I.
4.4.2.2
120 2,030 2,700
Lake McCarroll Developing Lake McCarroll would require
significant additional transmission line. As shown in
Figure 16, a line could either be burled along the outlet
stream bed and then along the beach (11,800 ft.), or over
land to the existing basin (3,600 ft.). Field
observations and photo interpretation indicate that there
is a ridge on the southwest side of the lake which may
preclude an overland siphon design. Preliminary cost
estimates to design and construct a new transmission line
and intake structure are given in Section v.
4.5 Appurtenances:
4.5.1 Treatment Plant -The only modifications to the existing treatment
plant which should be considered are the reduction of system head
losses through piping/filter redesign. The upper limit of the two
filters now in use is approximately 76 gpm (~ 4 gpm/ft.2) i.e.,
an additional filter may be required to achieve 84 gpm. This may
or may not be economically feasible depending on the redesign of
the transmission line. Consideration should be given to these
specific system losses in conjunction with transmission line
design.
-52 -
...
KOOTZNAHOO HEAD
CONTOUR MAP
Taken from
U.S.G.S. SITKA (C-2) QUADRANGLE
FIGURE 16
4.5.2 Storage Tank: Distribution system storage aids in supplying peak
demands; and is thus used to attain maximum economy in the sizing
of transmission lines and treatment facilities.
Peak demands which are normally supplied from a storage reservoir
connected to the distribution system are as follows:
Regulating Storage: Where transmission and treatment facilities
aresized to provide flow rates compatible with the maximum daily
demand, regulating storage is normally furnished on the basis of
additional flow rate required to service the maximum hourly demand.
This peak is normally taken as 20% of the amount of water required
to supply the community for 24 hours at the maximum daily demand
rate. Based on a maximum daily demand of 84 gpm, the required
xegulating storage for Angoon is 24,000 gallons.
Fire Storage: The amount of fire storage necessary is dependent
on the amount of water necessary to provide a specified fire flow
over a specified period of time. As previously discussed, this
value is 500 gpm for 2 hours or 60,000 gallons storage.
Emergency Storage: The volume of emergency storage to be provided
within a distribution system is normally based on the reliability
of water delivery from the source, in conjunction with economic
considerations. In the absence of overriding criteria, one
commonly accepted practice is to provide sufficient storage to
service the maximum daily demand over one 24 hour period; 121,000
gallons in this case. Normally this is sufficient to allow
emergency repair of treatment or pumping facilities if such is
required. Note that in Angoon, water delivery is dependent on a
submarine pipeline across Kootznahoo Inlet. Repair of this line
could well require a period of several weeks. However, provision
of adequate storage for such a contingency is not economically
feasible.
-54 -
In light of the above discussion, and considering that the
existing tank has a 100,000 gallon capacity, adding an additional
80,000 gallons of storage would be optional.
Note too, that there is a small leak (5 gpm) in the existing tank
which should be repaired.
4.5.3 Distribution System: Based on the projected design flows it is
clear that fire demand will govern any rehabilitation of the
existing distribution system. Assuming the most distant point in
the main to be 3,000 to 4,000 feet from the tank, under 60 feet of
head, initial calculations for ductile i~on pipe indicate that
8-inch diameter pipe would be optimal. Six-inch pipe could handle
flows on the order of 400 to 425 gpm.
An additional consideration with respect to upgrading the
distribution system is the some 2,600 feet of existing asbestos
cement (AC) main along Chatham and Kootznahoo roads. AC pipe was
installed because of its low cost, ease of handling, good
hydraulic properties, and excellent resistance to external
corrosion. However, it is a brittle material and cannot withstand
point or beam loads well, a property which has resulted in
numerous pipe failures in Angoon.
-55 -
· SECTION V
COST ESTIMATES FOR ALTERNATIVES
ITEM UNIT COST
Design New Beach and Submarine Line:
Field Reconnaissance Work (diving) $2,000/day
Engineering $60/hour
SUBTOTAL
Overhead/Profit 15%
TOTAL (Rounded to Nearest Thousand)
Detailed H~draulic Anal~sis of Entire
Transmission Line:
Travel $500/trip
Engineering $60/hour
SUBTOTAL
Overhead/Profit 15%
TOTAL (Rounded to Nearest Thousand)
Construct New Beach and Submarine Line:
(Assume crossing location remains the same.)
Mobilization/Demobilization Pipeline
Beach Pipeline
Submarine Pipeline
SUBTOTAL, Direct Cost
Contingencies
TOTAL, Direct Cost
Overhead Profit
$30,000 LS
$30/LF
$100/LF
15%
15%
TOTAL COST (Rounded to Nearest Thousand)
Repair Leak in Existing Dam:
One job a $50.000
Repair Leak in Water Tank:
One job e $10 1 000
-56 -
QUANTITY
5 days
2 man months
2 trips
2 man weeks
2,040
1,000
£Qg
$ 10,000
19 1200
$ 29,200
$ 4 2380
. $ 34.000
$ 1,000
4 1800
$ 5,800
870
~ 7.~~0
$ 40,000
61,200
100,000
$201,200
30 1180
$231,380
34,707
$266.000
COST ESTIMATES FOR RECOMMENDED ALTERNATIVES (Cont.)
ITEM UNIT COST QUANTITY COST -
U~grade Land 8ased Portions of
Transmission Line:
Mobilization/Demobilization $70,000 LS $ 70,000
Access $50,000 LS 50,000
Pipeline $35 LF 7,580 265 1300
SUBTOTAL, Direct Costs $385,300
Contingencies 10% 38 1 530
TOTAL, Direct Costs $423,830
Engineering/Overhead/Profit 25% $105 1 960
TOTAL COST (Rounded to Nearest Thousand) ~53~,000
Install Gaging Station on Stromgren
or McCarroll Creek:
One job~ $25.000
U~grade Distribution Slstem to 8-inch DI:
Mobilization/Demobilization $30,000 LS $ 30,000
Pipeline $35 LF 7,500 262,500
Hydrants $2,000 each 10 20 1 000
SUBTOTAL, Direct Costs $312,500
Contingencies 10% 31 1 250
TOTAL, Direct Costs $343,750
Engineering/Overhead/Profit 25% 85 1 940
TOTAL COST (Rounded to Nearest Thousand) $430.000
Construct Additional 80z000-Gal1on Storage Tank:
Mobilization/Demobilization 20,000 LS $ 20,000
Storage Tank $.75/Gal. 80,000 60 1 000
SUBTOTAL, Direct Costs $ 80,000
Contingencies 10% 8 1 000
TOTAL, Direct Costs $ 88,000
Engineering/Overhead/Profit 25% 22 1000
TOTAL COST (Rounded to Nearest Thousand) ~pQ,QOO •
-57 -
.J.
1
.J
COST ESTIMATES FOR RECOMMENDED ALTERNATIVES (Cont.)
ITEM UNIT COST QUANTITY COST -
Reduce Head Losses Through Water Treatment Plant:
Mobilization/Demobilization
Treatment Plant Addition
New Sand Filter
Piping Rehabilitation
SUBTOTAL, Direct Cost
Contingencies
TOTAL, Direct Costs
Engineering/Overhead/Profit
20,000 LS
$40/Ft.2 400
$7,000 each 1
$50,000 LS
10%
25~
TOTAL COST (Rounded to Nearest Thousand)
lli!!!
Mobilization/
Demobilization
Intake structure
Access
Clearing
Pipeline
SUbtotal Direct
Cost
Contingencies
Total Direct Cost
Engineering/Over-
Unit Cost
$70,000 LS
$100/LF
$130,000 LS
$4,000/AC
$50/LF**
10%
head/Profit 25%
Land Line*
Quantity Cost
400 LF'
1.33 AC
3,600 LF
$ 70,000
40,000
130,000
5,300
180,000
$425,300
42,530
$467,830
Total Cost (Rounded to Nearest Thousand)
$116,960
$585.000
-
$ 20,000
16,000
7,000
50,000
$ 93,000
9,300
$102,300
25,515
$128.000
Streambed/Beach
Quantity Cost
400 LF
4.20 AC
11,400 LF
$ 70,000
40,000
130,000
16,800
570,000
$ 826,800
$. 82,680
$ 909,480
$ 227,370
$1.137.000
NOTE: -In addition to these costs the marine line improvements
already addressed would have to be undertaken.
*Assuming !:!Q. pump station required.
**Includes rock excavation
-58 -
'!
-"1
SECTION VI
DISCUSSION OF ALTERNATIVES
The table below summarizes the data developed In this report for the two water
sources under consideration. Recall that the design reservoir yield for a
population of 800 (little or no industrial water requirements) Is
approximately 84 gpm i.e., maximum daily demand. The required storage based
on this demand rate was determined to be 4.9 million gallons.
Existing
Source
Lake
McCarroll
COMPARISON OF
WATER SOURCE ALTERNATIVES
Basin Dam Reservoir Trans. Total
Yield Head Cost Storage Yield Quality Cost Line Cost Cost
230 100 $50,000 6 mil. 120. good $0 $837,000 $887,000
gpm ft. gal. gpm
775 100 $0
gpm ft.
160 mil.
gal.
775
gpm
good $55,000 $1;367,000* $1,422,000
$1,919,000** $1,974,000
* Land line design
"** Streambed/beach design
As the head and water quality considerations are comparable for both sources,
and given that the existing reservoir storage/yield is sufficient to meet the
design values, there is little basis for abandoning the existing reservoir.
The improvements to the transmission line and dam which should be undertaken
have an estimated total cost of $887,000. The two transmission alternatives
from Lake McCarroll have been estimated at $1,422,000 and $1,974,000 including
the recommended work on the marine sections of the existing line. Even if the
land line design is shown to be feasible, an additional $535,000 in capital
costs will be incurred to develope this source. In the short term then, the
recommended improvements to the storage tank, distribution system, and
treatment plant would seem a better use of any funds available.
Based on the above data, the prioritized recommendations outlined in the
beginning of this report are made.
-59 -
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SECTION VII
REFERENCES
1. U.S. Department of Agriculture, Forest Service -Region 10, "Water
Resources Atlas", Juneau, Alaska, April 1979.
2. Norton Corrosion limited, "Installation and Operating Instructions for
City of Angoon, Alaska, Water Supply, Final Report", C-2078 Woodinville,
Washington, March 1970.
3.
4.
5.
6.
7.
Tryck, Nyman, Hayes, "Angoon Hydropower; Preliminary Reconnaissance
Report", Anchorage, Alaska, November 1980.
Tryck, Nyman, Hayes, "Angoon Hatchery Concepts", Anchorage, Alaska,
September 1980.
International Engineering Company, "Angoon Tidal Power and Comparative
Analysis", Anchorage, Alaska, February 1981.
U.S.PHS, "Final Report, Alaska Native Sanitation Facilities for Angoon,
Alaska, Project No. AN-63-339APW, -68-680, -70-690", Anchorage, Alaska,
September 1971.
CH2M-Hill, "Water and Sewerage Systems, City of Angoon", Anchorage,
Alaska, December 1972.
a. Bureau of Indian Affairs, "Angoon, Its History, Population, and Economy",
Billings, Montana, June 1975.
-60 -
APPENDIX A
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--~··-.. ~···~·~-----*··---·~·~----------~~--~--------------------------~----------------~--·
:REPORT ON KOOTZNAHOO INLET
AT ANGOON, ALASKA
.FOR .ADMINISTRATIVE USE ONLY
Water Resources Division
tJnited States Geological survey
Juneau, Alaska
(March, 1965)
Prepared by Charles W. Boning, Hydraulic Engineer
])avid A. Sommers, Geologist
. .,
~---------------~--------------~------4~#--=--·.-----------------~------------~
CONTENTS
Introduction------------------------------------------
Procedure----·----·-·---·-----------------------------
Geolosic Description of Channel-----------------------
Cross sections----------------------------------------
Velocity Observations---------------------------------
Conclusions-------------------------------------------
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FIGURES
Figure l. Location map--------------~---------------
.• 2. Cross section A---------------------------
Cross section 1---------------------------
4. Cross section 2---------------------------
Cross section 3---------------------------
6. Cross section 4---------------------------
,
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"'' . ' .. ·-REPORT ON KOOI'ZNAHOO INlET
Nr ANGOON, ALASKA
INTRODUCTION
The site of this investigation is located in Kootznahoo Inlet near
the village of Angoon, Alaska on the west side of Admiralty Island, 58
miles south of Juneau, and 42 miles northwest of Sitka. The U. s. Public
Health Service requested the Geological Survey to obtain cross sections
of the inlet, magnitudes of the bottom current velocities at points of
probable scour, and description and samples of the channel bottom. These
data will aid the design and installation of a fresh water pipeline from
a source on Turn Point near Stillwater Anchorage across Kootznahoo Inlet
to Angoon.
PROCEDURE
Initial crossings numbered l to 4 in figure l, were made at random
~ocations with a recording fathometer in the vicinity of Village Rock in
~ inlet. VisUal inspection of these sections \-l'ere made by the authors
and by Public Health Service engineers who assisted the investigation, to
select the best location for the proposed pipeline. The final cross section,
designated cross section A in figure l was then obtained. No horizontal
cont=ol was maintained during any of the crossings, although Public Health
service engineers have subsequently made a transit survey of the selected
cross section location.
Upon selection of the most suitable cross section for the pipeline,
attempts were made to collect bottom samples on this crossing. At times
()f muximum current as published by the U. S. Coast and Geodetic Survey,
velocities were taken in close proximity to the bottom at various points
across the chnnnel •
•
)l a ·c· tf <»F««« -,-
GEOLOGIC DESCRIPTION OF CHANNEL
The channel bottom is believed to consist of the same type of bed-
rock that exists at Angoon and on Village Rock. This bedrock consists of
inter-bedded, thin-bedded to thick-bedded, light to medium gray, crystal-
line marble and calc-silicate schist. The bedrock is complexly folded and
faulted, and shows well-developed shear zones. The general strike of the
rock units ranges from N 40° W to N 10° W and the dip averages 60° to eo•
to the NE. Thus, Village Rock represents the extension, along strike, of
some of the more resistant rock units that are exposed in the village or
• Angoon. The underwater ridge which extends northward from Village Rock
tovard Xootznahoo Head 1 is obviously made up of these same units. The
deep trench, picked up on the fathometer 1 just to the east of this ridge 1
'.l1J1!AY be merely an easily eroded unit in the bedrock 1 but more likely it is
the ma:nifestation of a large fault which presumably trends NNW-SSE through
this channel •
.Repeated attempts to obtain bottom samples o:f the channel were unsuc-
cessf'ul. and the soundings recorded by the fathameter indicated a very rough
and hard surface. These findings indicate that the channel bottom has
-probably been scoured clean of detrital particles 1 except '!:or those that
may have been secured in some o'f: the many irregularities in the sur'f:ace •
CROSS SECTIONS
911! data i'or the cross sections were obtained at morning low tides
on March 16 and 17. The low tide elevations on these dates were 0.3 feet
end -1.0 i'eet res-pectively. '!bus the water surface elevations of the
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::S.' r h-r·eon'idmh? ·.u.t rl rtmm·=tea .. ,_ ·---•·: n ·ea..-.... -,a mnn-=•=
cross sections in fiGUres 2 to 6 are at approximate mean sea level.
Horizontal distances were approximated from field notes and from map
scales.
The cross section selected as most suitable for the pipeline is shown
as the dnshed line in figure 1, and plotted in figure 2. This cross sec~
tion utilizes the shallow portion of the channel between the ridge ex-
tending from Village Rock to the shore near Ango•:>n, is far enough from
Village Rock to minimize the effect of the ridge, and crosses the main
channel where the deep trench has a greater width than in cross sections
1 and 2. By changing the direction of the crossing in the main channel,
the gradient of the pipeline on the steep sides of the trench can be
reduced. The location of this bend is approximately at the end of the
ridge extending north from Village Rock.
Cross section 1, shown as figure 3, lies directly across the channel
on the inlet side of Village Rock. From Angoon to Village Rock, the bottom
C?nfiguration could not be defined because of large amounts of kelp in _
this area although approximate depths were obtained. From Village Rock
to Turn Point the trench previously mentioned is quite narrow with very
steep walls. Visual observation of the tidal flows indicated extremely
high velocities in this area, which was the primary reason this crossing
did not appear feasible.
Cross section 2, figure 4, lies on the northwest side of Village
Rock. The portion of this cross section between Angoon and Village Rock
is shallow and fairly rough, but does not contain any large crevices.
!rhe trench in the main channel has steep sides 1 but the velocities in
-3-
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this area do not appear as great as in cross section 1.
Cross section 3, figure 5, contains the trench in the main channel
.and a deep hole in the portion of the section near Angoon. This cross
section vas not considered the best crossing because of the deep hole,
although the fathometer chart indicated a widening of the trench in the
main channel.
Cross section 4, figure 6, lies approximately 800 feet toward Chatham
Strait from Village Rock, and is in considerably deeper water than the
other cross sections although the ·fathometer did not indicate the deep
hole that was found in cross section 3 near the Angoon shore. From dis-
cussion with Public Health Service engineers, this cross section was given
less consideration because of greater depths and the greater distances of
the cross section ends from the fresh water source and from. Angoon. How-
ever, if the velocities·in the selected cross section are greater than the
pipeline can be made to withstand, cross section 4 may be the most feasible
one regardless of the decreased accessibility, increased pipe length, .and
greater depths.
VELOCITY OBSERVATIONS
Velocities in the channel on the selected cross section were. obtained
approximately at the times of maximum tidal current as published by the
u. S. Coast and Geodetic Survey. Flood velocities on March 16 were taken
at approximately 1120 between a low tide of 0.3 feet and a high tide of
16.8 feet. Flood velocities on March 17 were obtained at approximately
1.200 between a low tide of -1.0 feet and a high tide of 17.1 feet. Ebb
velocities were obtained at approximately 1720 March 17 between a high
tide of 17.1 feet and a low tide of -2.7 feet.
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Velocities were measured in the main flow channel between Village
Rock and Turn Point as it was evident that· this vas where the strongest
current existed. The measured velocities and their approximate locations
are plotted as point velocities in figure 2. ~:imum velocities of approx-
imat·l!ly 6 feet per second in close proximity to the bottom occur along the
steep banks of the trench. No lesser velocities should be considered in
the pipeline design. Of the yelocities observed, the ebb currents averaged
approximately 1 foot per second stronger than the flood currents at equiv-
alent depths.
·coNCWSIONS
~. ~e channel bottom consists of bedrock with no overlying detritus.
2. The bottom is extremely irregular with a deep trench . in the main
channel.
3· Maximum velocities near the bottom have approximate magnitudes of'
6 i'eet per second.
Ja.. If' the above vel.ocities are greater than al.l.owabl.e for anchoring
the pipeline, the best cross section will be in the vicinity of' cross
section 4 .
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APPENDIX 8
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APPENDIX C
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. --------~-~--------
PIPE LINE
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PROFILE OF CROSSING
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18 20
PROPOSED PIPELINE CROSSING
IN KOOTZNAHOO INLET BETWEEN
ANGOON a TURNPOINT
SY: U.S. PUBLIC HEALTH SERVICE
OFFICE OF ENVIRONMENTAL HEALTH
DATE: OCTOBER I, 1968
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May
FRCM James A. Cr'\~:::1 Assistan .. , Sa:1itar:r Er.gtneer
SL'nJZCT: Angoor. Crossio.g
Telephone conversation w!th U.S. rtpe 1 Seattle, ~tt. Ron Sicon,
Sales Representative
I received a call from Mr. Ron S~on concerning the flexible joint piFe their
eom;any :r.anufactu:es. F.~ gave the folloving price quotes:
6" ID Bol tless Flexiole Join1, Pipe •.rt. th 1/16" grout lining,
{Ihetile Iron) 0.52" Wall thicJr.ness. 18 rt. sections,
4" ID .Boltless flexible joint pipe with 1/18' grout lining,
{Ductile Iron) 0.52 ~all thickness. 18 ft. sections.
The high costs of th'! pipe are xr.ainly due to the machining costs during
manufacture. I d~ec~ssed th~ corrosion protection with him, in particular a
vater line in salt water. He stated several instances vhere cast iron has
provided ser·1ice for over 6o years in outfalls, and one wter line in salt
vater at Seattle vhi~h ~As lasted 20 years. He did not kno• if this line had
catbot!c protection. He felt that the line may or may not need protection.
•tr. Siir.on s-:.ated ":hat the cornpa:1y '.IOuld !'leed a 6o-day delivery date on tbeir
Ductile iron fl~xihle joint pipe.
We also discussed the pull-out force required to disjoint or structurally
damage the boltless cc~~ectors. ~e stated the connectors are designed to
~rovide the s~~ strength as the pip~ section for pull-out so that it would
be possible to fuil in the pipe before a joint voU:d fail.
He vill send a more detailed price break dovn to
JAC:tln
'·
!chorage office.
~ ·~~ .d. £:--
James A. Crum
Field Engineer
_,
MF>iORAlt'DU.i F011 TiiE RECORD
FROM Ja1::es A. Crwr., ..:..ssis+,ant San! tar:; Enc;ineer
SUBJECT: Telephone conve~satloc to Houston:
Catholic Protection Se:-vice, Mr. Jack Davts
The Protection Agency stat~d that the ductile iron pipe vill corrode in tr.e salt
water, and vill need a sacrificial anode protection system. The best method
would be to use zinc bracelets ~hich could be placed on the pipe during
installation. The bracelets would give the pipe a 4o year life.
Mr. Davis discussed the corrosion resistance of both cast iron and ductile iron
with me. In particular he discussed the claims of It~ pipe manufacturers that
the salt wter environment vill not have any effect on the metal. Mr. Davis
stated if the pipe is to be used in a sever outfall for lov pressure use, it
would require no protection; but in high pressure line$1 there ~ill be failures.
The iron actually rusts out of the metal leaving the carbon for strength. This
would support a buried outfall for many years, but would result in failure for
a line with high currents and hi~ pressures.
Mr. Davis said he would prepare his recommendations today, and send them to our
office in Anchorage.
~d'-Ci &-~=·A. Crum
Field Engineer
_, JAC:fm
APPENDIX D
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• • Jw:1es A. Crum., Sr. Asst. Sllili tary Ent;incer
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SUDJE.CT: Trip report to Angoon, Alaska, J.larcb 22 .. 231 1969
~be following report is about a tield trip to investigate the bottom
conditions in .Kootznahoo Inlet. Arter th~ ductile iron pipeline bids wre
rejected, it became appurcnt that we knov the exuct bottoc conditions in
order to predict hov a pipe syotem vi~h variable spaced Joints vould renct
in the tidal current. The ductile iron line va.s to be laid in. a "Urr shape
usin; equsl sp~ccd joints. ~here would be construction problc~s involved
1n c~'-:in.g the be!ld in the line in the deepest part of the channel, and
initial hig~ costs due to the increased line lenr.:th. The channel relief'
cap indica.te<s a better cross section ne::1r the turn of the proposed ductile
iron line. Thio trip w~s made to investigate this cross section in detail
vith the intent of crossing the channel straight across vith the heavy
su~inc pipe. (See sl-".etch). This "WOuld result in a r.ore exact al.ignn:ent or the laying barse during construction, and reduce the cost of the thick-
vall suC.;.arine pipe. The shore connections could then be c.ude vi th a thin-
walled plastic-coated steel pipe laid below the low tide line.
~a.turd!ly, f'..:1rch 22, 1969
I Jr.et with B;.·b l3eck, Ju11eeu Diving Associates, at noon; and ,-e ch!U'tered a
plane to Angoon. ~e established the shore targets as sho~ on the a~tached
4:-~-.:!~.. \ole tb~n placeli !l!l :::.nchor on exact line vi th the ~g~ts in 'tb.e
deepest :;>ortion or the channel with an attached buoy. The anchor line vas.
used by the diver to g'!!!t to the bottO!::l 1n the shortest w:ount of time, and
to alvays return to the Sal:le point on the cross section.
fJ'he high slack tide (+14.0) vas at 4:48p.m. (Juneau tides) with a one bour
correctio~ for Angoon. The diving on the first day was to check tbe general
bottom conditions on the cross section. we :felt that the second day could
'b': spen.t working on any problem areas or to look at specific regions of the
bottau.
First drive -Bz.::>y to turn point shore -Start at 5:50 p.m. (10 minutes length)
'lhe d1 over vent dow the buoy rope to 115 teet depth (depth ceter) and beaded
V.ae;netic North, vhich is tr..e magnetic bearing of the desired cross section.
'l'be flat area exists at 115 feet depth o.s indicated on the relief map. T"ne
diver encountered a +.50 tt. pinacJ.e 1n the flat area just to the right of
the cross section (See draving). This is not shown on the relief ~p, due
to 1 t not shoving on fathoceter depth-indicator used by· the Geological
Survey,.
'!'he diver found the bottom tovard the turn point shore quite different than
indicated on the relief ~P· There vas a 20-25 ft. cliff risi~ off the
bottOQ. at a ('0° s.lope fro:n UO :ft. depth to 8) 1't. depth. After this cli!':t
breaks, there is a short fJ.at area (lo• slope)(Sce draving), and then
another s: ::.ilar cliff 20 ft. high at about 60° elope. The base rock in the
area of these tvo cliffs 1s not extrecely rough.
• ,.....,
. -·--I
.. • 0 Above the oecond cliff there are scattered six tt. zr.1nus boulders. Further
toward the shore, there nrc s~ller boul~e~s (three rt. r.inus in d!~~eter)
similar to vhat can be seen on the shore at lov tide. (See pictures) The
diver came up on the turn poi~t shore dir~ctly on line vitb the ohore
targets.
The diver indicated that the aquad1c life on the botto::n ws quite dU'ferent
1'ral1 \That he bad fou."'\d in the area or village rock (Eob Beck also did the
diving during the installation of the hose in 1965). In the deep gorge
there are z:any large (six inch length) b:J.rn::.cles attached to the rocks,
grassy-moss growths over the rocks, and four inches cinus s=ooth gravel on
the bottom. These conditions did not exist in the villsse rock area vhere
the rocks bad been scoured clean, and no gravel existed.
Atter the d1 ver surfaced at the turn point shore, 'We returned to the buoy,
and be again 'Went to the bottom.. He then took a J:agnetic south bearing,
and headed for the Angoon shore. Approxir:ately ro tt. south of the 'buoy-
he encountered a cliff which rose at 6o 0 fro~ 115 ft. depth to 70 ft.
depth (depth meter) (See dravin~). The cliff had a sharp break at lts
crest, and the bottO!!l leveled out toward the .Angoon shore. After the
break at the crest, the bottom ws very :flat (gravel) vith a large amotmt
ot aqu.adic grovth. He called it an "under vater pasture". The gravel
4eposi ts are about the sm:1e as exist on the turn point beach. T'.ce diver
indicated that there vould be no problec in gettinG 4o tt. pipe spans to
bear on the bottO!:l in this aree. Uec.r the Angoon sho~ at 25 ft. de:pth1
the slope rose abruptly at 6o 0 to tt.e surface as \.-:;.s i.."ldicated at cross-
section f~~ ic the Geological Survey R~pc~t. Thie :tee~ ~lc;e e~!st~
all along the Angoon shore bet1o:een the ohore target and th.e vil.lage theater.
In revieving the vork we had done on the first day, \r-e realized that tbe
relief map vas in error. The five cross sections used on the relief map
·vere never triangulated to e~tablish their exact location in the channel,
so they were placed approx.ima.tely on the map. Possibly by mavin.; due west
frOm the cross section ve \r-ere •~rr~ng on, the cross section indicated on
X-cross section lio. 4 of the Geological Survey Report could be found.
'.rhis would remove the three cliffs ve found and provide us vi th the bottom
conditions were loo::dng tor. 'rhis was tb.e approach we vere going to use
on the second day.
Sunday, IJ.arch 23, l9W
1Dv slack tide ..0.8 at 11:08 a.I!l. Juneau. First dive at 12:05 p.m.
15 minutes length. All bea.rin~s on zr.a.gnetic. Actual slack tide vaa tou:c.d
to be 1 br. m min. after the Juneau tide schedule.
The first dive vas made to tind a 'better cross section tO\r.l.rds Ch~tham
Strait. T'ne diver started at Anchor a:1d ~..toy Point, o.nd headed due vest
along the crest of the rid;e. P.e felt that the ridc;e vould b::!gin to
become less verticle o.s vas indicated on the relief ::.:lP• il.t 40 teet
vest f'ro::t the Anchor point, the cllf':f ch!mr:ed direction and he:J.ded on a
s.E. Bearinc;. \\est o:f this ti:p vas a rocky-gravel bottoa star~1r&g at
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105 tt. depth. Change in vertical slope on a south bearin~ as investigated
vas 35 feet, and the general slope tended to be ,o• and continued to the
flat portion of the e~nnal tovard An~oon. The diver th~n started on a
North bearing to the turn :point shore. Tide ca.u!3ht hie, and be had to
surface out towurd Chath~ Strait. Critical channel velocities appear to
be on the outgoing tide as tcund in our diving. This probably is due to
the Jetting effect ot the village rock area.
'We returned to the Buoy and waited for the tide to slacken. Then tbe diver
vent dow tbe buoy rope again, and headed west from. the Anchor. At 40 ft.
out be turned north and t'ollovcd the bot tan to the turn point shore.
General visibility vas approximately ?JJ ft. at 105 tt. de:pth. Towards the
turn point short the shar,P 25 ft. rise did not exist as found on the first
day. The general elope rose at approxii:la.tely .!0• to the turn point shore.
'l'he 'bottom. consisted of scattered ,; tt. diameter boulero, shale, and beach
gravel.
On r1s1ns at the shore, the diver ws 45 tt. due vest of the original
·beach target. The original markers we:-e later permanently marked vith
red paint.
tie then returned to the buoy to try to photograph the bottom. The diver
vent down the buoy rope, and again headed due west to where the cliff
turns s. E. He then continued fUrther west until he could detemine that
the cross cbru:mel (no cliffs) -.-as at least 100 ft. vide. No photos vere
taken due to a malfunction in the earner~ We then stoppc1 for the day.
The center buoy ~s left in place, and the shores •era marked as indicated
above. Later the end points were tr1~ted to check the accuracy of
contract map.
lfbe check of all angles vere vithiD one degree of what could be scaled ot
the draving.
Left Angoon via charter at 5:00 p.m.
J.i\C:tm.
c. t.. Cf;.H ji'I.JJQ ""/flic. rt. S
James A. Crum
Project Engineer
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APPENDIX E . '
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ALASKA AREA NATIVE HEALTH SERVICES
ANCHORAGE,AlASKA
CAniOOIC PROTECTION DESIGN
FOR
CITY Of ANGOON, ALASKA WATER SUPPLY
C·202S
NORTON COR~OSION LIHITEO
Woodinville, Washington
October, 1969
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CATH!JO I.C PltijffC.T! Of.! OES lGN
fOit
CI"(Y OF Ar~GOON, t.L.M.ii\;J. \-lATER !:iU~·~•LY
.•
·Angoon* .Alnska. The dra\ofings ;;)ild tc.:cfthica1 dat(; supplied aa·0 ~f1w
--
tenclad to give all tho necss:;iiri' info•·fnation for a cc;tlpl~tc ir.::it~l-
latior:.. ihe systf.;.l! is an irnpre::.s~d cu&rent t)•pe. con:-}istir,g c·:: c:
anod<ts.. 1h~ anodes sh.:xlid be placed jus'i: w~s:: of Vi 11a~e Ro-:k~
C-2025-1 si.J.):.,;s th;.:.: location a;d sp~ci ng of tha ground bed... C:ach
~ anode must be in:;talJed usint; the w1ire brackets (C .. 2025-2), Eoch
cor,nr;cU c,n vf at:()cl~ pi gtai 1 tc ht!ader cab 1 .c shn'J 1 d · bQ co:,;p i 'wl ted a:,;
sho~·:rs c~a lir-'3~;;rtg r:-2025-g4 the ·;tlpon:.ance of ~later ti~1htn;.;.s$ in
] this cc.m•cc·: ic·H cannc·.t be :it:·~s;:-~d .::nough. The rl.ln of the No .. 6
J header cabla. to th& n:~ctifif.n· s~KHJld be stndght and dii-2Ct.
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ass~st in p_laG.irt.g t!i;; snDde6 at\dw\re..ctt the. botTom.. Th4.G.3ble..
t:.Ji 11 be <S;icc.::;Dd in a ~· GOndui t": Frc.;11 <J~ . .'~te.:·d~.:~1 U . .: 1 i' the -~ foof:
pm.1 ~ho:·:n en Dr~~~::i ng C..-20ZS -il ar.d lcca'ted p·~r Dq~:d ng C-20ZS: l.
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] i;.-:;;;.:~rct tc·;m 5 Uliht'grrond..ill c.1 3/4.•• conduit:. ·n1is c<..;;;H..lt~·it shcu1d
be buri.;:d nppio;.dr:le1t.el_Y t& in~~·· The. nov.;:;rnm:.mt \·i'i1i st~pr.1.,r
a lZD '<Dlt A.G.. ctisc.onM.ct' swi.tch, m-:n.mt<=::d ou tho:~ po!e.
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fr~~ tha r~ctif-ier to s test
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~tGATIVE CONNECTION (CCN1JNUED)
Thi! wire. Wll 1 be. C;£mtte~::ted. to ""e l/0 powEit leA.d Q.S :)hOW,, Of\
(or Doll~ C-'Zf)7S~ .I'\; ei\QOJld. ~burled.. ~r.,ll:i~~ \fY1 ~·
\ ffS1"' Pot ms
'"lh&re an.! ... -ft;ur -test poi r;t~ provided. -;·: l'"" ..... .. t • 'Y "! ~:._-:' '.;;
e.ad\ ~of t~Shvr~ linesli as imllcste.d
the5e. point~ arf; f.X) ba iocateJ jt~st abov~ 'the. h\.gh weter 1e.~l,
-e.re.. tlr(i en.Ore lin~s. connect to thQ nase.s .. 1'hes~ .points shotilct
be.. wir~ per Ora•Aing (; ... 2052-lt. 0~-&est' polnt: i'§ located o,, Turn
Ooint Shore and f s to be hooked up ·per Ora""'; ng C -2052-6. The last'
t'<e.St; · point i s 1 oc a ted on the s\ngt.,on shore end i s the SC:!I'OO poi n t
used. fer thf!· negativ~ connect·ion. This. te'5t peint' shvuit.i b~ wired.
per Gra.wi:ig C~Z025·5 .. At the "two test points cal iirrg for a l/0
w1 re from "t.Na pip«, this wire has been 1 ns t:a 1 1 ed and i.s now cot 1 >!d
on the. beech4
GEHER;~t. NOT£S
1.. A 11 \<~in:! is to he i'r'!sta 11 eel undergnx.md 1 n conduit to a
point even with a -If foot tide line. 7he d;;;pth to be 18 inches .
2.. At 1 connections must be water tighr. and made per o~·a\-11ng
c ... 2o2.s .. a ..
3. After-ins'tallation a recognized Corrosion Cont,~nl CCiii}J:-i!l'Y
must f'~~·form the start-up operatio~•s. Thi-s ~•i 1 i includa an 0t1~~rc:1-
tiona! dtt~ck and in:;.tr&!ctions to op~-~.-ating P·~rsfJnnt~i A fin\:11
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furni sht!d.
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GENERAL tiOTES (COHT!fHJEO)
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3 Ted Pci nf Ccncfu.~l. f} le Nof/~nc /
1" IITA 2.03Py/et wd/, CaY71J 0 r/ng
,90sk~f o17d No. T.S 40 Termtnal Bleck.
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or eya~d .
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Con~vit 5 l.;Jno ..,
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-:)'1/\fu:.:; -No.GAWG S-r,•al'f:::fec.i
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N~ Bar.: l\-1~1'ol i~ L:.xp~[...::.~t~
\.J:,..e~ l.:on,•e-:te·:J 1 ::J 7'".-!r ..... ,·n::;l IA./'fr,
Sr.::;,kon Connec1'or tr t=-6-J :>or E 'I >Jq/
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9 An)' Break ./n W/r £ Ins ul q'f/.;,n
· '1':;, 1.:.:. l<e,cr:::u·,.~<J '11.1.''111 .::?. t{a/+ L..:.1,:ped
L . "1. •· .._. M ;: '1. < ~'ft:r! o~ ~,..;. ~·l,..t.? •·1· '· .. ' !· _.:;;:>'t::/1
Eu:.ctr/:ql Tope N;). 33 or E '1"';::,/,
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CON'SIJLU"'G CO;:!>O:itON lNO'"'HI!
WOOCllNVHlf, WASWINOrON
CATHOO_,C PROT ECTIOi'-1
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Pt.Ac.I;D fJ/UOW LOw -!.ow
11De J..t#./E -7 S PAM ANOD~
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I"OWG.II. hiF..t"Jt!lt.
\_~. CONDVir
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GENE R.~lr-ARt<.ANGHf:Nt
CA"tHOD\.C. Yrto'TF-C'f"\ON SyS'TcM
AN e-o ON 1 ~LAs ICA
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ALASKA AREA I~ATI'J;: HEALTH SERV!CES
INSTALL:~Tim~ & OPER.:nn:G INSTRUCJiONS FOR
C 1 IV Of Atf.iOON ,. A:_ASKi\ H/J. i EP. SUPPLY
c ... 2078
NORTON CORROSION LIMITED
Woodinville. Washington
MARCH 1970
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This report pt·escnts the '''-~:;-built" detaiis and operat~ng
instructions for the Cathcdic Pl"O'i:{~ctfon System instal !ed on
the subrnerg;~d \'Ja ter supp 1 y of Angc:>n, Al as!<a.
technical data iuppli~d arc inte~ded to present the final can··
ditions.
There
tour t:.st po\t'\ts i ;:(; iiJ:i~d in the
toring cl-the instali~d system.
Th~ grcund b~r;i consists of twenty 2" x 60 11 Durichlor 51
anodes. lhese ~nodes are pl~ced just west of Village Rock,
in two pera1le1 lines with ten anodes in each line. Orawi ng No ..
~·Z.078-1 zl101415 the l<lcation C;i1d spacing of the install~.!d grvlll"'!d
bod. ·c,e fi11al instai lation was moved approximately 200 fe~t
\':est of the i·econnnend,'!d location due to local wat~r conditions.
f1na1 observations by the diver indicates that all of the anodes
are 1 n go::>d condi t i Cti ..
The rectifier used is a L•O volt, 50 amperes, oi l·~irJ'Vl'lersed~
silicon~ foot~roounted un1 t. Goodall, Model # CO'fSA-4·0··50 ·D -li30··
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PQ. It is bolted to a concrete pad, located per drawing C-2078-1.
Present operating conditions are 3.5 vo1ts)' 4.0 amperes.
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( from tha recti fi er to a test point, 1 oca ted about 60 feet
!from the end of the crossing 1ir.e, a No. 6 AWG cable, enclosed
' In a If" conduit, ts installed. This wire is connected to the
\ . 1/0 power lead and is the negative bond.
There are four test points provided. They are located at
each end of the shore lines, as indicated on drawing Cw207B-1.
Two of these points are to be .located just above the high water
level, where the shore lines connect to the hoses. One test
point ts loeated on Turn Point Shore and the last test po)nt ts
located on the Angoon Shore and is the same point used for the
negative connection. These test points are numbered one to
four, starting with the Angoon end of the pipe system.
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OPERATION AND MAINTENANCE
This system should be maintained properly to insure com-
plete protection for the water line. The oil cooled rectifier
has operDting instructionsg provided by the supplier. The
instructions should be strictly adhered to. Potential measure-
.
1
1 ments should be taken at each of the four test points on a weekly
\basts. The operating personnel has been given instructions on
\porfo~lng these tests. The pipe potential should be maintained I be tween -. 85 and -1 • 0 V. 1-f 1 t varies fram these va 1 ues, the
1rectifter should be adjusted accordingly. An increase tn the
t
\ectlfler will make the plpo potent~G~Ibecome more negative.
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-· ' .. PAGE THH::::E
After-operating the system for a period of one year-. it
should be checked by a Corrosion Engineer. ':le will write ror
author-ization to parfonm this check when ft fs due. If any
large change to the system tekes place before this tfme. it
should be brought to the attention of Norton Corrosion Lfmfted
inmedfately.
Very truly yours,
RLC :vb/C -20 78
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