HomeMy WebLinkAboutAngoon Water Supply Alternatives 1981ANGOON
WATER ··suPPLY .
ALTERNATIVES
Alaska Power Authority
LIBRARY COPY
Prepared For:
. . ~ . .
ALASKA .POWER .AUTHORITY
By:
TRYCK
&HAYES
ENGINEERS/P~ERS/SURVEYORS
July.·198t
TRYCK Head Office I 740 I Street Anchorage, Alaska 99501 1907-279-0543 1 Cable TNHANCAK 1 Telex 090-25332
NYMAN
&HAYES
ENGINEERS/ PLANNERS/ SURVEYORS
4554.2
August 20, 1981
Alaska Power Authority
333 W. 4th Avenue -Suite 31
Anchorage, AK 99501
Attn: Brent Petrie, Project Manager
Dear .'lr. Petrie:
The following report responds to our contract requirements to assess the
Favorite Bay Water Supply Alternates.
We believe that even though this is a reconnaissance level study, the informa-
tion contained herein indicates that a water supply from Favorite 3ay Creek is
technically feasible and compares favorably on an economic basis with other
alternatives.
We wish to acknowledge the substantial assistance of Pete Nease, a planner with
the Angoon Community Association who originated the idea of a combi~ation hatchery,
hydro facility and water supply from Favorite Creek and who has provided substantial
assistance to our firm throughout the preparation of this report.
Very truly yours,
TRYCK, NY~AN & HAYES
?~~/}}~
Frank E. Nyman, P.E.
Senior Partner
lmg
Enclosure
I.
ANGOON WATER SUPPLY ALTERNATIVES
TABLE OF CONTENTS
EXECUTIVE SUMMARY.
INTRODUCTION .
II. ANGOON WATER & ENERGY SUPPLY REQUIRE~ENTS.
A. POPULATION . . • . . . . ..
8. WATER SUPPLY REQUIREMENTS.
l. Fire Flow. • . . . . . . ...
2. Domestic Water Supply.
3. Fish Processing Water Supply .
4. Fish Hatchery Water Supply .
C. ENERGY SUPPLY REQUIREMENTS .
III. SINGLE PURPOSE PROJECT ALTERNATE I .
IV.
Upgrade Existing Water Supply System
A. INTRODUCTION . . . . . .
8. EXISTING WATER SUPPLY ..
l. Layout ....•.
2. Evaluation ..•••
C. DESCRIPTION OF UPGRADED SYSfEM
1. Stromgren Creek .....••
2. Stromgren Creek and McCarroll Creek ..
D. CAPITAL COSTS ...•.....•
E. OPERATING AND MAINTENANCE COST
F. PRE SENT WORTH SUMMARY. • . .
SINGLE PURPOSE PROJECT ALTERNATE II.
Favorite Creek Area
A. INTRODUCTION .
B. HYDROLOGY .•.
C. INTAKE STRUCTUqE
i
3
6
6
6
5
6
7
8
8
12
12
14
14
18
18
18
23
26
28
29
30
31
32
35
TABLE OF CONTENTS (Con 1 t)
Page
D. PIPELINE ROUTE. 35
E. EXCAVATION. . . . . . 37
F. CONSTRUCTION. 40
G. COST ESTIMATES. . . . . 42
H. 0 & t~ COSTS . . 44
I. PRESENT WORTH 45
v. FAVORITE BAY STREAM wATER & ENERGY SUPPLY SYSTEM. . . . . . . 46
Multi-Purpose Project
A. INTRODUCTION. . . . . . . . . 46
B. LOCATION AND LOCAL TOPOGRAPHY . 49
c. HYDROLOGY . . . . . . . . . . . . . . 50
D. WATER SUPPLY SOURCE 55
E. PRELIMINARY DAM DESIGN CONCEPT. . . . . . . . . . 56
F. RESERVOIR REGULATION. . . 59
G. PENSTOCK AND POWERHOUSE . . . . . . 60
H. ACCESS ROAD AND POWERLINE . 60
I. CAPITAL COST. . . . . . . 64
J. OPERATING AND MAINTENANCE COST. . 67
K. PRESENT WORTH SUMMARY 68
L. LAND AND LAND USE . . . . . . . . . . S9
VI. CONCLUSIONS AND RECOMMENDATIONS . . . . . 70
A. INTRODUCTION. . . . . . 70
B. ALTERNATIVES. . . . . . . . . . . . 71
c. RECOMMENDATIONS . . . . . 77
i i
TABLE OF CONTENTS (Con't)
VI I. POSSIBLE FUNDING SOURCES AND TERMS OF FUNDING.
A. INTRODUCTION . • • • • . •.•
B. WATER SUPPLY
C. FISH HATCHERY.
D. MULTI-PURPOSE PROJECT.
VIII. APPENDICES
; ; ;
Page
79
79
80
81
82
•I
EXECUTIVE SUMMARY
This study consists of an analysis comparing:
1. Upgrading Angoon's existing water system (a single purpose project).
2. Building a new water system in the Favorite Bay Stream area and a
pipeline to Angoon (a single purpose project).
3. Utilizing the proposed Favorite Bay HydropoNer/Hatchery pr~ject as a
s0urce of water and constructing a new pipeline to Angoon (a
multi-purpose project).
Each of the proposed projects is designed to provide plentiful, reliable, high
quality water. Estimates of capital cGsts and operation and maint~nance costs were
completed and the present worth of these costs computed assuming a 50 year life and
a 3% discount rate.
The present worths of the three projects were calculated to be:
-1-
Project
Upgrade existing system
Small Creek Wat~r System
(Favorite Bay Stream Area)
Favorite Bay Hydro/Hatchery
Prese'lt Worth
$ 3,018,801
3,180,451
2,927,208
The present wort~ costs of all three alternatives are close enough to be with-
in the estimating error expected at this level of study. Therefore, ·,o~hen examined
strictly on the basis of cost, they are quite comparable. fhe water quality from
the Favorite Bay area, however, is significantly better than that of the source
supplying the existing system. Also, the existing system makes use of a submarine
waterline. It is felt that its elimination would be in the best interests of the
community.
Policies constantly promulgated by professionals in the water works field have
advocated that whenever there is a choice between better and lower quality water
supply sources, the choice should be the higher quality source irrespective of
economic considerations.
-2-
I. INTRODUCTION
The primary objective of this study is to find the optimal solution to
Angoon 1 s water supply problems.
Angoon is a second class city of 527* residents, primarily Native Alaskans.
The community is located in southeast Alaska, approximately 55 miles sout~ of J'ln~au
at the entrance of Kootznahoo Inlet. It has a history of water and energy supply
related problems which appear to be a limiting factor for future development
potential and a major reason for high local unemployment.
The existing water supply comes from an area across Kootznahoo Inlet. Since
most of the source is located in a muskeg lake, drinking water quality is low, and
the system has not been reliable due to a history of acci3ental disruptions and
corrosion of the submarine waterline.
-3-
I
I
I
I
I
I
I
I
I
I
I
----
~
' ' \
\
' ' JUNEAU -<:
~\~ ~\~ ~'\0
~\?
~\ N .~\
. \ I \
J
·ANGOON VICINITY MAP
~~~~=------1 TFM:K
~~~~'-"E_n __ o_'~ ~
FIGURE 1
-4-..,
Several solutions to the community's water supply problems have been proposed
and studied. This study seeks to compare the feasioility and cost of upgrading
Angoon's existing water supply with the feasibility and cost of building a new
system. The systems selected for comparison with the existing system are of two
basic types:
1. A single purpose system, i.e. a system that supplies water
only.
2. A multi-purpose system, i.e. a system in which one function
is supplying water.
The multi-purpose system is the proposed Favorite Bay Hydropower/Hatchery
project, one function of which is to provide Angoon's public water supply from the
impoundment. The scope of work for the project is included as Appendix A.
-5-
I. ANGOON WATER AND ENERGY SUPPLY REQUIRE~ENTS
A. POPULATION
Limited historical informatio~ is available to establish a population gr0wth
trend. Alaskan Natives, mostly Tli~git Indians, do~inate the populatio~ ~hich was
set at 400 by the U.S. Census in 1970; however, local sources estimate the present
oopulation to be 550. Growth of the area would certainly be affected bv the
development under consideration in this study.
B. WATER SUPPLY REQUIREMENTS
1. Fire Flow
Fire fighting water demand rate estimated as per American Insurance
Association formula:
G = 1,020 P (1 -0.01 P)
P = Pooulation in thousands = 0.6
G =Water demand rate= 780 gpm = 1.73
-6-
Fire fignting water supply storage:
Duration: 4 hrs.
Stor3ge Ne~d: (780 x 60 x 4) -7.48 = 25,026 eft = 187,000 gallons.
A primary storage t3nk of aporox. 200,000 gallons will be SJfficient.
Additional reserve storage r~quired:
300,000 gal. = 40,000 eft
Total Reserve Storage Needed = 65,187 eft= approx. 500,000 gal.
Anticipated storage in the dam reservoir shoul1 satisfy additional reserve
i
storage requirements. A waterline sized to provide full flow would be required
should a primary storage tank be 2liminated.
2. Domo.stic Water Supply
A relatively high water consumption of 400 gpd/person has been assu~ed for
the ourposo. of this study because tne Co~sultant's extensive experience in
Southeastern Alaska indicates running water in winter to prevent freeze-ups creates
a de~and of that magnitude. The construction of buildings in Angoon is similar to
that in communities that experience high water usage.
Total consumption: (400 x 500) = 167 gpm = 0.371 cfs
24 X 60
3. Fisn Processing Water Supoly
A demand of 0.2 mgd = 140 gpm = 0.31 cfs is estimated. If snrimp
processing should be impleme~ted, a mucn higher flow would be required. Shrimp
peeling machines normally require approximately 200 gpm per machine.
-7-
4. Fish Hatchery
The total consumption for the fish hatchery should not exceed 13.9 cfs =
6,238 gpm in the first stage of development. This is a peak requirement (j~st prior
to fish releases in the spring). The average requirement would be approximately
7 cfs.
C. ENERGY SUPPLY REQUIREMENTS
1. Present Capacity
Electrical energy is supplied to Angoon and the surrounding area by the
Tlingit and Haid~ Regional Electrical Authority (THREA) ~ith offices located in
Juneau, Alaska. Power is generated by small diesel-electric units located in
Angoon. There are no transmission interties to Angoon. The following is a summary
excerpted from A Reconnaissance Report, Thayer Creek Project, Harza Engineering Co.,
October, 1979.
Unit
1
2
3
Angoon Electric System
Existing Diesel Generating Facilities
Nameplate Capacity, kW
No. Unit Total
300
155
400
865
2. Future Caoacity Requirements
"Power Market Forecast
-8-
Firm
4651
The forecast of future electric power needs is based on a current forecast
orepared for the utility (THREAJ. A forecast of the power and en~rgy
generation requir~ments in the project area is shown on the table below.
Year
1978 (actual)
1983
1988
1993
Power and Energy
Generation Requirements
Peak
Demand, kW
171
304
327
353
Energy
Generation, MWh/yr
680
1200
1290
1390
(The data above does not include the energy requirements for cold storage
plant.)
Future requirements for THREA in Angoon have been estimated by a Rural
Electrification Administration (REA) team in cooperation with THREA. The
current forecast, made in May 1979, is ~ubstantially lower than previous
forecasts, basically because the previous forecasts were overly opti~istic
and recent rate increases have curtailed increases in per capita
consumption. Over the ten-year forecast period tne REA predicted per
capita consumption to remain constant with load growth coming from new
connections. The combined load served by THREA is forecast to increase at
1.5 percent per year."
The above energy projections do not include requirements imposed by the fish
processing plant or the hatchery.
3. Estimated Energy and Fuel Requirements Forecast
Energy and fuel requirements for Angoon were assessed in a 1981 study by
International Engineering Co. entitled Angoon Tidal Power and Comparative Analysis.
The following is an excerpt from that stuav:
"Energy requirements for Angoon, assuming no electrical heating demand,
have been estimated by THREA (as above). These estimates were lt to be
applicable and were therefore used in this study.
-9-
Heating demand for residential consumers vary ~idely bet~een various sect-
ions af town. Some of the newer houses use both wood and oil heat and all
are insulated to HUD standards; the older houses in the center of th2
village also use a combination of wood and oil heat, but appear to be
poorly insulated. An 11 average per house 11 heating demand was developed on
this basis. Small commercial consumers were estimated to require twice as
much energy for· space heat as a residential consumer and the 2 large
consumers were estimated to require 96,000 kWh/per year/consumer.
Seasonal consumers ~ould require little 0r no heating energy. Heating
energy demands per consumer used in this study are as follows:
Class of Consumer
Residential
Seasonal
Small Commercial
Large Commercial
HEATING ENERGY REQUIREMENT
kWh/year/ Million BTU/
consumer
16.000
0
32,000
96,000
year consumer
54.6
0
109.0
327.4
The summary of the results of the energy needs and corresPonding fuel re-
quirements analysis is presented in Table 1.11
4. Possible Departures from Estimated Energy Requirements
Electrical energy needs will be greatly affected by the existence of a
cold storage plant (fish processing plant) which is in the preliminary stages of
construction.
-10-
TABLE l
(Source -"Angoon Tidal Power and Comparative Analysis")
POwER, ENERGY AND FUEL REQUIRE,~ENTS FORECAST
FOR ANGOON, ALASKA
SUt1i'>1ARY
Lighting and
Lighting and ApQliances Appliances+ Space Heating
Fu2l in 1
kW ~1WH kW ~1WH Gal. X 10 3
1981 242 954 242 954
1982 271 1070 271 1070
1983 304 1200 1153 3759 437
1984 309 121 7 11 81 3823 444
1985 313 1234 1197 3886 452
1986 318 1253 1 21 5 3949 459
1987 322 1271 1231 4013 467
1988 327 1290 12 72 4127 480
1989 332 1310 1294 4212 490
1990 337 1329 1319 4316 502
1991 342 1349 1341 4401 512
1992 348 1370 1368 4505 524
1993 353 1390 1412 4633 539
1994 358 1 411 1438 4736 551
1995 363 1432 1460 4819 560
1996 369 1454 1486 4922 572
1997 374 1475 1512 5025 584
1998 380 1498 1563 5172 601
1999 386 1520 1590 5275 613
2000 391 1543 1615 5378 625
1 Fuel to electrical energy conversion at 8.6 KWh/gal.
-11-
1. INTRODUCTION
III. SINGLE PURPOSE PROJECT ALTERNATE I
UPGRADE EXISTING WATER SUPPLY SYSTEM
All water is currently supplied to the community of Angoon by a water suoply
system drawing water from a small lake, hereinafter referred to as Stromgren Lake,
located on Admiralty Island north of Angoon across Kootznahoo Inlet (See Figure 2).
The syste~ is relatively new (built in 1965) but reliability is l0w due to frequent
breakdowns. Since this is the only water supply system available to the community,
it often creates an intolerable situation when the community is left without water
for extensive oeriods of time.
Color and odor frequently place the water quality below acceptable standards;
although results of water quality tests carried out at times of low flow appear tJ
be satisfactory.
-12-
I
DU~
CHIL
F. B.
.H>e NO .
I ______ _
'
\\·· ..
. ..
·.· ·-\
... . • .. : -: ... ,.
TRYCK
NYMAN ·
&HAYES
EXISTING SYSTEM UPGRAOE
PLAN LAYOUT
. FIGURE 2
-·.3-
,-
Since the existing water supply system in Angoon does not function
satisfactorily, several 1vays of improving ti-Je sit•Jati()n have been researched. One
such ~ay is based upon upgrading the existing system. A detailed study of this al-
ternative is being accomplished at the writing of this report by the USPHS in
~nchorage, who supplied most of the information contained in this chapter. The com-
olete USPHS study was not available f0r use at the time this study was finalized,
but from the information available, it appears that .a straight forward improvement
•I
of the existing syste~ is proposed therein. That approach would continue the current
practice of meeting the minimum community requirements for domestic consumption
without making provisions for an industrial supply that would provide a basis for
self-sufficiency within the community.
B. EXISTING WATER SUPPLY
l. Layout
The existing water supply facility consists of several non-permanent
structures. This causes frequent disruptions of water supply and since no trained
maintenance workforce is available in Angoon, disruptions are sometimes lengthy in
duration.
The waters in Stromgren Lake originate in muskeg swamps which affect color and
odor. A 12-foot log crib dam has been erected as an intake structure on ti-Je outlet
stream from the lake. Recently two beaver dams appeared on the stream between the
intake structure and the lake. The existing supply line consists of pipes which
differ substantially in material, quality, and slope which makes maintenance
difficult and costly. Numerous complicated "swing" joints in the submarine line
crossing Kootznahoo Inlet cause a significant head loss, requiring boost pumps to
maintain pressure. The following table is an approximate inventory of the existing
supply system:
-14-
No.
l.
2.
3.
4.
5.
6.
7.
8.
9.
1 0.
Structure
Intake
4" pipe
411 pipe
4" oipe
3 11 I.D.
2.3" I.D.
3" I. D.
4" I.D.
4" pipe
4" pipe
Dimensions
12 I high, 42'
18! wide
Approx. 500'
4300' long
50' 1 ong
934' long
990 ft. long
11 05' long
50' long
750' long
2000' long
long,
long
Material Notes
Log crib dam Head Elev.
271' .
wvod stave W /steel
intake screen.
P.V.C. Reolace lower
part of wood
stave.
Flexible hose.
Steel pipe w/flange connection
along the cliff.
Extra strength
steel pipe
~/swivel & quick
coupling joint Across inlet.
Steel pipe w/flange connect.,
along Angoon beach.
Fl::xible hose.
P.V.C.
P.V.C.
From beach to
water tmt.
p 1 ant.
From tmt. p 1 ant
to water tank.
11. Water treatment plant (filters) -2@ 38.5 gal/~in. ~ 77 gal/mi~.
capacity
12. Water storage tank-100,000 gal., wood stave, 32' 0.0. x 20' high;
141.3 ft. elev.
The capacity of the water treatment plant could be increased easily by instal-
lation of additional filters. However, minimal maintenance work and
infrequent filter backwash contribute to the substandard quality of the water
in Angoon's domestic water system. The water storage tank is a wooden struc-
ture and its capacity is insufficient to supoly the water r~quired for fire
fighting purooses and equalizing flows.
-15-
The following is an excerpt from the preliminary USPHS report summarizing the
facility:
"Water Source: The water source for Angoon is a l.l million-gallon reser-
voir impounded by a dam (spillway elevation 271.5') on Stromgren Creek,
approximately 1.25 miles from Angoon on Kootznahoo Head. This log-crib
structure has a 35' long crest and stands 12' 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 t·tJo (2) storage
impoundments are fed by surface runoff from a 280 acre watershed. Flow
from Stromgren Cr~ek has reportedly been steady even during the driest
weather on record. Gravity flow from the dam to the water treatment plant
(elevation 83') is practically limited to approximately 70 gpm due to head
losses in the transmission line.
Transmission Line:
Kootznahoo Head Transmission Line: From the dam on StrQmqren Creek water
is transmitted through 500 L.F. of 4" J~ood stave pipe and 4,300 L.F. of 4"
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'
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.
Submarine Transmission Line Across Kootznahoo Inlet: The transmission
line across Kootznahoo Inlet consists of three sections. The two beach
lines (2,139' total) are 3" I.D. Schedule 40 steel pipe with 125-pound
flange joints at 42' spacings coated with 10 :nils of "Scotch Kote". The
first 50' on the Turn Point side and the last 50' on the Angoon Side are
200 psi flexible hose. The crossing consists of 990', 2.3" I.D. extra
double strong steel pipe with 49 BARCO Type N ball joints and 21 GRAYLOCK
quick ~ouplings (Figure 2). The gaskets on the ball joints are of molded
asbestos composition. The numerous 90° elbows allow the pipe to conform
to the irregular channel bottom. The beach and submarine line are under
cathodic protection from a rectifier located on the Angoon shore.
Angoon Line: This portion of the transmission line is 4" PVC (750') to
the water treatment plant and then 4" DI to the water tank (2,030').
Appurtenances:
Treatment: The following processes are used to remove turbidity,
disinfect, and fluoridate Angoon's water supply.
a) Two (2) each 42-inch diameter verticle oressure filters, maximum rate
in duplex operation; 57 gpm@ 3-gal./min. ft.2 ; 76 gpm@ 4-gal./:nin. ft 2.
b) Chlorine saturator.
c) Downflow fluoride saturator.
-16-
Tank: Regulating, fire, and emergency storage is effected by~
100,000-gallon wood stave tank south of town. With an inlet Pl"'v<Jtion of
158 feet and a bottom elevation of 142 feet most of the town experiences
30 psi to 35 psi water pressures.
Distribution System: The current distribution system is as shown in
Figure 3. Total length of mains is approximately 7,500 feet ...
Summary of Projects (Water):
PROJECT NO.
AN-63-339
CONSTRUCTION PERIOD
1965-1966
AN-68-680 1968-1970
AN-70-690-EM
AN-72-928 1973-1977
AN-75-134 1974-1978
AN-77-180 197
-17-
FACILITIES INSTALLED
Dam, Kootznahoo Head
Transmission Line, rubber hose
submarine line, water treat-
ment building, 20,000-gallon
tank, 2,500' of 411 AC main
with 7 ~ydrants serving 60
homes.
Steel submarine line ~ith flex
barco joints, cathodic protec-
tion system.
New water treatment building
with sand filter,
10,000-gallon tan'<, 1,650' of
411 D I t ran sm i s s ion l i ne ,
3,500' of 611 DI main with 5
hydrants to upgrade existing
distribution system and serve
30 new TK (III) Phase I homes.
550' of 611 DI main with 3
hydrants to serve 25 new TK
(III) Phase II homes.
Water service line t1 elderly
housing site (not yet
constructed) ...
2. Evaluation
Angoon 1 s existing water supoly system cannot be characterized as a system
~'lith a 50 year lifetime. Some elements of the system have been replaced sevenl
times already. The most frequently disruoted parts of the system appear to be the
waterline on the Angoon beach (due to corrosion) and the submarine line (m~inly due
to failures of seals in swivel joints). The capacity of the system is not adequate
for domestic or industrial requirements.
C. DESCRIPTION OF UPGRADED SYSTEM
1. Stromgren Creek
The existing facility has been evaluated for ways to upgrade it to a level
comoarable with the other alternates. Several criteria, such as the capability of
the drainage basin to provide sufficient runoff, the quality of the water suoplied,
the reliability of the upgraded system and the cost were studied.
a. Hydrology
A detailed study of the hydrology of Admiralty Island has been carried
out by Harza Engineering Comoany as a oart of the Thayer Creek Project
Reconnaissance Report and applicable parts of it are used herein.
Since only one stream gage measurement of Stromgren Creek was available, a
runoff analysis based on the watershed area, the average elevation of the ~atershed
area and the records of the Hasselborg Creek gaging station was undertaken. The
Hasselborg Creek watershed is described in detail in the hydrology section of the
Harza report. Hassleborg Creek has a runoff of 5.73 cfs per square mile and an
-18-
N
t
DU. SCALE
h::::cH:::-K. --+=-oa=n--~ TFMJ<
f. I.
oiOI NO.
SHEET OF NYMAN
&HA'tES
,.
·-. . . .. . ' . .·. --· , ... ,_ ....
EXISTING WA TEA SUPPLY
SYSTEM: GENERAL LAYOUT
(SOURCE: ·us PHS) FIGURE 3
-19-
... _
"' '· ~ • "to. .... .. ,
' -·-, ' .-
0
' J '. ~
,.
<.) \
-....---&oM
\lo -......• .,.. Dllf-1'1011 u.
DU. I CAL£
ffi\1CK J~> CHK. DATE
NYMAN F. I. SHEET OF
&HAYES .101 NO. ANGOON WATER SYSTEM
tliGifldliiiiS •t..,....."' s.v-vt"t'llt
FIGURE 5
-20-
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ou. ICALE
CHK. DATE
F. I. SHEET OF
TfM](
NYMAN
&HAYES
EXISTING WATER SUPPLY
BARCO TYPE N BALL JOINTS
o10e NO. • ........ ··-· .... ,, • .,... (SOURCE: USPHS). FIGURE 4 ~----~--------_.----------~·-21-~~--~~~~----------~-------
average basin elevation of 1080 feet. The average elevation of the Stromgren Lake
jrainage basin is 434 feet and the area totals 0.38 sq. mi. An elevation ~djustment
of 0.003 cfs/mi 2 per additional foot of drainage basin elevation produces a
correction of 0.003 (1080-434) = -1.91 cfs. The average flow, therefore, is (5.73
-1.94) x 0.38 = 1.44 cfs. When this is distributed through the year in the same
pattern as Hasselborg Creek, the r2sults are:
AVERAGE MONTHLY FLOW IN CFS
~onth Thaler Creek % Stromgren Creek
1. Jan. 193 4.0 0.69
2. Feb. 159 3.3 0.57
3. Mar. 150 3. 1 0.536
4. Apr. 282 5.8 1.00
5. ,"lay 715 14.7 2.54
6. June 664 13.7 2.37
7. July 421 8.7 1.03
8. Aug. 366 7.5 1. 296
9. Sept. 511 10.5 1. 81 4
10. Oct. 659 13.5 2.333
11. Nov. 452 9.3 1. 607
12. Dec. 288 5.9 1 .020
100.0
Annu a 1 Aver age : 405 1.4
Minimum average monthly flow in February and March could be expected to equal
0.536 cfs. (The minimum daily flow would be consido.rably lower, although some regu-
lation could b~ assumed due to the storage capacity of Stromgren Lake. A single
stream gauging accomplished on June 9, 1981 indicated a stream flow of approximately
0.35 cfs after diversion for Angoon's supply.) However, the streamflow capacity
appears insufficient to supply Angoon with water for domestic use and for the fish
processing plant. A substantial water storage reservoir would have to be construct-
ed to satisfy the firefighting requirements. Further development of the community,
and the construction of the fish processing plant would be hampered if only this
water source is available.
-22-
For the reasons above, it appears that a simple upgrading of the existing sys-
tem should not be considered because only minimum short term requirements are met.
Long term requirements are not satisfied.
2. Stromgren Creek ani ~cCarroll Creek
To increase the available water supply, an additional source was
considered. It appears that the stream flowing from another small lake northeast of
Stromgren Lake (Lake McCarroll) is the closest available source.
Hydro 1 ogy
The average elevation of the Lake ~cCarroll watershed is 410ft. with
an area of 0.5 sq. mi. 3ased on the Hasselborg Creek hydrologic data, an average
flow of (5.73-((1080-410) x 0.003)) x 0.5 = 1.86 cfs can be expected.
AVERAGE MONTHLY FLOW (CFS)
Thayer Creek % .ltlcCarro 11 Creek + Stromgren Creek = Totals
l. Jan. 193 4.0 0.893 0. 691 1.584
2. Feb. 159 3.3 0.737 0.570 1.307
3. March 150 3. 1 0.692 0.536 1. 228
4. April 682 5.8 1.295 1. 000 2.295
5. May 715 14.7 3.280 2.54 5.820
6. June 664 13.7 3.057 2.37 5.427
7. July 421 8.7 1. 942 1.503 3.445
8. Aug. 366 7.5 l. 674 1. 296 2.97
9. Sept. 511 10.5 2.344 1. 814 4.158
10. Oct. 659 13.5 3.013 2.333 5.346
11. Nov. 452 9.3 2.076 l. 607 3.683
12. Dec. 288 5.9 l. 317 1. 020 2.337
12 month average: 1.9 1.4 3.3
-23-
I
N
..j:::a
.r'
... I :"'I n 0 a !I' ~ !=
~ ~
~
~I ~I I
~,t 01~ . "'~ ~
~
en en
-<Z
ZG>
-tl
::tm m.,
:::!c
OJJ
::I:"' -<0 ccn :om
Q"' G')JJ :oO
'"T1 )>c... c.; ., m
c: -.-0 ~ ...&.. -t
m
~~~-------+--------~--------~-------4---------+--------~--------+-------~~-------+--------~-···-----~--------~·--
j:,_ -··--
COMBINATION OF
STROMGREN CREEK &
McCARROL CREEK
da I ~ I I I I I I ~ ~~-----+
I
J.() ' 1
\tc'McCARROL CREEK
1. -------.J....-..t~-~--+---r---t---r----;--
!o STROMGREN CREEK (EXISTING SOURCE)' -~------~~~+-------~---+-·:~····,'f-:__._-·-j· 1 t···-· I--·1-·---·-4 -·---•·
1.
IJ.
tJC.i. Nov. .b.rc. .J.4N. !"'I.!J 114/e. AP!C. 1'1AY 7tW.C Jt/LY At/G. 5,/:P. OCT.
Srez..O?J",toJI/ H,k,.,6V~E ~,EJ..Jr.• J'. r/PA.J.E' ?.1 /7'8/-tJ, .7.F C.I"S
r~e ~inimum monthly flow for McCarroll Creek is 0.53 cfs in ~arch and the com-
bined minimum average monthly flow of bot~ streams, Stromgren Creek and ~cCarroll
Creek, is 1.23 cfs. This flow could be considered sufficient for supply of water to
Angoon for domestic use, fish processing olant and fire fighting if a large storage
tank (300,000 gal. capacity) is built. However, since the flow of the stream varies
considerably through the month, an approximate one month storage capacity would need
to be constructed on both of the lakes.
Layout
The layout of the existing water supply system from Stromgren and of the
additional new water supply system from McCarroll Creek is shown on Figure No. 2.
T~e most economical solution would be to build an intake structure on
McCarroll Creek at the lake and then follow the 250ft. contour with the waterline
to the southeast until joining the waterline from Stromgren Creek, then the existing
alignment would be followed. An alternative involving the connection of the two
lakes by a separate waterline has also been considered. However, the complication
created by the terrain and probable require~ent for pumping which would then require
a power supply makes this alternative less preferable.
The construction of a new waterline from Angoon to the fish processing plant
is also included in order to provide a comparable evaluation with alternate systems.
-25-
D. CAPITAL COSTS
The consultant 1 s (TNH) experience with waterline systems in Southeast Alaska
indicates that the use of higher quality materials used in the construction of
water supply lines (such as ductile iron) is of substantial economical advantage
compared to other materials because the reduction of maintenance expenses and in-
creases in reliability. Also, a line size of not less than 8 11 should be used to
make Provision for future population development and anticipated industrial
demands. The problems related to durability and frequent maintenance requirements
of pipe systems of smaller sizes are also a consideration.
-26-
~ost Estimate: (Stromgren Creek and McCarroll Creek)
·~obilization:
Intake Structures
(New ~cCarroll Lake Structure)
Item
Common Excavation
Rock Excavation
Furnish Place Rock
Furnisl1 & Install Intake
Equip. (Gates, Valves)
Clearing & Grubbing
Furnish & Install Treated
Timher
200 cy @ $ 6.00
100 cy @ $ 35.00
190 cy@ $150.00
,Ls.
1 Acre @ $16,000
3100 bf @ $15.00
Construction Total:
Contingencies, 25%:
Engineering & Admi'l., 18%:
Sub-Total:
Upgrade Existing Dam
TOTALS:
Pipelines:
Cost:
Clearing & Grubbing
Trench Excavation &
Backfill
Furnish & Install 611
(Angoon to Fish
Processing Plant)
Furnish & Install 811
Furnish & Insta 11 8 11
( S u bm a r i ne )
Rock Excavation
13edding
Valves & Valve Boxes
Air Relief Va1ve
Compactio'l
Summary
Mobilization
Intake Structures
Pipe 1 i ne s
Water Reservoir
3.8 AC x $16,000
28,640 @ $ 9.00
DIP
12,600 @ $ 15.00
DIP 15,040 @ $ 23.00
DIP
1,000@ $300.00
1,800 cy@ $50.00
28,640 @ $2.00
18 @ $1, 100
1 @ $2,500
28,640 @ $2.00
Construction Total:
Contingencies, 15%:
Engineering & Admin., 18%:
$ 17 5' 000
152,151
1,904,332
225,000
Total: $2,456,483
-27-
$ 175,000
Cost
$ 1, 200
3,500
28,500
10,000
16,000
46,500
$ 105,700
26,425
19,026
$ 151,151
10,000
$ 152,151
$ 60,800
257,760
189,000
368,920
300,000
90,000
57,280
19,800
2,500
57,280
$1,403,340
210,501
290,491
$1,904,332
E. OPERATING AND MAINTENANCE COST
It is assumed that part of t~e operating and maintenance cost (0 & ~). namely
the labor related costs, will be shared by the water distribution and sewer system.
However, due to the extensive distances and remote and relatively inaccessible loca-
tion of some structures of the water supply system (such as the two intake structur-
es and the buried submarine waterline), at least two persons will be needed to main-
tain the system.
Cost
Maintenance Cre~:
Wages, incl. insurance, lab. tax and
2 laborers -@ $35,000/vr.:
admin:
Vehicle -$0.75 -rent equiv.
---fuel
-$400/mo
-$100/mn.
-maintenance -$ 50/mo.
-Total -$550/mo.
Tools-2 x $50/mo. -$100/mo.
Total Distributable Cost:
Water supply system cost 25% of $77,800:
Boat (only for water supply) -rent equiv. -$200/mo.
fuel 50/mo.
-maintenance -50/mo.
Total -$300/mo.
Subcontracted work (including underwater inspections):
Utilities (electr., power, etc.): -$ 50/mo.
Material parts (fuel, chlorine):
Administration - $ 70/mo.
Total 0 & 11:
-28-
$70,000/yr.
6,600/yr.
1,200/yr.
$77 ,800/yr.
$19,450/yr.
$ 3,600/yr.
$ 2,500/yr.
$ 600/yr.
$ 2,000/yr.
$ 850/xr.
$29,000/yr.
F. PRESENT WORTH
A summary of the present worth of the Stromgren Creek-McCarroll Creek
alternate is presented below.
Capital Cost
$
$2,456,483
0 & M
$
29,000
Constr.
Compl. Present Worth
By $
1983 *$3,018,801
*See Appendix 0 for detailed Present Worth Calculations.
-29-
A. INTRODUCTION
IV. SINGLE PURPOSE ALTERNATE 2
FAVORITE CREEK AREA
A water supply system utilizing water from the Favorite Bay Stream watershed
has been chosen as the single purpose project alternative, comparable to upgrading
the existing system as described in Chapter III.
A tributary branch to Favorite Bay Stream (hereinafter ref~rred to as Small
Cre~k), approximately 0.4 miles upstream from where Favorite Bay Stream discharges
into Favorite Bay (S~e Figure 7) has been selected as the most promising source of
water for domestic and industrial use in the area. It is proposed that n small
intak~ structure be built at th~ 280 feet level on the stream. Water would be
carried to Angoan through a ductile iron pipeline.
-30~
I
-~~-I{ \ll ,,1\oo
~~I
I
0
0
TRYCK
-31-
SMALL CREEK
PLAN
r'
FIGURE 7
B. HYDROLOGY
A detailed hydrological study of the area of Favorite Bay Creek drainage basin
is presented in Chapter V which deals with the Multi-Purpose Project. Since the
Small Creek watershed is a part of the Favorite Bay Stream watershed, similarities
in runoff characteristics were assumed and thus a synthetic hydrograph was derived
from that used for the Multi-Purpose project.
Drainage Basin Characteristics:
Area:
Average Elevation:
0.48 mi.2
960 feet
The basin average elevation for Favorite Bay Stream as a whole has been
calculated to be 985 feet, producing an average annual runoff of 5.45 cfs/mi.2
Since the average elevation for this subbasin is very nearly equal, the runoff can
also be assumed to be 5.45 cfs/mi.2• Since the area of the sub-basin is 0.48 mi •2
the runoff can be expected to be 2.52 cfs. Since this basin is a subbasin of
Favorite Bay Stream, the flow distribution can be expected to be similar (see
Table 2 and Figure 8).
-32-
TABLE 2
SYNTHETIC HYDROGRAPH DERIVATIO~
(From Favorite Bay Stream Drainage Basin)
Mean Monthly Flow in CFS
Favorite
Month Bay Stream %
January 59
February 52
March 53
Apri 1 85
May 146
June 155
July 98
AiJgu st 90
September 153
October 200
Nove11ber 119
December 83
Average 108.58
wATER SUPPLY REQUIREMENTS
Angoon Domestic Water Supply: 0.37 cfs
0.31 cfs Fish Processing Plant:
Total for Angoon: 0. 58 cf s
-33-
Small Creek
1.7
1.2
1.3
2.0
3.5
3.7
2.4
2.2
3.7
4.8
2.9
2.0
2.6
~
~
~ ~ ~ I
/
/
\
~
~
\
/
1/
/
~~
FLOW CFS
q
Cll
J.OO d3S
A1nr
3Nnr
l:ldV
83.:1
NVr
030
I\ ON
1::10
q ...
D!ll. SCALE TRYCK
"=ctt:-::-K. --~oA=Te=-------t SMALL CREEK
SYNTHETIC HYDROGRAPH
FI~URE 8 ~ F. e. SHEET OF
~01 NO.
. -34-
C. INTAKE STRUCTURE
A small intake structure would be constructed approximately at Elevation 280';
a schematic design of such a structure is shown on Figure 9. It is assumed the
structure will be a rockfill dam (or sheet piling) not ~igher than 20' with no sig-
nificant storage capacity (100,000 cf). The ~levation of the structure relative to
Angoon will create enough head to satisfy the supply requirements.
D. PIPELINE ROUTES
The water will be conducted from the intake structure to Angoon by gravity
flow through a ductile iron pipeline, equipped with valves spaced approximately
every 2,500'. The pipe will be laid into a trench with no less than 6"·of selected
bedding material under and over the pipe and 12'' on each side. Above that will be
placed not less than 4' of nonclassified backfill material. Part of the backfill
height could be substituted with adequate insulation material if ~xcavation of a
deep trench would be difficult. Also, in the non-traveled forested areas the mini-
mum cover can be reduced to 3 ft.
The route of the pioe will follow a line from the intake structure to the pro-
posed site of the fish hatchery. From that point the route ~ill cross between
Beaver Lakes, then to the shore of Killisnoo Harbor and along th~ shore to the fish
processing plant, see Figure 7. After crossing the Littl~ Bay Inlet at the fish
processing plant, a line will be placed along the road to Angoon where a connection
to the ~xisting waterline could be made. Temporary use could be made of the exist-
ing facilities such as the water treatment plant and water storage tank.
-35-
lNT AKE STRUCTURE:
~----------------
7c
-.,tLS.. \14 'TlO!V-
....... ~
---l!f -...
~ -1
-
~ ----;z
' () ~
~
-t::::---·----:-",
~ ' ~ "")
' ~
..f.t.•¥1s,t.~
if~-~
~
~ ---< ll' ~fim:fth--·h-1/J
~ ----= .. -..~.....,.
~u~~~~~~~~
--
·----
~~· :-! ·Hit!' it!:+-
-;-..-
\~'\\ -------
r ~--~~~~----~~-------------r---------------------------------------1 ~-ou. ~4._ SCALE 111• .1.c' TR'ftJ( INTAKE
CHK. OAT£ ~. I '~ c NYMAN STRUCTURE
F.l. SHEET OF
.108 NO. &HA'tES SCHEMATIC DESIGN FIGURE 9
-36-
However, a new water storage tank of a capacity not less than 200,000 gallons
(300,000 gallons as a reserve for firefig~ti~g-100,000 gallons reserve at the
intake structure) will have to be installed. Although water supplied from the
Favorite Bay Stream System is of excellent quality (particularly in comparison with
the existing source), general requirements dictate that filtration should probably
be provided eventually. Therefore, a treatment facility will :Jltimately have to be
i nsta 11 ed.
The location of the new water treatment plant is proposed to be at the Small
Inlet (see Figure 7}, the new water storage tank would be constructed at the site of
the existing one. Included as Appendix Care plan profiles of the above described
pipeline route.
E. EXCAVATION
The terrain along the future waterline alignment has been examined and some
technical evaluation of the excavation pattern has been accomplished. The main
purpose of this analysis was to evaluate the extent of rock excavation (blasting and
removal) compared to soil excavation for the waterline trench. lt is anticipated
that most of the material excavated will be used for backfill and for access road
construction. It is assumed in general that 25% of the excavation will be in solid
rock. However, in the vicinity of the intake structure, in part of the beach line
(from Sta. 240+00 to Sta. 255+00 = 1500/ft.) and in the line along the road from
Small Inlet to Angoon, a ratio of 50% rock excavation is expected.
Some bedding material appears to be also available along the beach section of
the line approximately at Sta. 220+00, see Figures 10 and 11.
-37-
SCHEMATIC LAYOUT
FIGURE 10
-3R-
At
~ -
w a:
W::::) en I-oo
a,.:::) a: a:
::::).1-a. en
ww
..J:::.:: "< Zl--z en-
li' i
I' "
'
II
I
TR'tCK J,
NYMAN! &HA'fES·
w .. en ... 0 ... ,.. a. a: ~ ::::)
<') a.
i= <:>. ..J ... ,.
::::) cot
l:l. ::E
~
PROFILE
FIGURE 11
F. CONSTRUCTION
Construction Procedures:
Construction procedures in ge~eral shall be governed by standard utility
construction oractices. The construction activity schedule of this alternative
assumes that only a single purpose structure for the water supply for Angoon and the
fish orocessi~g plant will be built, and thus no provision is being made for other
facilities (such as an access road, powerline, etc.).
The layout presented in Appendix Cis based upon available i~formatio~;
however, it should be understood that adjustments will have to be made resulting
from more detailed surveys.
Clearing and grubbing is anticipated to provide access and working space for
construction machinery, including the excavated material berm and pipe storage. An
arbitrary 20' wide construction area has been chosen. The location of the waterli~e
has been chosen so that disturbance of the terrain can be minimized.
Excavation is expected to be partly in rock as described previously. Some
deviation during construction from the original layout might be utilized to minimiz~
rock excavation. Also an option to use insulation rather than depth of bury for
frost protection is available.
Pipe installation should utilize selected bedding material. Some bedding
material may have to be hauled from sources such the beach areas near Killisnoo
Harbor. Timber pla~k or synthetic fiber underlay reinforcement might be needed in
areas where deep peat subsoil is encountered (such as in the Beaver Lakes vicinity).
-40-
Pioe material is expected to be ductile iron with cement mortar lining. ~n
alternate pipe material would be high density polyethylene. This material is
lighter and would permit handling without the need for heavy construction
equioment. So~e difficulties in installation are anticipated due mainly to the
remoteness of the construction area. To minimize future maintenance, a quality in-
stallation is required. A lower quality installation could considerably raise the
maintenance costs reflected in this study. The economic evaluation of this project
does not anticioate high maintenance costs and the quality of the installation could
affect the final feasibility of this alternative.
Nonclassified earth fill material shall be taken from the excavated ~ateri3l;
however, some basic selection will be required. Although no more than minimum com-
paction by use of the construction machinery overruns will be needed, care shall be
taken to avoid future erosion by running water.
-41-
G. CAPITAL COST (Pipelines)
Item
'1obi 1 i zat ion
Clearing & Grubbing
Lump Sum
8.5 AC X $16,000/AC
Trench & Excavation & Backfill
(4' depth)
Furnish & Install 10" DIP
Furnish & Install 8" DIP
Furnish & Install 6" DIP
Bedding ~~ateri a 1
Rock Excavation
Valves & Valve Boxes
Air Relief Valves
Compaction
Intake Structure
Item
Common Excavation
Rock Excavation
Furnish Place Rock
Furnish & Install Intake
Equip. (Gates, Valves)
Clearing & Grubbing
Furnish & Install Treated
Timber
41,000@ $9.00
25,850 lf @ $26/lf
12,600 lf @ $23/lf
2,550 lf @ $15/1f
41,000 lf @ $2.00/1f
2,450 cy @ $50/cy
1 8 @ $ 1 , 1 00 I e a •
3@ $2,500/ea.
12,600 lf @ $2.00/lf
Direct Construction Cost:
Contingencies, 15%:
Sul)-Total:
Engineering & Ad~in., 18%:
Pipeline Total Cost:
200 cy @ $ 6.00
100 cy @ $ 50.00
190 cy@ $150.00
L.S.
1 ac. @ $16,000
3100 bf @ $15.00
Construction Total:
Contingencies, 25%:
Engineering & Admin., 18%:
TOTAL COST:
-42-
Cost
$ 50,000
136,000
369,000
672,100
289,800
38,250
82,000
122,500
19,800
7,500
25,200
$ l '81 2, 150
271,822
$ 2, 083, qn
375,115
$ 2,459,087
Cost
$ 1 '200
5,000
28,500
10,000
16,000
46,500
$ 107,200
26,800
~4, 120
$ 158, 1 20
Summaiy -Small Creek Alternative
Pipelines:
Intake 5tructurs:
Water Treatment Plant:
Reservoir (300,000 gal.)
$2,459,087
158,120
150,000
225,000
$2,992,207
-43-
7. Operating & Maintenance Costs
The calculation of the operating and maintenance costs has been based on the
assumption that the labor-related cost common to other utilities such as wat~r dis-
tribution system and sewer system will be shared by them. The water distribution
system's share of this cost will not exceed 25%.
Operator-wages incl. insurance & labor tax:
Vehicle-0.75 ton-rent equiv. -$400/mo
-fuel -$100/mo
-maintenance - $ 50/mo
Tot a 1 -$550/mo
Tools $ 50/mo
Total Distributable Cost:
Water Supply System Cost ••..• 25% of $42,200:
Subcontracted work (backhoe, clearing, etc.):
Utilities (electr. power, etc.) $50/mo.:
Chlorine -$1/lb.
Administration
TOTAL 0 & ,'1
-44-
$ 35,000/yr.
$ 6,600/yr.
600/yr
$ 42,200/z:r.
$ 10,550/yr.
$ 1, 500/yr.
$ 600/yr.
$ 1,500/yr.
$ 850/yr.
$ 15,000/yr.
I. PRESENT WORTH SUMMARY
A pr~sent worth value has b~en calculat~d for the Small Creek alternative.
The completion of the project is assumed t~ be in 1983.
Summary:
Source
Small Creek
Capital Cost
$
2,992,207
*See Appendix D for detailed calculations.
-45-
0 & ,.,
$
15,000
Pre sent Worth
$
*3, 184,233
V. ~ULTI-PURPOSE PROJECT
FAVORITE CREEK WATER & ENERGY SUPPLY SYSTEM
A. INTRODUCTION
This project was born in an effort to provide the peopl2 of Angoon, Alaska
with a stable source of water and electrical p~wer (in association with the
development of a salmon hatchery under the State of Alaska Private Non-Profit
Hatchery Program). Favorite Bay Stream was selected for investigation because local
knowledge indicated that there was substantially more flow in the stream than
suspected by others looking for potential hydropower sites. In the hydropower re-
connaissance of Thayer Creek accomplished by Harza Engineering Company in 1979, no
mention of Favorite Bay Stream was made beyond the indication that a map survey of
other streams in the area had been made, but none was found more attractive than
Thayer Creek.
-46-
I
I
I
.~
··t~~ '· .~ J
TR'tCK
NYMAN
&HA'te
-47-
Cl Cl ---~ J
-~ ";4.~
. -..;. ·s· \···-\ . --=~
•
MULTIPURPOSE PROJECT
PLAN LAYOUT
FIGURE 13
I
I
I TRYO<
NYMAN .
&HAYES
.. ~r: :' ·~ ~'7.' -~ C~££/ ... ; h;~i£~~ rl~lY£.~GY .5f./~.r-:-:_y
·,· -.., '~ ' .=:_,j~ r.:-;._=:~: oR'o :,c:-..---, ~-·._ . .._ -I, '-'-'-"I/
-48-
Preliminary investigation of the Favorite Bay Stream for use as. a potential
salmon hatchery site revealed that the stream also appeared to have significant
hydropower potential.
B. LOCATION AND LOCAL TOPOGRAPHY
The project is located approximately 4.5 miles from the village of Angoon (see
Figures 13 and 14). The proposed dam site and reservoir are contained within Sect-
ions 10, 11, 14, 15 R51S, T67E, Copper River Meridian. T~e geodetic coordinates of
The terrain in the drainage basin is heavily forested and rises from sea level
at Favorite Bay to over 3000 1 MSL on the south side of the drainage basin. Total
drainage basin area is 20 square miles.
The proposed dam site is a narrow canyon through which Favorite Bay Stream
flows just before it meets salt water in Favorite Bay. The base of the stream at
the site is approximately 20 1 MSL and the taos of the canyon walls are approxi~ately
110 1 MSL. The distance between opposite sides of the canyon at 110 1 MSL is aporoxi-
mately 280 ft.
If the dam were constructed such that the water level in the reservoir was
115 1 MSL, the resulting reservoir would be as shown in Figure 13. The surface area
of the reservoir would be approximately 225 acres. If the average dept1 in the re-
servoir was 55 1
, then the reservoir ~auld contain approximately 12,j75 acre-feet of
water. If the uppermost 20 1 were regulated for power generation, then approximately
4500 acre-ft. could be regulated.
_)'
-49-
The local geology in the region of the reservoir is oredominat~ly paleozoic
and mesozoic undifferentiated schist. Geologic mapping of the area indicates that
the bed of Favorite Bay Stream in the area where it flows northeast-southwest is
along an inferred fault line. The dam site, however is north of the fault line.
The risk of seismic activity in this area, as in most places in coastal Alaska, is
significant and ~ust be accounted for in design.
C. HYDROLOGY:
The general climate in the project area is maritime occasionally affected by
dry air from Canada. These conditions produce a mild climate with a substantial
amount of precipitation. The quantity of precipitation in a specific location
varies considerably depending upon orographic effects. The maritime influence tends
to moderate temperatures. Summer highs are rarely above 70°F. and winter lows
rarely below l5°F. A Climatological Data Summary is included as Figure 17.
Temperature and precipitation data are summarized for Angoon based upon 26 years of
record.
r1ean annual rainfall in Angoon is 37.9 inches, somewhat lower than average for
Southeast Alaska. The drainage basin, however, is at a much higher average
elevation (985'} than Angoon and has a greater degree of exposure to the southeast.
Each of these factors ·.vill tend to increase annual precipitation and streamflow. A
climatic factor of the basin favorable to both hatchery and hydro development is the
relatively small change in mean monthly rainfall throughout the year.
Favorite Bay Stream is ungauged; therefore, no accurate data on streamflow is
available. There is, however, considerable stream flow data available on streams in
-50-
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FIGURE 15 '-------1'------.......1'---------51-
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-52-
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the same region, i.e. less than 25 miles away and in similar terrain. lhis data has
been utilized to produce a stream flow per square mile of drainage basin figure re-
presentative of the region. Since basin average elevation is known to have
measurable effect on precipitation, a correction of .003 CFS/square mile per foot of
basin elevation was included. The mean annual runoff derived from the analysis of
gauged basins was 5.02 CFS/square mile. When corrected fnr basin elevation, this
figure was reduced to 5.45 CFS/square mile.
A synthetic hydrograph for Favorite Bay Stream was developed by distributing ·
average annual streamflow over the year. This was done based upon gauged data from
Hasselborg Creek, located approximately 16 miles north of the project area, for
which there is 16 years of excellent quality streamflow data. The results of the
distribution are presented in Figure 15. As indicated in Figure 15, low flows occur
in late winter and average approximately 52 CFS. This is followed by an increase in
flow from melt water in May and June which, in turn, is followed by a drop to ap-
proximately 90 CFS in August. Stream flow rises to a oeak of about 200 CFS in
October.
This synthetic data ~as been supported by stream flow measurement made by
Tryck, Nyman & Hayes. Results of these measurements are oresented in the table
below.
-54-
TABLE OF STREA1FLOW ~EASUREMENTS
DATE
March 20, 1980
~1 ay l l , l 980
*September 2, 1980
October ll, 1980
February 2, 1981
Ap ri l 4, l 981
**June 8, 1981
MEASURED
STREAMFLOW
50 CFS
152 CFS
28 CFS
167 CFS
63 CFS
134 CFS
55 CFS
*This measurement was made during a particularly dry period.
August 1980 rainfall was well below the 3.04" mean.
**SE Alaska experienced a below normal snowfall and a~
unusually early runoff this year.
Current reservoir planning calls for a steady consumption of 70 cfs for
hydropower purposes. At this consumption rate, minimum reservoir levels would occur
in early April at which time the reservoir would be drawn down approximately 20
feet. Spring run off should fill the reservoir again by midsummer.
0. WATER SUPPLY SOURCE
The water supply will be provided by a reservoir created from the cpnstruction
of the hydro project on Favorite Bay Stream. This project is expected to include a
100 foot concrete arch (or rockfill) dam approximately 1,300 feet upstream from a
oroposed hatchery site. The dam will be used for hydroelect~ic power generation,
the public water supply for Angoon and for operation of the hatchery. Water for the
hatchery will be taken from the hydraulic turbine tailrace and from the penstock.
l. Water Quality Characteristics:
Silt Load
Observations of the stream bed and flood chan~els indicate that there is
very little, if any, silt i~ the stream, including the high water periods. This
-55-
conclusion se~ms reasonable since there is no glacial activity in the jrainage basin
or in the surrounding sediment trap. Any silt that may be carried in the stream
flow will fall out in the reservoir and silt is not expected to cause a problem.
A water quality analysis has been included as Figures 18 and 19. It indicates
that there are no significant quantities of any detrimental materials in the water.
The samples for the analysis were taken at the site of the proposed hatchery in ~~ay
1980 and July 1980.
2. Temperature Regime (including the daily temperature range and the
seasonal highs and lows):
Stream temperatures range from wintertime lows of 32°F. to summer highs of
53°F. during July. USGS water quality records from streams in the Angoon area indi-
cate that temperatures may go as high as 70°F., although this has not been observed
in Favorite Bay Stream. The reservoir will have a substantial effect on water
. ....., temperature. The summer reservoir temperatures are expected to range from 39°F. at
the bottom to over 75°F. at the surface. The warm surface laye~ in this case will
be quite thin.
at the bottom.
Winter temperatures will range from freezing at the surface to 39°F.
It is anticipated that the intake structure will be constructed such
that water can be selected from different lake levels in order to maximize the tem-
perature of the influent when desirable (for hatchery use).
4. PRELIMINARY DAI'~S ITE DESIGN CONCEPTS
Preliminary work on the dam site indicates that the dam structure may be a
concrete thin arch if the foundation rock is competent or a rockfill dam with an
-56-
CHE111ICAL & GEOLOGICAL LABORATORIES OF ALASKA, INC.
P.O. BOX 4·1276
Anchorage. Alaska 99509
TELEPHONE (907)·279-4014 ANCHORAGE INDUSTRIAL CENTER
274-3364 5633 8 Street
ANALYTICAL REPORT
. L..~ TOMER Tzyck Ranan & Hayes SAI"!PLE LOCATION: Alaska
FOR LAB USE ONLY
II E COLLECTED 7-24-80 TIME COLLECTED: _ ___;~---RECVD. BY 5E LAB #_4.....,5.....,25=----
Peter Nease SOURCE, ____________ _ DATE RECE IV Ew..D _ __..w.8-..... l.._-.:a.:80~---iAMPLED BY ,....., u ~~s ________________________________________ _ DATE COMPLETED· 8-7-80
8-7-80
SIGNED
mg/1
·.
CJA9 ,Silver []P,Phosphorous []Cyanid=--------
[ \1 ,Aluminum <O.O;L []Pb,Lead (]Sulfate _______ _
........
[]As.Arsenic (]Pt,Platinum (]Phenol _______ _
[_ ~u,Gold (]Sb ,Antimcny -------[]Total Dissolved ____ _
[~ron (]Se,Selenium
Sol ids
-------[]Total Volatile ____ _
Solids
•.
[JBa ,Barium []Si ,Sil'icon ----------(]Suspende..._ ______ _
Sol ids
[ 3i,Bismuth (]Sn,Tin ----------[]Volatile Sus-_____ _
I
[lCa,Calcium []Sr ,Strontium.
pended Sol ids·
------[]Hardness as ______ _
[ .. :d,Cadmium []Ti,Titanium
CaCO,
-------[]Alkafinity as _____ _
'.,
[ .. :o , Coba 1 t (]W,Tungsten
. CaC03 , ... 1------------[] ___________________ __ ;c' .... ~ ... , . :.--.. .
[]Cr,Chromium []V,Vanadium [] Oil & Grease 0, 01
[ Cu,Copper []Zn,Zinc <0.005 [) Sulfide <0.003
[lFe, Iron []Zr,Zirconium [] _________ _
* * * * * * L,Hg ,Mercury []Ammonia []mmhos Conductivity ___ _
[-K,Potassium
Nitrogen-N
[]Kjedahl []pH Units ______ _
[ ]t~g .,Magnes i urn
Nitrogen-N
[]Nitrate-N []Turbidity NTU _____ _
! J ,r~anganese []Nitrite-N --------[]Color Units _____ _
r lt1o .,Molybdenum []Phosphorus -------(]T.Coliform/lOQml ____ _
LJNa,Sodium
(Or tho) -P
[]Chloride ----------(J------------------
tli .r~ick~l []Fluoride __ -57-[] ---------
CHEMICAL & GEOLOGICAL LAHU.ff.A "l'Ultl~~ ur .liLI.d..:J.n..n., 1..1. •'-'•
P.O. BOX 4·1276
Anchorage, Alaska 99509
TELEPHONE (907)·279-4014 ANCHORAGE INDUSTRIAL CENTER
27 4·3364 5633 B Street
ANALYTICAL REPORT
SAMPLE LOCATION : r--An---::..goo....,._n..;..'-:Al~ask--:a~--:~---
FOR LAB USE ONLY
u raMER Tryck, Nyman & Hayes
PTE COLLECTED 5-11-80 TIME COLLECTED :_.....;9:....;;:...;;;..00.;_;.;PM;.;;.,_ __ RECVD. BY SE LAB II 3725
·Ai1PLED BY ______ SOURCE Hatchecy Water DATE RECEIVE0~--=-5--::::1:;::.3-..... 8;..;;;.0 __ _
· E ~XS NO PRESERVED :aorriES -Alluminum due to presence of ....... DATE COMPLETED· 5-21-80
Aluminum Silicates 5-23-80
SIGNED ..
mg/1
L-~g.Si1ver ___ _;;<0.;:;.;.:..::0:.:0.:.3 __ []P,Phosphorous. ______ []Cyanide: ________ _
l.,il.Aluminum []Pb,Lead ___ __.;.<0;;..;;.:..::.02;;;;__ __ []Sulfate ____ ..;;;;2 ___ _
[JAs ,Arsenic ___ _;::<O:::.:•:..:O:.:::l ___ []Pt ,Platinum_______ []Pheno 1 ________ _
[ \u,Gold []Sb,Antimony _______ []Total Dissolved_8_2 ___ _
Solids [~.oron []Se,Selenium <0.01 []Total Volatile _____ _
\...1 Sol ids
L,3a,Barium <0.1 []Si ,Silicon []Suspended _______ _
Sol ids
[ Bi ,Bismuth ________ []Sn,Tin []Volatile Sus-_____ _
pended Sol ids
[]Ca,Calcium []Sr,Strontium. []Hardness as ______ _
CaC~
( Cd,Cadmium <0;0005 []Ti ,Titanium []Al kafinity as __ 7_0 ___ _
CaC03
f1Co,Cobal t []W,Tungsten [] Oil & Grease
LCr,Chromium. ___ <.;;;:0;.:..•.:.::03:..._ __ []V ,Vanadium <0.05 [] ____ .......;.._ ------
1 Cu,Copper <0.006 []Zn,Zin (J------------
[]Fe,Iron <0.1 []Zr,Zirconium <0.05 [] _________ --...,. __
* * * * * ..
I .Hg,Mercury ___ ....;<::;::!0.:...0~0~0.:.2 __ []Ammonia ___ _.....;<:;;;.;0.;;..;;0:..::.02=---[]mmhos Conductivity ___ _
Nitrogen-N
rlK,Potassium <0.5 (]Kjedahl _________ (]pH Units 7.1
Nitrogen-N
dt~g~f4agnesium __ __....;;l;;..;.. • ..;;..4 ___ (]Nitrate-N <0.1 []Turbidity NTU _____ _
IM,,f~anganese. ___ <.;.;;;.0..;....0;;.,;;1;;;.__ __ (]Nitrite-N <0.01 []Color Units _____ _
......;
[]t~o,Molybdenum []Phosphorus (]T.Col iform{100ml 0
(Grtho)-P ----
] Na, Sodium ------=1:..:::.;. 2=----( ]Ch 1 arid e ___ _;;2;;;...._...;.___ [Jiron Bacteria 0 ..
__ <..;:.;:0:.:..• =01=----[ ]Fl uori de ____ <...:.:::0::..::·-=1 __ _ (] ____________________ _
-58-FIGURE 19
;~pervious membrane; the structure in either case would have a crest ~idth of ap-
proximately 280 feet and a height of approximately 100 feet. The proposed dam site
is shown on Figure 14.
A walkaround survey of the dam site revealed that the bedrock is predominantly
schist and appears to be quite shallow. Extensive geotechnical evaluation of the
site would be required before a decision on the applicability of a particular type
of structure can be made.
,,
F. RESERVOIR REGULATION
If the final reservoir configuration is similar to that depicted in Figure 13,
the regulated storage will be approximately 75 days during minimum flo1-J periods.
Although no definite decisions regarding reservoir regulation can be made until the
reservoir area is mapped at large scale, this initial work indicates that the reser-
voir can provide 70 cfs for power, hatchery, and water supply use, year round in a
normal water year. A flow of this quantity will produce 4~0-500 KW of firm power.
Substantial additional work •t~ill be necessary to confinn these preliminary
estimates. It is expected that the hatchery water will come from the turbine
tailrace but the approximately 2 CFS water supply will have to come from upstream of
the turbine in order to have sufficient pressure so that transmission to Angoon can
be accomplished without additional pumping.
-59-
G. PENSTOCK AND POWERHOUSE
It is expected that tne powerhouse will be constructed either at the hatchery
site (or at the base of the dam alternatively). If constructed at the hatchery
site, a 1300' 40 11 penstock would be required (if constructed at the dam site,
penstock requirements would be reduced substantially, but a 1200' hatchery
influent/water supply line of approximately 20" diameter will still be required).
It is anticipated that the pot~::r generation equipment 1vould be Francis type
reaction turbines driving sync~ronus AC machines. Two units, each rated at
400-500 KW would orovide the necessary capacity and reliability.
H. ACCESS ROAD AND TRANSMISSION LINE
An access road from Angoon will be required to facilitate construction and op-
eration of the facilities and provide a route for the power trans~ission line and
the waterline. A suggested route is shown on Figure 20. The terrain along the pro-
posed route includes sections of highly organic, high moisture content muskeg soils
interspersed with shallow bedrock. A typical section suggested for the: roadway in
muskeg areas is shown in Figure 21. In areas where shallow bedrock is encountered,
six inches of crushed aggregate base will be sufficient to provide a driving
surface. The total length of new roadway needed to access the hatchery site t~ill be
approximately 4.4 miles. The power transmission line will follow the road right of
way and, depending upon the powerhouse site. will be approximately 4-1/2 miles long.
-60-
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-61-
ACCESS ROAD ROUTE
FIGURE 20
I J
j_ $: 'I' f1/:. /..1 AI C:. c:;; c::::o t-'111: S'?/C -~' v
~vsv4';t..o ,t-~.e.;.. -.J.s-~
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f1,.,1.~ .Jilt' rU> 1 ,:; * v a. 1 p 1-i"~,c ~
~ 'ftJ?" t-91!";;r ~~~-b 4
-+---+---/J.·S/ __ ---t'--=----t-------/J. . .r~~ ---......t---
1. ' • I. J.v~ 7'/"AS., ~--t--1'(). ~ ~ ,_. t; . I , .J% J~ '\\ -
ROAD SECTION IN MUSKEG AREA
r f"u .. .~ .,.., .. .!:> i
4-----M·d~-------+-
~ J%
~
ROAD SECTION IN BEACH AREA
I
/tif"' 1
---~
ACCESS ROAD
TYPICAL SECTIONS
FIGURE
-62-
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~~!5oS A:-0,.4 D -b~IJqD,c-·lf///aa".r/!J:'.JJ
;ft.~~ I ~~ FISk I =lFI~h' 1"1f'OCkGSIN(; ~ --·~t:,qtvt?~"'AJti. _ . M :H.+Tclt .. ~r _ r.J...4/Vr
-{.7<::> itV JI7RH 1-e:nv&.
~ f;tt-A A.,/ C/.S 71'i".!: • I'£ ,2)/sc::,Y.,f Jill"; ... M
P£N5TOc 1:. ,P -lo"
/.too/ lon;z -fo '3fS
{crr••N cit.)
7ocyJ
!"'../ YtJ!f:ITt4" ./J-47
I. CAPITAL COSTS
Capital costs for this project were developed based upon an estimate of costs
for the major elements of the project. Reservoir clearing costs were felt to be
negligible since a contract for sale of timber could more than compensate for its
removal.
-64-
COST ESTIMATES
a) Dam & Intake Structure
Mobilizatio!l
Reservoir Clearing (sale of timber)
Diversion & Care of Water
Dam Structure
95' high w/crest 300 ft. lo!lg,
110,000 c.y. @ $23.00 =
Intake Structure
Penstock-40" 1,200 ft. @ $187.50ft. =
Subtotal direct cost:
Contingencies 15%:
Total Direct Cost:
Engr. & Admin. -18%:
Total Construction Cost:
b) Power Generating System
Mobilization
Powerhouse Structure
Mechanical & Electr. Equipment
Discharge Channel -100' long
Transmission Li'le
Subtotal -Direct Cost:
Contingencies -10%:
Total Direct Cost:
Engr. & Admin. 18%:
Total Construction Cost:
-65-
$ 375,000
-0-
320,000
2,:530,000
300,000
225,000
$3,750,000
562,500
$4,312,500
776,250
$ 125,000
460,000
860,000
20,000
680,000
$2,145,000
214,500
$2,359,500
424,710
$ 5,088,750
$ 2,784,210
c) Water Suoolv System
~1o b i 1 i z at i on
Clearing & Gru~bing
Trench Excavation & Backfill
(4' depth)
Furnish ~ Install
Furnish & Install
Furnish & Install
Bedding
Rock Excavation
10 11 DIP
8 11 DIP
511 DIP
Valves and Valve Boxes
Air Relief Valves
<\ Co~pactio11
Pump Station
SUMMARY: Water Supply
Pipelines:
Treatment Plant:
Reservoir (225,000 gal.)
SUMMARY: Water and Power Supply
Dam & Intake Structure:
Lumo Sum
7.2 ac @ $16,000
36,000 lf @ $ 9.00
21,650 lf@ $26.00
12,600 lf @ $23.00
2,550 lf@ $15.00
36,800 cf @ $ 2.00
1,960 cy@ $50.00
1 5 @ $1 , 1 00 I ea.
3@ $2,500/ea.
12,000 cf @ $ 2.00
L'.lrnp Sum
Direct Construction Cost:
Contingencies, 15%:
Sub-Total:
Engineering & Admin., 18%:
TOTAL:
$2,308,188
150,000
170,000
$2,628,188
Power Generating & Transmission System:
$5,088,750
2,784,210
2,628,188 Water Supply System:
TOTAL:
d) Access Road
~1obi 1 i zat ion
Clearing & Grubbing
'Typar' Filter Fabric
Crushed Rock
Leveling Course
$10,501,148
L.S.
12.68 ac. x $16,000
52,800 sy x $1.38
34,609 cy x $18.00
S, 120 cy x $23.00
Subtotal: Direct Cost:
Engineering & Administration -10%:
Total Construction Cast:
-66-
$ 150,000
202,880
72,864
622,962
140,760
$1,189,465
118,947
$1,308,413
$ 50,000
115,200
324,000
552,900
289,800
38,250
73,600
98,000
16,500
7,500
25,200
100,000
$1,700,950
2 55' 142
$1,955,092
352,096
$2,308,188
J. OPERATING ~ ~AINTENANCE COST:
The operating and maintenance costs of the multi-purpose oroject are analyzed
in sections relevant to the sections of capital cost computations. However, certain
costs such as a maintenance crew and associated costs would be common to all parts
of the project and, therefore, are distribut~d to the individual parts by a percen-
tage rate.
Maintenance Crew:
1.-Jages incl. insurance, lab. tax & admin:
1 working foreman
l laborer
Vehicle -$0.75 ton
Tools
Total Distributaol~ Cost:
a) Dam and Intake Structure:
~aintenance Crew -40% of $92,800
Subcontract work (larger maintenance work)
Professional inspection -$10,000/5 yr.
Utilities $50/mo.
r~aint. Material (parts, paint, cement, etc.)
Total :
b) Power Generating and Transmitting System:
Maintenance Crew 50% of $92,800
Subcontracted work (larger maintenance)
Professional Inspection -$5,000/5 yr.
Utilities $50/mo.
i~ai nt. ~·1ateri a l & :1i sc. Parts $300/mo.
Major Repairs (turbine cavities 2 x $16,000/20 y)
Total:
c) Water Supply System:
Maintenance Crew -10% of $92,800
Subcontracted work
Utilities $50/mo.
Chlorine $1/l#
Pump Station Power -50 kwh/day @ $0.20
Extra Pump Station Maintenance
Total :
d) Access Road:
It is assumed that the maintenance of the
road will be taken over by the Highway
or Village Authority, thus only minimum
maintenance cost will oe carried by the
project itself ($100/mo.):
Total ~ & 0 C0st:
-67-
$/Year
$50,000
35,000
6,500
l '200
$92,800
$37,000
3,000
2,000
600
2,400
$45,000
$46,500
3,000
1. 000
600
3,600
1. 600
$55,300
$ 9,300
l, 500
600
l, 500
3,650
2,000
$18,550
$ 1,200
$121,050
K. PRESENT WORTH SU~MARY:
Canst.
$ Como. Present
Capital Cost $ 0 & ~~ 13y Worth
a) Dam and Intake 5,088,750 40.00 45,000 1986 *$5,388,362
b) Power Generation
& Transmission 2,784,210 22.00 56,300 1986 *3,651,246
c) Water Supply 2,628,188 28.00 18,550 1983 *2,927,208
d) Access Road 1 '308. 41 3 10.00 1, 200 1983 *1,262,271
Totals: $11,809,561 100.00 $121,050 *$13,229,087
*See Appendix D for detailed pesent worth comp~tations.
-68-
l. LAND AND LAND USE
The land in the reservoir area is (at the writing of this report) classified
as LUD I and recommended for inclusion into the National Wilderness Preservation
System. However, the D-2 lands bill recently passed by Congress contains a refer-
ence to hydropower in Sec. 506.a(l)B as follows:
"Subject to valid existing rights, there is hereby
granted Kootznoowoo, Inc .....•.•..•
(B) The right to develop hydroelectric resources on
Admiralty Island within Towns~ip 49 Sout~. Range 67 East
and Township 80 South, Range 57 East, Coooer River Base
and r~eri dian, subject to sue~ conditions as t~e Secretary
of Agriculture shall prescribe for the protection of
water, fishery, wildlife, recreational and scenic values
of Admiralty Island 11
•
The bill further states that the cited legal descriptions can be changed with
the mutual approval of Kootznoowoo, Inc. and the Secretary of Agriculture.
Although the land upon which the proposed reservoir is located is selectable by
Kootznoowoo, it appears likely that the land will be included in a land trade for
land elsewhere, thereby returning it to its status of wilderness. However, according
to (B) above, the designation does not preclude the development of hydropower. The
possibility also exists that Kootznoowoo could continu~ their current selection and
thus the lands could be utilized for hydro development subject to concurrance of
Kootznoowoo and the Secretary of Agriculture.
-69-
VI. CONCLUSIONS AND RECOMMENDATIONS
A. INTRODUCTION
The following is an evaluation and comparison of alternatives discussed in
this study. Several criteria such as economy, technical suitability, serviceability
and social impact are considered in the evaluation.
The accuracy of the information used in this study is related to the early
stage of the project and to the accessability of information sources, thus the accu-
racy is consistent with what should be expected from a reconnaissance level study.
The economic evaluations made in this study are based upon the estimates of
quantities and costs available to the authors during the preparation of this study.
It should be emohasized that the impact of the rapidly changing economic environment
can hardly be oredicted exactly. The accuracy of t~e technical data used as a basis
for the quantities used in the estimates was affected by the non-availability of
-70-
ground surveys and geological data. A "Present Worth" was calculated far each al-
ternative with 3% discount rate. The effects of inflation have not been considered
because inflation is expected to affect all the alternatives equally. Construction
time has been taken into account.
The proposed design of the alternatives evaluated reflects the Consultant's
(TNH) belief that a reliable water supply system with a high quality water source is
of highest importance not only to the future development of the community, but to
its very survival. A substandard water supply system ~ith complicated, expensive
maintenance requirements has a poor chance of functioning in a developing Native
community such as Angoon, where financial resources are limited. The same reasoning
is applicable to the energy supply system.
The social impact of the various alternatives appears to be extremely
important. Angoon has the highest rate of unemployment in Alaska in spite of the
natural resources surrounding the community. At least a part of the reason for this
situation is inadequate development of resources coupled with a lack of
infrastructure.
B. ALTERNATIVES
l. Single Purpose Projects
Two alternatives for providing water only were studied:
o Upgrading of the existing system
o Creation of a new system.
-71-
The alternatives w9re made comparable with one anoth~r ~Y designing t~e~ so
that adequate standards for reliable water qu3lity with a minimum requirement f0r
complicated and costly maintenance ~auld be provided.
a. Upgrading the Existing Water Supply System
The existing water source (Stromgren Creek) does not appear to be suf-
ficient to provide an adequate water supply, so development of an additional water
'I
source (McCarroll Creek) has been proposed. The piping system is proPosed to ~9
upgraded to an 8" ductile iron pipe that will create a permanent system providing
sufficient flow with minimum maintenance. The following costs were produced:
Construction Cost: $2,456,483
Oper. & Maint. Cost: $29,000/Year
Present Worth Value: $3,018,801
The existing system, if developed as proposed, would supply Angoon and the
fish processing plant with an adequate water supply including a reserve for future
population growth. It could not provide a water supply for any other future indus-
trial development (such as a fish hatchery or for a higher water consumptive
industry such as shrimp, bottom fish and other div9rsified processing).
The construction of the water pipeline under this alternative would require
construction of a construction road along parts of the new waterline on the north
side of Kootznahoo Inlet. The future use of such a road would be limited.
The system involves a submarine crossing of Kootznahoo Inlet approxim1tely
1000 1 long. Some difficulties with both construction and maintenance could be
-72-
~xpected. The reliability of such a structure will always be somewhat
questionable. The quality of water supplied is affected by the location of the
water source in a muskeg area and some color will nearly always be present.
b. Small Creek Water System
A new supply system bringing water from the Favorite Creek area was
analyzed.
This source of water, if developed as proposed, would supply Angoon and the
fish processing plant with sufficient water for both future population growth and
industrial development.
The construction of the waterlines under this alternative would also require a
construction road. However, this could be easily upgraded later and used for
logging and recreational purposes. It could also be utilized as an access road to
the fish hatchery and for the construction of the dam on Favorite Bay Stream should
such a dam be constructed as a later phase.
The maintenance of the water system under this alternative would be minimal
due to easy access. This will have a positive effect on the reliability of the
system.
The quality of the water supplied will be excellent sinca the water is from
high mountain runoff areas.
-73-
Th~ water system proposed under this alternative would provide water to Angoon
and to the Fish Processing Plant through a 10" juctile iron pipe (red1Jc~d t'J 8"
along the existi~g road to Angoon). The cost summary is as follows:
Water Source
Construction Cost:
Oper. & Maint. Cost:
Present Worth:
Small Creek
$2,992~207
$15,000/Year
$2~927,208
c. Evaluation of th~ Single Purpose Alternativ~s
It appears that of the alternatives above, the constr~ction of a ~ew
Small Creek single purpose structure would be oreferabl2 to t~e upgrading of the
existing system. The present worth cost is for all practical ourposes the same as
the "upgrading" alternative. The main advantage tJould be the increased reliability
and higher ~ater quality in the new system. Another significant advantage is ease
with which this project could be coordinated with the multi-puroose project.
2. Multi-Purpose Project
This alternative involved constructing a dam on Favorite Bay Creek with a
powerhouse and powerline to Angoon, a waterline and an access road. Temperature
regulated water from the hydroturbine tailrac~ would be available as hatchery
influent.
-74-
The following is a cost estimate summary:
Power Generation
Dam & & Transmission -..Jater Access
Structure Intake Line Suopl~ Road Total
Construction
Cost $: $5,088,750 $2,784,210 $2,628,188 $1,308,413 $11.809,561
Oper. & '-1aint.
Cost $: 45,000 56,300 18,550 1 '200 12l,tl50 ,,
Present
Worth $: $5,388,362 $3,651,246 $2,927,208 $1,262,271 $13,229,087
As in the single purpose systems, the proposed design of t~e MJlti-Purpose
System reflects the Consultant's belief tnat a ~igh quality wa~er system is
paramount to the future economic health of the community. In addition, the
favorable impact of additional capacity in water supply for develooment of a fish
hatchery is emphasized. The oower generating capability of the system would ~ave an
additional favorable impact on the community. Of no less importance is the con-
struction of the access road, whicn could be later utilized for development of local
logging activities, a permanent access road to the fish hatchery and for various
recreational purposes.
3. Combination of Single Purpose Projects
Two previously studied single purpose projects that can be combined to
supply water and energy can be compared to the ~ulti-Purpose Project. The water
supply function would be most favorably achieved by utilization of the Favorite Bay
Small Creek water supply system. A power supply alternative comoarable to Favorite
Bay appears to be the Thayer Creek Project. A reconnaissance report on this project
was prepared by HARZA Engineering Co. in October 1979 and tf'Je results are uti 1 i zed
herein.
The construction cost of $9,400,000 for tf'Je Thayer Creek Project was calcula-
ted at September 1979 prices. It is assumed that the cost level of September 1981
would be approximately 20% higher, resulting in tne total construction cost of
$11' 280, 000.
The HARZA report estimated operation and maintenance costs at $40,000, which
does not appear to be adequate. For comparison of the alternatives, maintenance
costs as calculated for Favorite Bay Multi-Purpose Project were used. They are:
Dam & Intake Structure:
Power Generation & Transmission System
Total 0 & M Costs:
$ 45,000/Yr.
$ 56,300/Yr.
$101,300/Yr.
The present worth calculation results in $11,978,552, assuming completion of
the project in 1986. However, it should be noted that the HARZA unit costs used for
cost estimating of the Thayer Creek Project were somewhat lower than those used by
the Consultant (TNH) when estimating the Favorite Bay Multi-Purpose Project.
The Thayer Creek alternative does not have the multi-use benefits of an access
road to the Favorite Bay water supply system or the fish hatchery. An adjustment
for this has been made for comparison purposes in the cost calculation.
-76-
Structure: Thayer Creek Sma 11 Cr~ek Access Road
Project Water Supply Subtotal To Fav. Bay Total
Constr,Jct ion
Cost $: $11,280,000 $2,992,207 $14,272,207 $1,308,413 $15,580,620
Oper. &
:-1a i nt.
Cost $: 1 01,300 15,000 116,300 1, 200 117,500
Present
Worth $: $11,978,552 $3,184,233 $15,162,785 $1,262,271 $16,425,056
The above alternative proposal (less the Favorite Bay access road), if built,
would satisfy the essential needs for both adequate water supply and energy supply.
It would, however, lack the additional benefit related to the construction of an
access road. If the road would be built separately, the total cost would be more
than the Favorite Bay ~ulti-Purpose Proj~ct. It is further believed that unless a
breakwater orotected harbor was constructed at Thayer Creek, accass to Thayer Cr~ek
would be impossible at ti~es.
C. RECOMMENDATIONS
Based upon the foregoing analysis, the water suoply problems in Angoon
appear best solved by the Multi-Purpose project. This conclusion is reached
considering the impact of the project as a whole upon the economic and social
development of the community. This conclusion is supported by the fact that
when an economic comparison is made of the alternatives, if the alternatives
provide co~paraole levels of service, water quality and long te~ reliability,
the cost sharing potentials of the multi-Purpose project make it ~ost
desirable.
-77-
In summary, the ores~nt worths of the alternative orojects wer~ as
follows:
Alternate Present Worth
Upgrade Existing System $ 3,018,801
Sma 11 Creek Water System $ 2,~27,208 ;_
Multi-Purpose Project $ 2;,~7.;-?08 '.. ' ; ')
v (~ / ·': ,',
(Water System Cost Only)
-78-
VII. POSSIBLE FUNDING SOURCES & TERMS OF FUNDING
1. INTRODUCTION
Many federal and state agencies have various funding programs and tyoes of
funding available for the Community of Angoon to exa~ine and to pursue for its own
needs.
Possible funding sources: grants, loans and a combination of grants and loans
are available at both the federal and state levels. A fe·~ direct appropriati)ns
have been made through the state legislature during the 1981 legislative session.
The following pages are a breakdown of detailed listings of possible funding
sources for single purpose use such as water supply for domestic use and for a
multi-purpose use such as water supply for domestic use and energy supply for the
community of Angoon.
-79-
In conclusion, with the recent budgetary cuts made at the f~deral level by
Congress in addition to the recent 1ewly found wealth of the State of Alaska,
funding for either a single or dual purpose project may be better received and
obtained through the State of Alaska.
2. WATER SUPPLY
(Single Purpose PrJjects)
Sources of Funds
Alaska Dept. of
Env. Conservation
Legislative Appro-
priation to Community
of Angoon
Legislative Appro-
Priation to Community
of Angoon
Farmer's Home
Administration
Type of Assistance
Grants
Contact person:
Keith Ke 1 ton
DEC, Pouch "0"
Juneau, AK 99811
( 90 7) 46 5-2 51 0
Direct
Appropriation
Contact person:
Dept. of CRA
Palmer McCart::r
Pouch "B"
Juneau, AK 99811
( 907) 465-4707
Direct
Appropriation
Contact person:
Keith Kelton
AK DEC
Pouch "0"
Juneau, AK 99811
( 907) 465-2610
Grants/Loans
Contact person:
FmHA, Jim Weidemaier
P.O. 8ox 969
(Rm. 409-Fed. Bldg.)
Juneau, AK 99802
( 907) 7140
-80-
Comments
Grants of up to 50% to
Municipalities for
engineering &
construction of watc.r
supply systems not
financed by federal
programs. Plans and
construction must be
approved by DEC.
Funds appropriated under
HB 297, 1981 from state
tJ local governments
based on $525 per capita
formula. $277,000
entitlement to
Comm. of Angoon.
$500,000 appropriated for
for water supply system
under HB 50, 1981.
Up to 50% grants for
water projects; 5%
interest on loans, no
uoper limit on loan,
pri~arily concerned with
residential use of water
resource. Loans depend-
ant on applicant's
qualifications for
eligibility for sale of
bonds.
Alaska Municipal
Bond Bank Authority
AK Dept. of Community
& Regional Affairs
U.S. Dept of HUD
3. FISH HATCHERIES
State of Alaska -
Fisheries Enhancement
Loan Program
Commercial Fisheries
~Agricultural Bank
(CFAB)
Loans
Contact person:
Dave Rose
601 W. 5th Street
Suite 325
Anchorage, AK 99501
( 907) 274-7366
Grants
Contact person:
Palmer !kCarter
Dept. of CRA
Pouch B
Juneau, AK 99811
{ 907) 455-4707
Grants
Contact person:
Harry McGee, Dir.
701 "C" Street
Box 64
Anchorage, AK 99513
(907) 271-4183
Loan
Contact person:
Sharon Traylor
Dept. of Commerce &
Economic Development
Pouch "D"
Juneau, AK 99811
( 907) 46 5-2 51 0
Loan
Contact person:
John Oaksmith
P.O. Box 7018
Ketchikan, AK 99901
907) 225-6615
-81-
Loans currently at about
11.5% interest. Comm-
ity of Angoon through A1-
B8A can sell g.o. bond
and dedicate a portion
of local sales tax to
oay off debt.
Rural Development
Assistance-$100,000
grants to local gov't.
for local projects.
1. HUD small city grants
from Community & Planning
Dev. Program. This year
Congress may giv~ aut~or
ity to states to admin-
ister program. Approx.
$1.25M to State of Alaska
in form of grants.
2. Indian & Alaska Native
Program. Grants to rec-
ognized Native
organizations. Water
project can qualify for
$500,000 grant.
Loans of uo to $6.0M for
non-profit hatchery pro-
gram. 30 yr. term,
9.5% interest.
Loan approx. 16%, no
upper limit. Can parti-
cipate ~ith AIDA for loan
procedure for fish
processing water supply.
1\
4. MULTI-PURPOSE PROJECT
AK State Deot of
En vi ronmenta l
Conservation
Legislative Appro-
priation
T 1 i ng i t-Hai d a
Regional Electric
Authority
(Roads)
U.S.F.S.
Grants
Contact person:
Keith Kelton
AK DEC
Pouch non
Juneau, AK 99811
(907) 465-2610
Direct
Appropriation
Contact person:
Eric Yould
Alaska Power Auth.
333 W. 4th Avenue
Anchorage, AK 99501
( 907) 277-7641
Loans
Contact person:
T1 i ngi t-Hai da
Regional Electrical
Authority
Box 2517
Juneau, AK 99803
( 907) 789-3196
Land Transfers
Contact person:
K. J. Metcalf
Juneau, Alaska
( 907) 789-3111
OTHER POSSIBLE FUNDING SOURCES
(Contacted, but with little or no funds available):
1. DEC, State of Alaska
Village Safe Water Program
Subject to legislative appropriati~n
Contact oerson: Ti~ Bergin
Pouch nou
Juneau, AK 99811
(907) 276-2620
-82-
Grants of up to 50% to
municipalities for
engineering & con-
struction of water supply
systems not financed
by fed. govt. Plans &
construction must be
approved by DEC.
SB 26, 1981. Rura 1
Community Feasibility
studies, preconstruction,
design & engineering.
Angoon, plus 27 other
communities share $5.6
appropriation to APA
power projects.
Loans through the
fed. REA program, 5%
interest, projects must
be "economically
justified".
No land swaps or transfer
can be implemented unless
federal legislation is
approved by Congress.
USFS officials in Alaska
will be meeting with US
Senator Stevens on
Sept 2, 1981 about the
federal legislation for
land transf~r or swap.
2. Alaska ~enewable Resourc= Corporatio~
(Subject to legislative appropriation)
Contact perso~: Phil Hubbard
3. (For access road)
526 >1ai n Street
Juneau, Alaska 99811
( 907) 465-2620
AK State Dept. of Transportation
Local Service Roads & Trails (LSRT)
Contact person: Dick Chitty
P.O. Box 3-1000
6860 Glacier Hwy.
Juneau, AK 99802
( 907) 789-0841
-83-
KEFERENCES
1. Harza Engineering Company, Thayer Creek Project: A Reconnaissance Report,
October, 1979.
2. E.H. Lathram, J.S. Pomeroy, H.C. Berg and R.A. Loney, Reconnaissance
Geology of Admiralty Island, U.S.G.S. Survey Bulletin 1181-R, USGPO, Washington,
1955.
3. International Engineering Co., Inc.: Angoon Tidal Power and Comparative
Analysis, February 1981.
-84-
APPENDIX LISTING
APPENDIX A -Standard Agreement for Professional Services Contract.
APPENDIX B -Scope of Services.
APPENDIX C -Layout of Waterline from Small Creek Water Source.
APPENDIX D -Present Worth Value Calculations.
A p p E N 0 I X 11 A11
Standard Agreement for
Professional Services Contract
'-·
\~ ,. . >--::--1
' ·~:; STANDARD AGREEMENT F l~
FOR PROFESSIONAL SERVICES LJNTRACT
/his contract. which is efft~ctivt! only if it is approved IJV rhe Oenarrwt•nr oi .';dm;n;str.HJon. > !Jelwt!ell m~ SliJU~ of Alaska,
Convnerce & Economic Deve10P.!!1~!1_l__:_~l-~ska Power !iuthori ty lwn.•.1/trr_ Tlw Stat!!, a1
,. \
--~~-T~ry~c~k~·~N~y~mwaun~·~a~n~d~H~a~y~e~s~--~·~7~~~:~~. 11cn•aiwr. tlu: Contracr.
M<l•linv AcJatn• Sua•t or,., 0. Bo" St.•••· l.ttl Cocte
740 I Street, .... x,,_.,..,...,,.-a~u~ ... ~ ... ~.:-:._~.c:-:.~ ... :-::."'liiN~u•=nu~ .. ~-------·--· -99501
013756
711;1 is a conuact for pro/e#ia~;.~/ ~ AS...!i_._ji_ .__Ql.Q_ .mthori?l:os tlu.• St:lll: tu 1/J,tkt.: tlu.~ 1 1111tr,,1·t Tlw fJ.IOil:S to the: t.:ontr::Jc
agrH as follows:
ARTICLe 1. Appendices. Appendices referred to in this contract and attached rq 11 ;u e r.nnsidr.red n;'lrt of 1l.
ARTICLE 2. Performance of Services.
2.1 Appendix A. Articles 1 through 16, governs the performance ol wrvtct>s under tll1s r.otltrilct.
2.2 Apc::~endix B sets forth the services to be performed by the contractn'
ARTICLE l. Period of Performance. The period of performance under thi~ contract bi!<Jir1S _____ '1CIV 1, _ .19...§..
and ends June 30 , 19..§1. Performance may be extended for Jdditional periods by the written
agreement of tht parties.
ARTICLE 4. Consideration,
4.1 In full consideration of the Contractor's performance under this contrnct. the State ~hall pay the Contractor in
accordanct with the provisions of Appendix C.
4.2 When billing tht Scatt, the Co.ntractor shall refer to. the State Contract Number an<l send rhe hilling to:
_
0
_ .. _.,t..:.::oinm:: .. :::."e::.:r:..'c:.;e;:....;&;;;....;E:.:c:.:o:;.;.n.;.;:o;.;.;m.;..;i~c;......;:;D~e;..;.v.::e;..;.l.::o..r;.;.;;m.::e.;.;n.::t ______ _._~~._._'"_· 0 ""~"")\ I' a s ka Power Author; t y ______ _
Maillno AddfHI
333 West 4th Avenue. Suite 31, Aru:.h.or.a.ge._Al ska ___ 99501 _ .. __ ---··--------
cONTRACTOR STATE
Neuwol Fiom Ocu••• ••••nnt or AtJet\Cy
Tryck, Nyman and Hayes ___ A1E..~~!_PQ!"~!!!" _Autf!~ P.~PJ..:....Jomm~r.ce & Eco
•;tttn.:uu•c: nl r:m ttlvtnn Oflu.ttt
Partner Executive Director De ut Commissioner
APPROVAL BY T1-E OEPAA'T'M:.NT OF ACMNISTRAnON
NOTICE! This contract has no tffect except as an offer by the Contractor unril it is approved by the Department of Administratic
Si9natwre ol Awthooir<td Oflic:ial ol the O~~t~~eotm.,..t ol Admini'llllltion -·· -------r~_'"_· ---·---·-----
Typed or l'rinu•" Neme of Authorlzlnt Official Tiue
APPENDIX A
AIUcle I, Odnll .....
\.1. lit tftll c:onii'C MdiQOOfldc-. ~Ollie.-~_. the peraon who !Ions this conloiCt on bellall ollhe O.oanment and inc:ludu a successat Cilf IUih<wt< , ..............
1.2 -~~~~-ltlei!QOIICY IQ/f .moc:tt ll'lil cantrect ta 10 IMP perlormod lnCI lor whtch rno Ce~hly"'O Ollicet act!KI "'SI<JI'IIOO ll'lil contrncl
A11fcle 2. lftaPMtiM 1M ftepon1.
2.1 The~ 1\'W¥ in~Dtct. ift 1t1e ~Mel 11 teUOf'lllble timw il canlllders aooropnato. ill,,. ContractOt's l~~etflhes Md ac!Niltes under 1111s conttac:t
2.2 The Con•Klor ... n-. progreu Md •• reoorts in the mann• an:! • the limes tile Oel>utlm<!nt roosonatlly rcQltlt!!:i
Miele 2. Slate SetM ...,_.., ..
The Conlr8Cior liNII inclemnily Mel l'ldCI Wid MMt 11\e Slate. its offiCers. aoents lind emoloyees Munk!ss from linhttily ol any nnltlfl! (}f kuld . .nc.ludit1<,1 co Sis :•ld ~Jaoonses. lao
on ICCOUnl of.,,. Wid II 'eo-IIC'Iior'la or~ ol tny cn.tec::tor whllliOtt¥01' t1tSUIIinQ ltOin injur.es ot <It""'" I"~ :;"srau>od by nny rwr~, or persons or &lf!>O<.!fiY '"'lllfiV rrom 11s t
lormanco ol lllil conlt.:t In .,., we¥ wl\a......,. ·
II
A P P E N D I X 11 811
Scope of Services
Appendix 8
Article S-1. Scope of Services:
The first objective of these services is to estimate the water supply bene-
fits of a dual purpose water resource development project at Favorite Bay. The
method of estimating the water supply benefits consists of determining the low-
est cost way of supplying the water by means of a single purpose water supply
project. The costs that would otherwise be incurred for this water supply pro-
ject are taken as an estimate of water supply benefits of the dual purpose
Favorite Bay Project.
In assessing the least cost single purpose water supply project, at least
two plans will be analyzed. Each plan must satisfy the following basic assump-
Tions:
(1) provide adequate flows for fire fighting in Angoon;·~
(2) provide adequate domestic water supply; and~
(3) provide adequate flows to satisfy the needs of a fish processing plant v
currently under design by Angoon.
Each plan shall include:
( 1)
(2)
( 3)
a narrative describing the physical layout, construction and operation
of the facility;
an estimate of the capital and operating costs; and
the summatJon of discounted yearly costS-Q.ver the economic life of the
project (50 years). A discount rate of 3 percent shall be used in the
analysis With-·an assumption of zero infTation-. (Refer to Power Authority \
Sample Cost Calculation) ~
Each plan will include necessary waterlines to serve the community, including
a storage tank, if reasonably required to meet fire demand standards. Water
Supply Alternative No. 1 will analyze a water supply line generally following
the routing shown in Figure IV-I from the report entitled "Angoon Hatchery
Concepts" prepared by TNH on September 10, 1980. This line would run from
Favorite Creek to Angoon. Water Supply Alternative No. 2 will analyze a water
line crossing Kootznoowoo Arm and supplied from a source identified as the
stream supplied by the small lake in Sec. 19, TSOS, R68E, Copper River Meridian.
Other possible alternates such as tapping the next stream east of the alternate
stream would also be examined if necessary to provide adequate volume to meet
the basic assumptions identified in paragraph 1 of this scope of services.
The field data collected for this study will include barometric level
profiles from the proposed water supply source to the distribution system and
to the fish processing site.
In order to accomplish the study, a synthetic hydrograph will be developed
for eacry stream. In addition, it is anticipated that while the study is progress-
ing, additional stream gaugings of the streams will be obtained in a continuing
effort to improve the synthetic hdyrographs for streams in the Angoon area.
The Alaska Power Authority will make available to THN any previous related
studies that would bear on this alternative analysis study.
Included in the reconnaissance study will be a .. walkover" analysis-of the
terrain to estimate percent rock excavation required, etc.
The second objective of this contract is to develop a capital and operating ,
cost estimate for a dual purpose power and water supply project at Favorite Bay~
The project must include all features necessary to satisfy the water supply re-
quirements stated ealier, to provide power to Angoon, and to provide water and
power to a fish hatchery at Favorite Bay.
The capital and operating costs for this dual purpose project shall be
identified in four categories:
(l) costs solely attributable to water supply for Angoon;
(2) costs solely attributable to water supply for the fish hatchery;
(3) costs solely attributable to power generation and transmission; and
(4) all other costs (which shall be termed "joint costs"}.
The yearly costs in each category over the economic life of the project
(50 years) shall be discounted and summed. The four sums shall themselves be
added together to give the total present worth cost of the entire project.
The third objective of the contract is to list and discuss the possible
funding sources and terms of funding that may be employed to pay for the
water supply and hatchery related costs of the dual purpose project at Favorite
Bay.
The fourth and final task of the contract is to prepare a discussion on the
relative merits and suitability of dual purpose water resource development at
Favorite Bay as opposed to some other location such as Thayer Creek. Discuss
the pros and cons of the Favorite Bay site in relation to other potential sites.
The results of this work will be submitted as one report with a draft copy
followed by a final copy upon receipt and incorporation of Alaska Power Authority
corrments.
-
A p p E N D I X II c "
Plan -Profile for
Small Creek Water
System
1.2.0
.......... 4 .0
FOR C:O~ION
'9EE tHEEt f .
126
•
I
124 120 li 6 .112 : 108
. , ..
. .. ,,
: EX1STING GROUND
PROPOSED WATER LINE
IQ4. 100 96 92. 88 84 8Q
'.
, ..
120
eo
40
76 68 64
120
80 i
40
. '
6 .4 6 0 . 56 . 52. 48 4'4 36
DESIGN
STAK I NG
AS -5U I LT
HOR.
DATE BY REVISIO N \IEl _
-1 ..
' .
• ..
.. . .. ~ -..
•
• -
-·
24.0
EXISTING ~ROUND 2.00
160
PROPOSED WATER LINE 120
: ... 80
4Q
................................ : ... ,
32 20 12
TL TRYCK FAVORITE CREEK WATER SUPPLY
DRAWN JEN I
CHECKED T L NYMAN (SINGLE PURPOSE PROJECT) O F
I 3
DATE 7/20 /81 &HAYES PLAN LAYOUT 8 PROFILE
GRID FILE NO.
ENG I 'lrERS I PLAN N EQ.S /SURVEYORS INTAKE STRUCTURE TO BEAVER LAKES J 0 5 NO. 6354 .2 AN CHORAGE , ALASKA
.... !-
80 eo
EXISTING GROUND
PROPOSED WATER LINE 40
244 .. 240 236 2~2 .. 228 224 ..• 220 216 212 . 204. 200 196 192
! .
'
; .. ·~ ..
' .
[
. 1 .
EX ISTING GROUND
=·· 80
. .~ .. 40
. i .
192. 184 . 180 176 172 . 168
' .
. '·
FIEL D BOOKS
DESIGN
STAKING-
-----
AS -BUIll
------
SCALE
HOk. 111 = 4 oo ·
REV. SY R lS I O N VER .
1
-·
.;... .
PROPOSED WATER LINE
160 1$6 152 148
DESIGNED TRYCK DRAWN JEN
CHECKED T L NYMAN
OAT[ 7/20/61 &HAYES GRID
( ~ ( N( iR'i .I rLANN [RS / 5U ~VEYORS
JOB NO. 6354.2 , ALASKA
. FOR CONTINUATION
SEE SHE_ET I
.. ;
. ~
rn
1J.J :.::.
.<! ....
..J
et::
1J.J >· ·<l:
1J.J
Ol
0\J.J oz + ..J .
"' (\I :I: -(.).
<t~ t;::;;
. . .
144 140 . 128
. . . . !
'
FAVORITE CREEK WATER SUPPLY
(SINGLE PURPOSE PROJECT)
PLAN LAYOUT 8 PROFILE
BEAVER LAKES TO LITTLE INLET
.. , 80
40
SHEET
I 2 O F 3 I
FILE NO.
160
120
80
-
.... · ..•.....•.•..........•. :.1: z
Oj$
.. ICl
.. -t-. w
'<t· (!) (I}~
r<) -.
.. ·ct· ~ ...
1-1-U)C/)
388 384 380
80 ~·
40
368 364 360 356 352 .
PROPOSED WATE;R LINE . .
376 368
348
.. ·-····· ' ,.
328
.. -L ,................ ... .............................. ··-···-.. ~·-"""--·~
EXISTING GROUND
EXISIING ROACl
PROPOSED VATER LINE
320 312 308
RE V REVIS I O N
304 300
FIELD BOOKS
DE SIG N
M .U IIT
A~S C A L E
HO ~-I 11 ~4 QQ'
~"" 40'
'
:
292
....... .. . . . , ...
. ;
························-~--:;
Df.S IG~ED JE N
n uwH JEN
C HEC KED T L
OA lE 7/2 0/81
6 f\IO
J O II N O 63 54 .2
280 276 272 . 268 264
LLJ . 80 .... .. ·-...... . .•..•.••.•..••. <f) •.
40
20
TRYCK
NYMAN
&HAYES
lN 1/.HfF~ r\i\N~l ER.5 ~UR\'E'r('~~
.._NCHORA G E. ALA SKA
o=> I()~
'EXISTING GROUND
PROPOSED WATER LINE
16 4
FAVORITE CREEK WATER SUPPLY
(SINGLE PURPOSE PROJECT)
PLAN LAYOUT S PROFILE
LITT L E IN L ET TO STORAGE TANK
. ,
.
0
25~
•
.. ...
80
40
80
40
SHEET
I
3 I
OF
I 3
FILE NO.
A p p E N D I X II D II
Present Worth Calculations
PRESENT WCtf;:TH CALCULATION FO~~
UPGRAC• I NG OF THE E::<ISTING S'T'STEt·1
TOTAL CONSTRUCTION COST 2456483 I)OLLARS
DISCOUNT RATE :.! •.. ,.·.
PRO.JEC:T LIFE 50 'T'EARS
PRESENT WORTH = $ 3,0:1.8,80:1.
'/EAR EQUIVILAtH O&N TOTAL PRESENT 1.-JORTH ACCUt-1. PF.:ESENT
ANNUAL COST COST COST OF ANNUAL COST J..JORTH
($) ($) ($) ($) ($)
:1.983 .95472 29000 :1.24472 :1.:1.3:909 :1.:1.3:909
:1.984 95472 29000 :124472 :1:10592 22456Z12
:1.985 95472 29000 :1.24472 :107:?7:1 3:3::1873
:1.986 95472 29000 :1.24472 :104243: 43:6:1:16
:1987 95472 29000 :124472 . :10:1.207 537324
:1989 95472 29000 :1.24472 98259 63:5583:
1.989 95472 29000 :1.24472 953:97 73:09E:1.
:1.990 95472 29000 :124472 926:1.9 :::23:60~1
:1.99:1. 95472 29000 :124472 8992:1. 9:1.3:522
:1.992 95472 29000 :124472 87302 :1.~300824
:1.993: 95472 29000 :124472 E:4759 :1.085584
:1.994 95472 290€10 :124472 ~::2290 :1.1.67875
:1995 95472 29000 :124472 79894 :1.247769
:1.996 95472 29000 :1.24472 77567 :13253:36
:1.997 95472 29000 :1.24472 75307 :140€1644
:1.998 95472 29000 :124472 73:1:14 1.473:75:3
( :1999 95472 29000 :124472 70984 :1.54474:?
2000 95472 29000 :124472 689:1.7 :1.6:13:66:1.
200:1 95472 29000 :124472 669:10 :1.68057:1.
2002 95472 29000 :124472 6496:1 :174553:2
2003 95472 29000 :124472 63069 :1.80860:1
2004 95472 29000 :124472 6:1.232 :1869833
2005 95472 29000 :1.24472 59448 i9292E:2
2006 95472 29000 :1.24472 577:1.7 :1.986999
2007 95472 29000 :1.24472 56036 2043035
2008 95472 29000 :1.24472 54404 2097439
2009 95472 29000 :1.24472 528:1.9 2:150259
20:1.0 95472 29000 :1.24472 5:1.280 220:1.540
20:1.:1. 95472 29000 :1.24472 49787 22513:27
20:12 95472 29000 :1.24472 48337 2299664
20:13 95472 29000 :1.24472 46929 23:46594
20:1.4 95472 2.9000 :1.24472 45562 2392:1.56
2€1:15 95472 29000 :1.24472 44235 24:!63:92
20:1.6 95472 29000 :1.24472 42947 2479339
20:17 95472 29000 :1.24472 4:1.696 2!52:103:5
20:1.8 95472 29000 :1.24472 4048:1 256:1.5:1.7
20:19 95472 29800 :1.24472 39302 26008:19
2020 95472 29008 :1.24472 3:8:1.57 263:8977
202:t 95472 29000 :124472 37046 2676024
2022 95472 29000 :124472 :?5967 27:1.:1.99:1.
2023: 95472 29€100 :1.24472 3:49:1.9 27469:1:1.
2024 95472 29000 :1.24472 3:3902 27E:08:1.4
2025 95472 29000 :1.24472 329:15 2€!:1.3:729
2026 95472 29000 :124472 3:1956 2:3456:=:6
2027 95472 29000 :1.24472 3:1.025 28767:1:1
2028 95472 29000 :1.24472 30:1.22 29€16834
2029 95472 29000 :1.24472 29244 2936JZ17:3
2030 95472 29000 :1.24472 28393 296447:1
203::1. 95472 290€10 :124472 ..-."?a:::--·-.;:,. t ._at:rl:• 299203:8
2032 95472 29~100 :124472 26763 30:1.S80:1.
,....,
PRESENT WORTH CALCULATION FOR
SMALL CREEK WATER SYSTEM ,...,
< TOTAL CONSTRUCTION COST 2992207 DOLLARS
DISCOUNT RATE 3 i'~
~ PROJECT LIFE 50 'T'EARS
PRESENT WORTH = $ 3.:1.84.233 e
YEAR EQUIVILANT O&M TOTAL PRESENT WORTH ACCUM. PRESENT e ANNUAL COST COST COST OF ANNUAL COST WORTH
($) ($) ($) ($) ($)
:1983 :1:16293 :15000 :1.3:1293 :120:1.52 :120:1.52
e :1984 :1.:16293 :1.5000 :1.3:1293 :1.:16652 236804
:1985 :1.:1.6293 :1.5000 :1.3:1.293 :1:13255 350059
:1.986 :1:1.6293 :15000 :1.3:1.293 :1.09956 4600:1.6
f. :1987 :1:16293 :15000 :1.3:1.293 :1.06753 566769'
:1988 :1:16293 :1.5000 :1.3:1.293 :103644 6704:14
:1989 :1.:16293 :15000 :1.3:1293 :100625 77:1.039
e :1.990 :1:1.6293 :1.5000 :13:1.293 97694 :368734
= :199:1. :1.:16293 :1.5000 :1.3:1.293 94849 963584
:1992. :1.:1.6293 :1.5000 :1.3:1293 92086 :1.055670
. f'· :1993 :1:1.6293 :1.5000 :1.3:1293 89404 :1.:145075
:1994 :1:1.6293 :15000 :1.3:1293 86800 :123:1875
:1995 :1.:1.6293 :15000 :1.3:1.293 84272 :13:1.6:1.48
(. :1.996 :1:16293 :1.5000 :1.3:1293 8:18:1.7 :1.397966
-~ ~ :1997 :1.:16293 :1.5000 :13:1293 79434 :1.477400
r :1998 :1.:16293 :1.5000 :1.3:1293 77:1.2:1. :1.55452:1
?~ ~ 0 :1999 :1:1.6293 :15000 :1.3:1.293 74874 :1.629396
2000 :1.:16293 :1.5000 :13:1293 72694 :1702090
·-..= 200:1 :1.:16293 :15000 ·' :13:1.293 70576 :1772667
< §0 2002 :1:16293 :15000 :1.3:1293 6852:1 :1.84:1:188 ·t
4 ~ 2003 :1.:162.93 :15000 :1.3:1293 66525 :1.9077:1.4
' ~ 2004 :1.1.6293-:15088' :13:1293 64!587 :1972302
~e 2005 :1:16293 :1.!5000 :1.3:1293 62706 203!5008
0 2006 :1:16293 :1.5000 :1.3:129-3 60880 2095888 :2
.~ 2007 :1:16293 :1.5000 :1.3:129-3 59:106 2:1549-95
-:l 2008 :1.:1629-3 :1.5000 :1.3:129-3 57395 22:1..238:1 ic 2009 :1.:1..6293 :1.5000 :1.3:1.293 557:1.3 2268095 , 20:1..0 :1..:16293 :15000 :13:1293 5409:1 2322:186 0 te 20:1:1 :1:1629-3 :15000 :13:129-3 525:15 2374702
20:12 :1:16293 :15000 :13:1293 50986 2425688
20:13 :1:16293 :15000 :13:129-3 4950:1 2475:189
0 20:14 :1:16293 :15000 :1.3:1293 48059 2523248
20:1..5 :1:16293 :15000 :13:1293 46659-2569908
20:16 :1:16293 :15000 :13:1293 45300 26:15208
" 20:17 :1:16293 :15000 :13:1293 4398:1 2659:189
20:18 :1:1629-3 :15000 :13:1293 42700 270:1.890
20:19 :1:1629-3 :15000 :13:1293 4:1456 2743346
~ 2020 :1.:16293 :15000 :13:129-3 40248 2783595
202:1 :1.:1.6293 :15000 :13:1293 39076 2822672
2022 :1:16293 :15000 :13:1293 37938 28606:10
\.t 2023 :1:1..6293 :15000 :13:1293 36833 2897444
2024 :1:16293 :15000 :1.3:1293 35760 2933204
2025 :1:16293 :15000 :13:1293 347:19 2967923
v 2026 :1.:16293 :15000 :13:1293 33707 300:163:1
2027 :1:16293 :15000 :13:1293 32726 3034357
2028 :1:16293 :15000 :13:1293 3:1772 3066:130
v 202.9 :1:1.6293 15000 :131293 30847 3096978
2030 :1.:16293 :15000 :1.3:1.293 29949 3:1.26927
2031 :116293 :15000 13:1293 29076 3:156003
~-. 2032 :1:16293 :15000 :13:1293 28229 3184233 \...-
PRESENT WORTH CALCULATION FOR
MULTI-PURPOSE WATER SUPPL'T' S'T'STEM ,...
TOTAL CONSTRUCTION COST 2628j_88 DOLLARS
DISCOUNT RATE 3 ::-~ ,... PROJECT LIFE 50 YEARS ..
PRESENT WORTH = $ 2.927.208 e
YEAR EQUIVILANT O&M TOTAL PRESENT WORTH ACCUM. PRESENT
0 ANNUAL COST COST COST OF ANNUAL COST WORTH
($) ($) (:f) ($) ($)
j_983 :1.02:1.45 :1.8550 :1.20695 :1.:1.0453 j_:1.0453
0 :1.984 :1.02:1.45 :1.8550 :1.20695 :1.07236 2:1.7690
:1.985 :1.02j_45 :1.8~50 :1.20695 :1.04:1.:1.3 3:2:1.803:
j_5f36 :1.02:1.45 :1.8550 j_20695 :1.0:1.080 422884
0 j_$87 j_02:1.45 :1.8550 :1.20695 98j_J:6 52j_02:1.
:1.988 1.02:1.45 1.8550 j_20695 95278 61.6299
1.989 :1.02j_45 1.8550 :1.20695 92503: 708803
( 1.990 :1.02j_45 :1.8550 :1.20695 89809 7986:1.2
:1.99j_ :1.02:1.45 j_8550 :1.20695 87j_9J: 885805
:1.992 :1.02:1.45 1.8550 j_20695 84653 970458
{ 1.993 1.02:1.45 1.8550 j_20695 82j_87 1.052646
1.994 1.02:145 1.8550 :1.20695 79794 :1.1.3244:1.
:1.995 :1.02:1.45 :1.8550 :1.20695 77470 j_2099j_j_
-:c 1.996 :1.02j_45 :1.8550 j_20695 752j_J :1.2851.24
1.997 :1.02:1.45 j_8550 :1.20695 73:022 :1.358j_47 -_, :1.998 :1.92:1.45 :1.8550 :1.20695 70896 :1.429043 r 1.999 :1.02:1.45 j_8550 :1.20695 688J:j_ :1.497874 10 2000 :1.02:1.45 j_8550 :1.20695 66826 1.56470:1.
1 . 200:1. :1.02:1.45 :1.8550 \ :1.20695 64879 :1629581.
1§0 2002 j_021.45 :1.8550' 1.20695 62990 :1.692571. l : 2003: :1.021.45 1.8550 :1.2069!5 61.1.55 :1.753727 j ;:; ': = 2004 1.~4!5 1.85!50 -:120695 593:74 1.81.3:1.01. j ;; . -iO 2005 1.021.45 1.8550 1.2069!5 ~644 1.870746
~ 2006 1.021.45 1.85!50 1.20695 !5!5966 1.92671.2 :;
,;; 2007 j_021.45 1.85!50 1.20695 !543:3:5 1.981.048
i(. 2008 1.021.45 1.8550 j_20695 52753: 203:3:801.
~ •' 2009 1.021.45 1.85!50 1.20695 51.21.6 29.8501.8
5 20j_0 1.02j_45 1.8550 1.20695 49725 21.3:4743:
~0 201.j_ 1.021.45 :1.8550 1.2069!5 48276 21.83:020
•, 20:12 :1.02j_45 1.8550 1.20695 46870 2229891. -
20:1.3 1.021.45 1.8550 1.20695 45505 22753:96
0 20j_4 j_02j_45 j_8550 j_29695 44j_80 231.9576
201.5 j_02j_45 j_8!550 1.20695 42893: 23:62469
20j_6 :1021.45 1.8550 1.20695 4:1.643: 2404j_1.J:
(; 20:17 j_02j_45 1.85!50 :1.20695 4043::1 2444544
20:18 1.02j_45 :1.8550 j_2069!5 3:9253: 2483:798
20j_9 :1.02j_45 j_8550 :1.20695 3:8:11.0 2521.908
(,; 2020 j_02:1.45 1.8550 1.20695 37000 2558908
2021. 1.02j_45 j_8!550 1.20695 3:5922 259483:1.
2022 :1.02j_45 1.8550 :1.201!!)95 3:4876 2629707
c .. 2023 :1.02:145 1.8550 j_20695 33860 2663567
2024 :1.021.45 :1.8550 j_20695 3:2874 2696441.
2025 1.0::a45 1.8550 :120695 3::19:1.6 27283:58
\." 2026 :102:145 1.9550 1.20695 30987 .27593:45
2027 :102:145 :1.8550 :1.20695 3:0084 2789429
2028 :1.02:145 :1.8550 :1.20695 29208 28:18638
'-" 2029 j_021.45 1.8550 1.20695 283:57 2846995
203:0 :102j.45 :1.8550 j_20695 275J:j_ 2874527
203::1 :1.02j_45 1.8550 1.20695 26729 290j_256
v 2032 :1.02:145 :18550 :120695 2595:1 2927208
MULTJ-PI..IRPDSF. DAM AND INTAKE
TOTAL CONSTRUCTION COST SORB7~.o DOLLARS
DISCOUNT RATF 3 ..,
lo
PRO.TFC T L. IFF so YEARS
PRESENT !.t.!Of-;:TH :: $ 5. 388, 3€·2
YEAR EQUIVJLANT O&M -TOTAL PRESENT WORTH ACCUM. PRESE
ANNUAL COST COST COST OF ANNUAL COST WORTH
( $) ($) ( $) ( $) ( $)
1'38E· 1'3777E· 45000 24277€.. 203321 20332l
1'387 1'3777E· 45000 242776 1'373'3'3 400721
1'9'88 1'3777E. 45000 24277€.. 191650 5'32371
1'38'3 19777€.. 45000 24277E· 18E.OE.8 77843'3
1 '3'30 19777E. 45000 24277E· 180€..48 '35'3088
1'391 19777E. 45000 24277€.. 175387 1134475
1'3'32 1'37776 45000 24277E· 170278 1304754
1'3'33 1'3777€· 45000 242776 16531'3 1470073
19'94 1'3777E. 45000 242776 160504 1630577
19'35 19777E. 45000 24277E· 15582'3 178640E·
1'3'3E· 1'37776 45000 24277E· 1 512'30 1'337€..'37
1':Y.37 1'3777E· 45000 24277E· 14€.883 2084581
1'3'38 1'3777E· 45000 24277E· 142605 2227187
19'3':1 l9777E· 45000 242776 138452 23E.SE·3'3
2000 19777€· 45000-· 242776 13441'3 2500058
2001 19777€.. 45000 24277E· 130504 26305€..3
2002 197776 45000 -242776 126703 27572€·6
.. 2003 1.'3777€· 45000 -242776 -123012 2880279
2004 1'37776 45000 24277E· 119430 29'3'370'3
2005 1'3777€· 45000 24277E. 115951 3115E·E·1
200€· 1 '3777E· 45000 242776-112574 3228235
2007 1'3777€. 45000 24277€.. 10'32'35 3337531
2008 19777€. 45000 242776 106U.2 3443€..43
2009 1'3777€. 45000 242776 103021 3546€·64
2010 1'3777€. 45000 24277€.. 100020 3646ES~5
2011 1'3777E. 45000 24277€· 97107 37437'33
2012 1'37776 45000 24277& '3427'3 3838072
2013 1'3777€· 45000 242776 '31S33 3'329€.05
2014 1'3777€· 45000 24277€· 888€.7 4018472
2015 197776 45000 242776 86278 4104751
2016 1'3777€· 45000 24277€.· 83765 4188517
2017 1'3777€. 45000 24277E· 8132€.. 42€.'3843
2018 1'37776 45000 24277€· 78957 4348800
201'3 19777€. 45000 24277€. 76€.57 4425458
2020 1'3777€· 45000 242776 74424 449'3883
2021 l9777E. 45000 242776 72257 4572140
2022 1'3777E· 45000 24277€.. 70152 4€·422'33
2023 1'37776 45000 24277€.. e.8109 4710402
2024 1 '3777€.· 45000 242776 66125 4776528
2025 19777€. 45000 242776 641'3'3 4840727
202E. 1'3777E. 45000 24277€. e.2329 4903057
2027 1 '?1777f. 45000 24277€. E.OS14 49€.3571
2028 19777(:, 45000 24277€.. 58751 5022323
20;~9 1'3777E. 45000 24277E. 57040 507'33€..3
2030 1'3777E· 45000 24277& 5537'3 5134742
20:3, 1'3777E. 45000 24277€. 537E.E. 5188508
2032 19777f. 45000 24277E. 52200 524070'~
203~ 1'37775 45000 242776 5057'3 52'31388
. . ........ , ....... . . ·-·· .... .... . _ ..... _. '. --.. MULTI --PURPm:::r. P(l!AIER C:FI\.IERAT JON SYFTFM
TOTAL ( ON~:HR UC T I ON COST 2784210 DOLLARS
DISCOUNT RATF 3 .,
io
PROJFCT L!FF so YEARS
PRESFNT I..JORTH = $ 3. e.s:t. 24E.
YEAR EGLIIVIL.ANT O&M TOTAL PRESENT WORTH ACCUM. PRESE
ANNUAL co..c;r COST COST OF ANNUAL COST I.IJORTH
( $) ( $) ( $) ( $) ( $)
19RE. 10820'3 5€.300 16450'3 137774 137774
1'387 10820'?1 5€.300 164509 1337(.=.1 271535
1'38B 10820'3 5€.300 16450'3 12"38f..S 401401
1'389 10820'?1 56300 1€.450'3 12€.082 527484
1'3'30 10820'3 5t=.3oo 1t=.450'3 122410 €·4'38'34
1991 10820'3 5€.300 1€.4509 118845 7€.8740
1'3'32 10820'3 SE.300 l.E-450'3 115383 884123
l'3'33 10820'3 SE.300 1€.450'3 112023 9'3€.147
1'3'34 10820'3 5€.300 1€.450<3 . 1087t=.o 1104907
19'35 108?.0'3 5€.300 1€.450'3 1055'32 121049'3
1'3'3€· 10820'3 5€.300 16450'3 1025:17 131301€·
19'37 10820'3 56300 1€.450'3 99531 1412547
19'38 10820'3 5€·300 16450'3 96€.32 1509180
1'3'3'3 10820~ 5€.300 1€.4509 '33817 1€.02'397 ·-aooo· -~ 108209 .. 56300 -··1€.4509 . ~31085 1€·94082
2001 10820'3 5€.300 1€·4509 88432 1782514
2002 10820'3 5€.300 1€·450'3 85856 18€.8371
2003 1.08209 5€•300 164509 --8335!; 195172€·
2004 10820'3 5e.?.oo 1€.4509 80927 2032654
2005 108209 5€.300 1€.450'3 78570 2111225
·200f.· 10820'9 5€.300 . 1€..4509· 7€.282 2187507
2007 10820'3 5€.300 1€.450'3 740€·0 22e.15e.s
2008 10820'3 5€·300 1€.4509 71903 2333471
200'3 108209 5€.300 164509 6980'3 24032RO
2010 10820'3 5€·300 1€.450'3 67775 247105E.
2011 108209 5E.300 1€.450'3 65801 253€.858
2012 l08209 56300 1€.4509 e.3s8s 2600743
2013 10820>3 S€.300 1€.4509 €·2024 2E·E.27E.7
20l4 10820'3 5€.300 16450'3 e.o217 2722985
2015 1 0820'?1 SE·300 lEASo-::1 584E.4 2781449
201& 10820'3 SE.300 1.E.450'3 SE.7E·1 2838211
2017 10820'3 5€.300 1€.450'3 55107 28'33318
2018 10820':1 5E.300 1€·4509 53502 2'34€·821
201'3 :10820'3 56300 1€.450'~ 51':;\44 2'3987€.6
2020 108?0·::. 56300 16450'3 50431 3049197
2021 108209 5E.300 1E·4509 48'3€·2 30981€·0
2022 10820'~ S€.300 1E.450'~ 4753t=. 3145€.97
2023 10820'::1 SE.300 l€.450'3 4€.152 319184'3
2024 108209' SE-300 1€.4509 44807 323E.E.S7
2025 10820'3 SE-300 1€.450'3 43502 328015'3
202E. 10820'3 5€.300 1€·450'3 42235 3322335
2027 10820'3 SE-300 1€.450'3 41005 33€.3400
2028 10820'~ SE.300 1E·450'3 3'3811 3403212
202'3 10820~ 5€.300 :1 €.450'3 38E.S1 34418E.3
2030 10820~ 5€.300 1€.4509 37525 347'338'3
203:t 108209 SE.300 1E.450'3 3€.432 3515822
2032 10820'3 5€.300 1E.4509 35:.=t71 35511'33
203~ 108?09 S€.300 1 EAS0'-3 34341 3585535
FA\iCRTTF r. A..,_.. r:·· '""'"'~ ! AC:Ct:::-~;~::; RC":AD
TOTAL \. 01\!STRI.I(': T J Dr,1 \.OST 13082€.8 !lot. LARS
0 I SCOU!'·.IT RATE 3 .,
/v
PRO.JECT I JFF so YFARS
PRESENT WORTH . -4 1. 2E·2, 271
YEAR FGUJV:rL.AI\IT O&M TOTAL PRFSFNT WORTH ACCUM. PRESE
ANNUAL COST COST COST OF ANI\!liAL COST WORTH
($) {$) ( $) ( $) ( $)
1'383 S084E. 1200 S204E. 47E.29 47E·2'3
1'384 5084€. 1200 52046 46242 '33872
1985 5084E· 1200 52046 44895 1387€.8
1'38E· S084E. 1200 5204E. 4358B 1823SE.
1'387 50846 1200 5204E. 423:18 224€.74
1'388 S084E· 1200 5204E. 4108S 2E.57E.O
198') S084E. 1200 5204E. 3988'3 305e.5o
1'3'~0 S084E. 1200 5204E· 38727 344377
19'3l 5084E· 1200 5204E. 37599 381977
1'3'32 5084€· 1200 5204E· 3€.504 418481
3.'393 5084€· 1200 S204E· 35441 453'322
1'394 5084€. 1200 5~04E· 34408 488331
1'~'35 S084E. 1200 5204E· 3340E. 521738
1'3'3E· 50846 1200 5204E. 32433 554171
1 '3'37 5084€. 1200 52046 31488 585660
1'3'38 50846 1200 52046 30571 E.1E.232
19'39 50846 1200 52046 2'3€.81 645913
2000 5084E· 1200 5204E.-28816 674730
2001 5084€. 1200 5204E· 27977 702708
2002 5084E· 1200 5204€· 271E·2 72'3871
-2003 ·5084€. 1200 -5204E. ---26371 75€.242
2004 5084€. 1200 52046 2SE.03 78184E·
2005 5084E· 1200 52046 24857 806703
20QE. 5084f.. 1200 52046 24133 8308~7
2007 5084€. 1200 5204E· 23430 8542€.8
2008 50846 1200 5204E. 22748 87701E·
2009 5084E. 1200 5204E· 22085 899102
2030 5084E. 1200 52046 21442 '320544
201 j 5084~~. 1200 5204E· 20817 9413E.2
2012 5084€. 1200 5204€. 20211 '3€.1574
201:-:t 5084€. 1200 52046 1'3€.22 '383 1'37
2014 50846 1200 5204E· 1'3051 1000248
2015 50846 1200 52046 1849€· 1018744
20JE. 50846 1200 5204E. 17957 1036702
2017 50846 1200 5204E. 17434 1054137
2018 5084€· 1200 5204€. 1 e.·:32E· 10710€.4
20l '3 S084E· 1200 S204E. 1E·43~ 10874'38
2020 S084E. 1200 5204E. 15'355 1103453
202~ 5084€. 1200 S204E. 15490 1118'343
20?.2 5084E. 1200 5204E· 15039 1133'383
2023 5084€. 1200 5204€. 14E.01 1148584
2024 SOR4E. 1200 5204€. 14175 11€.2760
2025 S084E. 1200 S2046 l37E.3 117€.523
202f:. 50840. 1200 1:;.204€. j;:l3E.2 118'3885
20?7 S084f. 1200 52046 12'~73 12028S8
2028 5084E. 1200 5204E. 125'3S 121S4S3
2029 S084E. 1200 5204E. 12'228 1227€.82
2030 5084E. 1200 S204E. 11872 123'35C:.4 ---.-,....._,""',,... .. .. ,-~,... ........ ,... .. r\.~1"'\