HomeMy WebLinkAboutRespone of the APA to comments on the APA app for licence for major project Feb 1984FEDERAL ENERGY REGULATORY COMMISSION
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SUSITNA HYDROELECTRIC PROJECT
PROJECT NO.7114
RESPONSE OF THE
ALASKA POWER AUTHORITY
TO
COMMENTS
ON THE
ALASKA POWER AUTHORITY'S
APPLICATION FOR LICENSE FOR MAJOR PROJECT
REFERENCES
February 15,1984
ARLIS
Alaska Resources
Library &InformatIOn ServICes
Anchorage,Alaska .
PREFACE
On or before December 12,1983,nine state and
federal agencies each filed·a letter with the Federal Energy
Regulatory Commission on the Alaska Power Authority's Appli-
cation for License for the Susitna Hydroelectric Project,
Federal Energy Regulatory Commission Project No.7114.The
Alaska Power Authority's detailed responses to the more than
800 specific comments set forth in the nine agency letters
are contained in the Alaska Power Authority's
Comment/Response Documents filed with the FERC on
January 19,1984 and February 15,1984.The document in
which this Preface appears contains references cited in the
Power Authority's Comment/Response Documents.Additional
references are contained in separately bound reports.
ARLlfS
.Alaska Resources
LIbrary &InfoffilatlOn ServICes
Anchorage,Alaska
ALASKI POWER IU180BITY liESPCNS!
10 AGENCY CO~MENIS CN LICENSE
AEP1ICA1ICN;BE1EBENCE TO 0'_.
CCM~ENT(S}:A.1
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ALASKA FlWf~AUTHCEl1Y RESfC~SE
TO AGENCY COM~EN1S eN LICFNSE
APPLlcn~lCN;FtrE5fNCt Ie
COMl'lEN'!(5):B 1. 7
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INITIAL SHORELINE EROSION IN A 'PE~~FROST AFFECTED RESERVOIR,
SOUTHERN INDIAN LAKE,CANADA.
R.W.Newbury,K.G.Beaty 'and G.K.McCullough.Dept.of the Environ-
ment,Fisheries &Marine Services,Freshwater Institute,Winnipeg,
·Mani tob a,Canada..
.Field surveys of eroding shorelines in permafrost affected
fine-grained materials indicate that during the initial impoundment
of a lake basin,deep erosion niches are formed at and immediately
below the water's surface.Eroded volumes correlate well with erosive
wave energies exerted on the shorelines but appear to be lower than
the volumes anticipated in more southern reservoirs,particularly in
the western USSR.The lower erosion rates are partially accounted
for by the initial phases of impoundment distributing wave energies
over a range of shoreline,the formation of a protective matte of
forest debris on the foreshore,and the limiting of erosive
capabilities by the rate of thawing of frozen materials under high
wave energy conditions.
~~
EROSION INITIALE DU LITTORAL DANS UN RESERVOIR SUBISS&~T LES EFFETS DU PERGELISOL,
LAC SUD DES IN'DIENS,CANADA
R.W.Newbury,K.G.Beaty,G.K.McCullough,Ministere de l'Environnement,Services
maritimes et des Pecheries,Institut des eaux douces,Winnipeg,Manitoba,Canada.
L'etude sur Ie terrain de lignes de rivages edifiees dans des materiaux a
grains fins soumis a l'action erosive du pergelisol,indique que pendant les premie-
res phases de retenue des eaux dans un bassin lacustre,de profondes niches d'ero-
sion se constituent a la surface et immediatement au-dessous de la surface de l'eau.
J.~YQ1UIne demateriaux ar'I'aches par l'erosion correspond bien a l'energiedes vagues
qui battent Ie rivage,mais il semble qu'il soit inferieurau volume habituellement
mesure dans les reservoirs situes plus au sud,en particulier dans l'ouest de l'URSS.
Les vitesses moindres d'erosion sont probablement dues au fait que pendant la phase
initiale de retenue des eaux,l'energie des vagues se repartit sur une grande partie
du littoral,qu'il se forme sur l'avant-plage une couverture protectrice de debris
vegetaux arraches a la foret et que Ie potentiel d'erosion est limite par la lenteur
du degel des materiaux geles,meme dans les lieux ou l'energie des vagues est elevee.
HAqAnbHAR 3P03H~BEPErOBOH nHHHH PE3EPBYAPOB C yqACTKAMH MHOrOnETHER
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nHHH~,06pa30SaHrte~3aWHTHoro sana H3 ~pesecHoro nOMa Ha 3aTorrnRe~o~
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8HeprHR EonH.
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INITIAL SHORELl~E EROSION IN A PE~~~FROST AFFECTED RESERVOIR
SOUTHERN INDI.;N LAKE,CANADA
R.W.Newbury,K.G.Beaty and G.K.McCullough
Department of the Environment,Fisheries and Marine Service,
Freshwater Institute,Winnipeg,Manitoba,Canada.R3T 2N6
Figure 1:Southern Indian Lake in aentraZ
Canada shc~ing shoreZine erosion mon~tor
ina sites seZeated vrior to a 2 m im-
po;',mdment in 1976 ..
A comorehensive treatment of shoreline
erosion in reservoirs of the Volga,Don,
and Dnieper river valleys in the western
USSR was presented by Kachugin (1966).
Wave energies and shoreline morphology
were correlated to produce a "wash out
coefficient"for various shoreline
materials (cu.m eroded per ton-metre of
wave energy).The rate of erosion was
established as decaying exponentially
wi~~time.The erosion rates presented
in this paper are compared with those
proposed by Kachugin.
Little or no research has been done 'on
large northern impoundments in the sub-
arctic climatic zone that is subject to
widesoread discontinuous oermafrost
conditions.Where permafrost is present
in flooded shoreline materials,the pro-
cesses of shoreline formation appear to
be a combination of erosive and thermal
phenomena.In the last two decades,six
hydro-electric impoundments and one major
river diversion have been constructed o~
II
I I
i '
INTRODUCTION
I~?oundmen~s in river valleys for water
storaae and the develooment of hvdro-
electric energy create-a condition in which
unconsolidated valley materials are exposed
to the erosive power of wind generated
water waves.Through erosion.and deposit-
ion in the near-shore and backshore zones,
stable shorelines are ultimately developed
as the impoundment ages.Similar processes
occur in lake basins that are raised or
lowered in elevation beyond the natural
range of water level fluctuation.If the
valley or backshore materials are fine-
grained (clays,silts)the effects of the
erosion during the period of restabilizat-
,ion may be intense.The immediate shore-
line is undercut,slumps,and rapidly
retreats,providing coarse sediments which
deposit to form offshore shoals,and finer
seaiments which are held in suspension and
circulated throughout the water body.In
large lake basins,the concentration of
suspended sediments may increase by ten
times the pre-impoundment value,dramat-
ically lowering light penetration and
transparency and affecting primary bio-
logical production and fish species
composition (Hecky et aZ 1974).The rate
of release of sediments,and the time
required for the re-stabilization of shore-
lines are largely unknown.
Research dealing with the creation of
stable shorelines has been generally
confined to predicting the loss of storage
potential due to increased sedi,mentation
(van Everdingen 1969,SNBS 1972).A
broader recognition of the factors of
shoreline morphology,overburden materials
and wave energy has been proposed for
reservoirs in Poland (Cyberski 1973).A
generalized terminal form of an eroded
shoreline based on several reservoirs in
the USSR was developed by Kondratjev (1966).
The terminal form proposed by Kondratjev
consists of an eroded backshore platform
with a stable foreshore depositional shoal
that dissipates incoming erosional wave
energy.Although adequate surveys have
not been made in older Canadian reservoirs,
the shorelines in unfrozen erodable
materials appear to agree with the
Kondratjev model (Newbury et aZ 1973).
...
.tud,lit••
o .itad 'ecordar
,,'
835 ]
'the Churchill and Nelson Rivers in central
Canada.The total irnoounded water area
exceeds 5000 sq.km including 1500 sq.km
of newly flooded terrestrial area,creat-
ing over 6000 km of new shoreline.The
diversion of 850 cu.m per sec.from the
Churchill River into the Nelson River is a
=ajor component of the project.The
di7ersion was accomplished by raising the
le'J'el of Southern Indian Lake,a major lake
on the Churchill River system,thereby
allowing the flow to cross the drainage
divide to the Nelson River basin 300 km
·....est of Hudson Bay.Southern Indian Lake.
(Lat.570 N Long.990W,Figure 1)had a
surface area of 1930 sq.km and fluctuated
in elevation between 254.5 m and 256.0 m
(::tS 1)under natural conditions.In 1976,
a control darn at the lake outlet was
closed and the lake was raised 2 m to
elevation 258.0 m (msl),flooding 600 sq.
k~.of the adjacent shoreline.The shore-
line affected was approximately 2900 km in
length.The initial shoreline adjustments
are reported in this paper.
SOUTHERN INDIAN LAKE BASIN
The Southern Indian Lake basin is
located in the western arm of the Pre-
ca.I:'.brian Shield.The geology of the area
is dominated by massive intrusive granitic
rocks in extensive areas of meta-sedimentary
gneisses derived from greywackes and arkosic
sequences (Frohlinger 1972).The bedrock
surface has been heavily glaciated to a
near uniform plain with a low relief (less
than 50 m)of rounded hills and valleys.
SUl'-~ic·i-a-l-·deposi-ts-o·f'·g1.-aci'a1.,·gl'aci'o-',..
fluvial,and glacio-lacustrine origin over-
lie the bedrock surface in thicknesses
var".!ing from 0 m to 5 m in high areas and
up to 30 m in low infilled valleys.The
upper surficial deposits of the south-
eastern two-thirds of the basin are
dominated by fine-grained,varved silty
clays varying from 0.5 m to 5 m in thick-
ness deposited in an extensive glacial lake
basin (Agassiz)of the late Pleistoceneepocn·TKTassenerCit.T~r7jr:--"..........----
.,The-uclands....:s·u·rroundina ·the-];akeare'--"
generaliy forested with dominant boreal
species (PiDea ~arianna,Populus
t;z>em:.l.l:;ides,Pinus banksianaJ interspersed
with extensive muskeg areas.In near-shore
zones,the fores~comolex is more diverse
with ~~e addition of deciduous species
(P::;ulus ;,C'usamif'er>CT.,BetulapapyriferCT.,
Alnus sP,?,Sa:i:spp.J.A well develo!?ed
organic laver overlvincrrnostdeoosits is
c:ornposedoi..decaYin"q f~athermo·sses·_·
(~:eul':;zium sahl'~~el'i,3yloaomium splendensJ,
lJ.chen "Clad,ni:::.spp.)and sphagnum moss
(3;".:::.;1"::'--:SF;..'.The organic layer
gene!:3.1ly exceeds 0.3 m in thickness and
may exceed 4 rn in low-lving areas (Bekee=:::1973).•
The lake region lies within the wide-
spread discontinuous permafrost zone with
a mean annual temperature of -40 C (Brown
et al 1973).The ice free season for ocen
water bodies is less than 6 months.Perma-
frost conditions generally occur within .
1 m of the surface in all fine-grained
shoreline materials (post-im!?oundment
shorelines)where the organic cover is
0.3 m or greater.The average depth to
permafrost at 14 sites widely distributed
around the lake (mid-September 1975 and
1976)was 63 ern.In all fine grained
materials regular ice banding a few rnm in
thickness occurred with occasional ice
lenses up to 8 cm thick.The ice content
of all frozen samples fell between 44 and
68 percent (percent of gross weight).
In 1972,a shoreline classification
system developed for Precambrian lake
basins was applied to Southern Indian Lake
(NewbUry at al 1973).Fifteen major
shoreline categories based on morphology,
surficial materials,and vegetation were
mapped on the lake.In Table X,the
categories have been regrouped into four
general divisions depending on their
susceptability to erosion.Over two-
thirds of the flooded shoreline length
consists of materials subject to
solifluction on melting and subsequent
erosion by water waves.
EROSION STUDIES
Seventeen locations were selected on
Southern Indian Lake in 1975 for erosion
monitoring during and following im!?ound-
ment (Figure--l)~Thesi'teswereselected
from the three major divisions of shore-
line types (Table X)in a variety of
exposures to wind generated waves.Off-
shore mean fetch lengths ranged from 0.2
km to 12.8 km.The sites were surveyed
in September 1975 and September 1976 on
several cross-sectional lines running
perpendicular to the shoreline and
extending 50 m inland.Acoustic and line
.?...Q..\,1:El.g,j,,:El9'_§'__~_E:.f:E!i:.a~E!.:El§l.j;..E!Egh_s.HE!":;_5_.w~l.l
to a distance of 500 m offshore.The
,''lo'1ume 'of-e'rodedcmateriar at-each''si te-
(cu.m per m)was obtained from the change
in the surveyed cross-sections at each
site (averaged).A typical cross-section
at Site 11 is shown in Figure 2.
Wind generated waves for each hourly
wind during the open water period between
successive surveys were developed using
~~e .fore cas ting technique'of Sverdrup"
Munk as revised bv Bretschnieder fU.S.C.E.
.196 6T ..F{ourlywindve locitiesanddirec--
tions were recorded at two locations
adjacent to the lake (Figure 1)and
corrected for onshore and offshore direc-
tions(Richards ~t ~Z 1970).The erosive
com!?onent of wave energy perpendicular to
the shoreline was combined with the
.j
836
TABLE I Southern Indian Lake ShorelIne Characteristics
Sho re line Type
I Exoosed Bedroc~
(granitic intrusive rocks,
meta-sedimentary gneisses,
etc.)•
II Varved Clays Overlying
Bedrock
(0-0.6 m forest peat,
2-5 m clays)
III Boulder-Clay Till
Overlying Bedrock
(0-1.3 m forest peat,
2-5 m clay till)
IV Granular Glacio-Fluvial
Deposits
(0-0.1 m organic,up to
5 m sand and sandy silt)
Si te Numbe rand
!-1ao Location
(Figure 1)
1 through 6
7 through 13
14 through 17
Depth to
Permafrost
(September)
0.6 -1.0 m
0.5 -1.2 m
generally
absent
near shore
Total
Length
660 km
350 km
1790 km
l2Ckm
Figure 2:Erosion niche formed in perma-
frost affected bank materiaZs at Site 11
as imoounament occurred bet~een Se~tember
1975 ~nd September 1976 ~ater Zeveis rW.L.J
duration of winds causing onshore wave
action to obtain .the total erosive wave
energy exerted on each site between
successive surveys (ton-metres per m).
During the survey,samples of overburden
materials were obtained at each site for
grain size analysis.In addition,off-
shore water samoles were obtained to
determine suspended sediment concentrations.
I'
i .J\....
...-
0-
I
o
I
10
I
20"'e,r ••
SIT\!11
I
20
I
.0 .
TOTAL SHORELINE LENGTH 2920 km
DISCUSSION AND RESULTS
Shoreline erosion during the initial
impoundment was highly variable at eac~
survey site but generally correlated w~th
the total erosive wave energy exerted on
the shoreline (Figure 3).In permafrost
locations,erosion takes place in a
combination of thermal and mechanical
processes that cause a deeply incised
niche to form at and immediately below
the water's edge (Figures 2 and 4).As
the melting and eroding niche proceeds
into the bank,the overlying mass of
material increases until a large cuspate
slump occurs,exposing new materia~s to
the lake water.With further melt~ng
and erosion,the forested surface of the
former backshore s.ettles to form a semi-
protective matte of debris in front ?f the
shoreline that is slowly saturated WIth
water and sinks below the surface or is
carried away into the main body of the
lake (Figure 5).
Shorelines forming in fine-grained over-
burden (generally 55 -70%clay,30 -
45%silt)contributed large amounts of
susoended sediment to the main body of
the-lake.Offshore suspended sediment
samoles often contained 75%of the finer
grain sizes being eroded at the shoreline.
Long olumes of sediment were observed
moving from the eroding shoreline into
the main lake body (Figure 6).The
formation of offshore depositional shoals
was observed only at shoreline sites
composed of granular deposits.
·-"
-,..,.837
Q..-co..c..
•~
:I
120
Figure 3:Shore~ine erosion and wave energy
re~ationship for surveyed sites on Southern
Indian Lake.The mean washout coefficient,
<8,is .00013 cu.mlton-m of wave energy
;Jer metre of shoreZine".The coefficient
for 14 of the 17 sites fa~Zs in the range
.00005 to .0002 (after Kachugin 1966).
Fig!<.re :fliahede?eZoped.in permafrost
affected shore~ine ma~eriaZs chrough
meZting and wave erosi~n ~~Site 11.
Figure 5:SZumping of underoU1;cZay bank
at Site 2 with fa~~en trees a~ong the
foreshore.
....1
Figure 6:Eroded mate.ria~sfrom ji e-
grained permafrost affeo=ed shere!nas
~rans~~rted into the ~~i~.bod~?f h~!ake
~n sea~men=plumes e=:~~~~ng ;~o~a~a~:3
and the ma!nland.
Il
.1
!
I
)
)
I
838
ro',
In the relatLonship plot~ed L~graphical
form in Fiaure 3,a qross linaar correlat-
Lon exists'becNc~n the volume eroded at
each site and the wave energy exerted on
the shoreline between successive survevs
(coefficient of determination,R2 =0.85).
Si tes consis ting of thick deposi ts of
varved clays demonstrate high erosion rates
and generally lie above the mean correlation
line (Sites 2,4,and 6).Sites ab which
a comcination of boulde..cy clay till and
exposed bedrock exist demonstrate moderate
erosion rates and lie near the mean correla-
tion line (Sites 3,11,and 13).Sites in
granular materials or where more dominant
bedrock features are exposed lie below the
mean correlation line indicating a
relatively high resistance to erosion.
Two notable exceptions occur;at Site 16
where a backshore sand berm was removed by
wave action before a regular beach form
was developed,and at Site 1 where a
barrier of fallen forest debris existed
prior to the impoundment due to frequently
occurring bank failures.The lack of
erosion at low wave energy sites implies
that a threshold value of wave force may
be required to destroy the protective
forest cover and organic matte that pro-
tects the newlv flooded foreshore.
On the basis·of several years of
observations in the western USSR,Kachugin
(1966)suggested that an erodability index
for reservoir bank materials could be
formulated as a washout coefficient,"ke",
expressing the volume of a particular bank
material eroded oer ton-metre of wave
energy exerted on the shoreline.Values
of "ke"range from .0065 for easily eroded
fine sands and loarns to .0005 or less for
resistant bank materials defined as "clayey
sandstones,fractured gaize sand with
pebbles and boulders,clays,and dense
marls"•
On Southern Indian Lake where signi-
ficant erosion occurred during the initial
year of impoundment,the values of the
washout coefficient generally ranged
between .00005 and .0002 (Figure 3).This
range of values lies well below Kachugin's
proposed boundary for significantly
erodable materials in the highly resistant
bank materials category.
Several factors would contribute to
producing low values for the erosion index,
some of which may become more apparent as
the impoundment continues:(1)in the first
year of impoundment,new shoreline was
exposed to erosion gradually as the lake
level rose 2 m to its maximum stage.Thus
the wave and thermal energies were distri-
buted over a wide vertical range.This
will not occur in subsequent years as the
reservoir will be maintained at the
impounded level,concentrating the erosion-
al energy in a narrower range;(2)under-
cutting and slumping was widespread in
fine-grained frozen shoreline materials
causing large volumes of forest debris and
cr~~nic ~a:erials to form a ~~otective
cover on ~~e ~ew :oresnore;a~d (3)in
the frozen state,the shoreline materials
are consolidated and hiahlv resistant to
erosion.At hi~h wave energy sites,
where the active laver is removed and the
bank retreat is greater than 2 m,it ·...as
observed that a frozen section of shore-
line was constantly exposed,implying
that the erosion rate may be limited by
the rate of thaw of the materials.In
subsequent years,this factor can be in-
vestigated more fully by comparing high
and low wave energy sites when the frozen
materials have been exposed to the lake
water for longer periods of time at the
impounded water level.
CONCLUSION
Shoreline erosion in permafrost mater-
ials occurs through a combination of
thermal and mechanical processes that
causes a deep niche to form at and
immediately below the water's edge.As
the niche enlarges,slumping occurs and
frozen materials are exposed directly to
warm lake water and wave action.Fine-
grained frozen shoreline materials exhibit
the highest susceptability to erosion,
ranging up to .0002 cu.m per ton-m of
erosive wave energy.Bouldery till and
bedrock shoreline materials exhibit a
high resistance to erosion.On the basis
.of the initial year of impoundment on
Southern Indian Lake,the erosion rates
of oermafrost materials are lower than
those experienced in similar unfrozen
materials in the USSR.
The limitation of erosion at high wave
energy sites by the rate of thaw of perma-
frost materials will prolong the period
of re-stabilization of shorelines in
flooded lake basins.Similarly the con-
tribution of fine-grained sediments in
suspension to the main lake body will be
prolonged,extending the period of bio-
logical impact beyond that which would be
anticioated in more southern reservoirs.
On Southern Indi an Lake,further inves t-
igations of erosion and sedimentation will
be conducted annually to determine the
long-term effects of impoundments on
permafrost affected shorelines.
ACKNOWLEDGEMENTS
The authors are indebted to Mrs.S.
Ryland who assisted in preparing this'
manuscript and to Dr.A.L.Hamilton
(Freshwater Institute)for encouraging
and allowing this study to evolve from
the pre-development phase to the post-
construction phase.Predictions of
physical impact made for major hydro-
electric projects are seldom compared to .
actual events.
·...-;~
REFERENCES
3EKE,G.J.et aZ 1973.Bio-physical land
inven t,C'.ry:Ch urchill-~elsonrivers lOt.l.ld.Yarea.Canada:':'Manitoba-SoH Survey
Report :409 p.
aRO~iN,R.J.E.and T.L.PEWE.1973.
Distribution of permafrost in North
&..erica and its relationship to the
environment.In Permafrost:The North
American Contribution to the Second
International Conference,National
Academy of Sciences,Washington,D.C.:
pp.71-100.
--C!BEPSKI,J.1973.Erosion of banks of
storage reservoirs in Poland.In Hydro-
logical Sciences Bulletin !AHR,18(3):
pp.317-320.
??OHLINGER,T.G.1972.Geology of the
Southern Indian Lake Area,central
portion.Manitoba Mines Branch
Publication 71-21:91 p.
:::::CKY,R.E.and H.A.AYLES 1974.Summa.ry
of fisheries-limnology investigations on
Southern Indian Lake.LWCNRStudy
Board Report:26 p.
KACHUGIN,E.G.1966.The destructive
action of waves on the watl2.r",:.re:::;l2r.:v:9J..r
bar~s.In IASH Symposium Garda 1:
pp.511-517.
839
KLASSEN,R.W.and J.A.NETTERVILLE 1973.
§l.l.rfi_cj.Cl.]._g~Q),.Qgy_Mo§;a.i.cs .of.Nelson
House and Uhlman Lake,Manitoba.
Geological Survey of Canada:maps.
KONDRATJEV,N.E.1966.Bank formation of
newly established reservoirs:In IASH
Symposium Garda 2:pp.804-811.
NEWBURY,R.W.et aZ 1973.Characteristics
of Nelson-Churchill river shorelines.
University of Manitoba:176 p.
RICHARDS,T.L.and D.W.PHILIPS 1970.
Synthesized winds and wave heights for
the Great Lakes.Canada Minist.ry of
Transport,Climatological Studies 17:
53 p.
SNBS 1972.Saskatchewan Nelson Basin
Study,Appendix 8 (B):pp.319-414.
~USCE,1966.Shore Protection,planning,
and design.U.S.Army Coastal Engineer-
ing Research Centre,Technical Report 4
(3 ed):580 p.
VAN EVERDINGEN,R.O.1969.Diefenbaker
Lake:effects of bank erosion on storage
capacity.Canada Dept.of Energy,Mines
and Resources,Inland Waters Branch,
Technical Eulletin 10:21p.
I)
,I
")
,·1
ALASKA peWEB AU1BORITY RESPONSE
10 AGEhCY CCMMtN1S CN LICENSE
APPIICAlICN;FFFEBE~CF Te
COMMEN'l (S):
B.19
I'lGM CONSUL.TANTS,INC.
CNGINr.:rRh
CECLOl1l:..iTb
PL ANNE'R~i
CLIRVr "'nR~,
",1);'41 <:OHOOVA •UQ.lt (-08?•A"~C.lnHAr;r ALASKA """:0.'•1·'H e..o'"",1,1 1 :.~•
November 9,1983
Envirosphere Company
1617 Cole Boulevard,Suite 250
Golden,CO 80401
Attention:Mr.Don Beaver
R &oM No.352333
Re:Susitna Hydroelectric Project,Slough Groundwater Studies
Dear Don:
I recently reviewed your report,September 1983 Site Visit and FY 1984
Plan of Study.In this report you requested the following 1983 data:
o
o
o
o
Water levels and temperatu res from wells.
Slough and mainstem stage and discharge measu rements.
Seepage meter and piezometer data.
Slough temperatu re and water quality data.
1.Water levels and temperatu res from wells.
This data is not yet complete and will be forwarded when
possible.We are awaiting reduction of Datapod chips.
2.Slough and mainstem stage and discharge measu rements.Enclosed
are:
a.Water discharge records for the Susitna River at Gold
Creek for water year 1982 and provisional 1983.
b.Water discharge records for 1983 for Sloughs 8A,9,and
11 (provisional).
3.Seepage meter and piezometer data.Enclosed are:
a.Seepage meter program summary.
b.Seepage meter field data collected this summer in
Sloughs 8A,9,11,and 21.
c.Plots of data in "b"above.
d.Comments on seepage meter data.
......•..•~I..I."..
November 9,1983
Mr.Don Beaver
Page 2
4.Slough temperatu re and water quality data.
a.
b.
Selected portions of ADF&G report "Winter Aquatic'
Studies (October 1983 May 1983).Covered in thts
report are intragravel and surface water temperatures for
Sloughs 8A,9,11 and 21 for the period August 1982 to
May 1983,and results of an incubation study which
measul'ed various water quality parameters of upwelling
groundwater.
A short review of ADF&G Preliminary I ntergravel
Temperature data for Sloughs 8A,9,11 and 21 covering
the period June 1983 to August 1983.
.1
j
Data'that needed for groundwater analysis,but not yet reduced
includes:
o
o
Precipitation for 1983 at Sherman.
Specific mainstem water surface elevations at various
discharges in the areas of Sloughs 8A,9,11,and 21 (ADF&G
data).
,\
..~I
o.Results of further ADF&G incubation studies.
Water levels and temperatures from wells.o
The above will be forwarded as available.
questions or desire additional data.
Very truly yours,
Please call if you have
.:r
i
l
Robert Butera
Staff Civil Engineer
RB/kys
\
'I
cc:Dr;John Biz.er
~r.\\'ayne Dy~
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AL~SKA peWER AUTHORITY BESEONSE
IO AGE~CY CCM~ENTS eN LICENSE
APPLICATICN;REFERENCE TC
COtHLEN!(5):B.34,1.60
LA.KE COMANCHE
DISSOLVED NITROGEN STUDY
Prepared fa r
Milo Bell
P.O.Box 2.3
Mukilteo,Washing~on 98275
Prepared by
Ecological Analysts,Inc.
2150 John Glenn Drive
Concord,California 94520
June 1982
·Nitrogen gas in the deep water of a reservoir may be slightly super-saturated due
to the hydro-static pressure of the overlying water (Wetzel,1975).Therefore
water flowing from a dam with a deep intake may contain a super-saturated concen-
tration of nitrogen.If this excess nitrogen gas is not rapidly released into the
atmosphere,it may cause nitrogen gas bubble disease in fish residing below the
dam outfall (Conroy and Herman,1970).
A·study was conducted at Lake Comanche Dam,Mokelumne River,California,to
determine the efficiency of the Howell-Bunger Valve in removing super-saturated
dissolved nitrogen (N2)from the dam's tailwater.
The valves spray outfall water into concrete conduits before releasing the water
to the stream.This was observed and photographed at Lake Comanche Dam on 28 May,
\~2-~,at a flow of 4000 cfs into the Mokelumne River (see accompanying photos).
This creates a turbulent and aerated flow with the purpose of facilitating nitrogen
gas release to the atmosphere.
By sampling nitrogen gas in the reservoir near the intake,and at several locations
below the outfall valves,the efficiency of the valve was obtained.
In order to determine nitrogen gas concentrations at various depths in the reser-
voir,water samples were collected in Lake Comanche approximately 50 m from the
dam directly over the river channel on 28 May 1982.A Van Dorn Bottle was lowered
from a boat to collect water samples at depths of 0,10,20,30,and 38.4 m.As
____._.._...._._:;:.t:!.p.9rt.§!.ctbyE;as_tBayMunicipaLUtilityDistrict .the-dam-intake -wasat-adepthof----
----~J8-.-4-m:-(-l-26-ft}-at---thetime·oi----the--samp±±ng;·--
j
Once'taken aboard,each sample was poured with minimum turbulence into an airtight
bottle and capped in a manner that left no air bubbles in the bottle.Bottles
were placed in a cooler for transportation to the lab.Studies conducted by Steve
Wilhelms of the Hydraulic Laboratory,U.S.Army Waterway Experiment Station,
Vicksburg,Mississippi (personal communication)indicate that brief exposure of
deep water samples to atmospheric conditions has little effect on nitrogen gas
concentrations.However,he has found that periods of ~~posure to atmospheric
!
i.I
}
r
air bubbles during transportation can cause significant changes in nitrogen gas
conce~rations,hence the need for removing all air bubbles before transportation.
Excess water remaining in the Van Dorn Bottles was measured for temperature.The
a1:m.Ospheric pressure measured on site at the time of sampling was 753 mm'.
At the tailwater below the dam,water was collected by immersing the sample bottles
under the water and capping them in a manner that left no air bubbles in the bottles.
Samples were taken at the outfall,100 m·below the outfall,and ZOO m below the out-
fall.Water temperatures were taken at each of these locations.Bottles were placed
in a cooler for transportation to the lab.At the time of sampling,the outfall flow
was 4,000 cfs.The atmospheric pressure was 753 mm.
The water collected was analyzed for nitrogen gas (N Z)and oxygen (02)in a
California State Certified Water lab using a Carle Model 8700 Basic Gas Chromato-
gram with a thermal conductivity conductor several hours after collection.
Depth Temperature
Locat:ion (m)(oC)
Reservoir 0 22.0
10 14.5
20 13.2
30 11.0
38.4 10.0
NZ
\
)
J
105 ·..·1
9C i94
93
82 -~,~
\
9"j
98
98
\
)
}
J
9.2
9.3
10.0
10.2
9.3
7-
(mg/l)Saturat:
97
95
97
101
100
99
99
101
17.7
17.3
17.9
14.9
17.0
17.3
17.9
18.5
%
(mg/l)Saturation
RESULTS
10.2
10.5
11.5
o
o
o
At Valve
100 m downstream
200 m downs1:ream
Dam Tailwa1:er
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(
.)
r
,-
References
Conroy,D.A.,and R.L.Herman.Tex~book of Fish Diseases.1970.T.F.H.
pUbl±ca~ions,Jersey City,New Jersey.302 pp.
Wetzel,R.G.1975.Limnology.W.B.Saunders Company,Philadelphia.
743 pp.
j
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APPENDIX B
SPILLS AT WATANA AND DEVIL CANYON DEVELOPMENTS
B.l -OPERATION OF WATANA AND DEVIL CANYON
COMBINED (Beyond Year 2002)
(a)Spill Quantities and Freguency
The monthly reservoir simulation studies calculate spill volumes as the
flow required to be discharged from the dam to satisfy downstream
requirements less the maximum turbine capacity,and does not restrict
the turbine flow in relation to the actual energy demand of the system.
Total energy production,as calculated,is the energy potential of the
schemes.Usable energy is then calculated as the potential or the
maximum energy demand,whichever is smaller.The turbine flows are not
readjusted to the level of usable energy production.Tables B.l to B.9
present·selected results of the reservoirs imulationstud·ies which
indicate this.
Tables B.10 to B.12 are developed from the reservoir simulation studies
for adjusted turbine flows for two alternative generation patterns at
Watana and Devil Canyon for the months of August and September when
sp s are mast,;kely to ocCur.A1terriati'leAassumesthat whenever
:'the potential energy generation from Watana and Devil Canyon develop-
f
r ments is greater than the usable energy level,each development will
share the usable energy generation in proportion to their average heads.
However,in the months when Watana outflow,as simulated,is not
sufficient to generate energy in proportion to its average head,Devil
Canyon will make up this'difference.This operation is required in
such years when Devil Canyon is being drawn down to meet the minimum
downstream flow requirements (years 1,2,for-example).Alternative B
assumes that Devil Canyon would generate all the energy possible
consistent with downstream flow requirements,and Watana would only
operate to make up the difference in years when energy potential is
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greater than usable.This assumes that all the energy from Devil Canyon is
useable as base load on a daily basis.Battelle load forecast (1981)
'1.tends to confirm this assumption for the year 2010.However,during earlier
years,such operation may not be fully possible.
It may be readily seen from Tables B.10 to B.12 that frequency of
continuous spills (24 hours)from the reservoirs in the months of August
and September is significantly greater than presented by the reservoir
simulation (Tables B.3 and B.6).
The analyses summarized in Tables B.10 to B.12 indicate that Devil
Canyon would spill in 30 out of 32 years in August and 16 out of 32
years in September for the Cas,e "C".operation which maintains a minimum
instantaneous flow of 12,000 cfs in August at Gold Creek.For down-
stream discharge requirements greater than 12,000 cfs at Gold Creek,it
is estimated that the frequency of spills may not be increased signi-'
ficantly.However,the volume of spills will be larger to make up for
increased flow requirement.The above spill frequency is simulated for
a system energy demand in the year 2010 (Battelle Forecast)and assumes
that the entire demand is met by Watana and Devil Canyon developments
where possible.The spills will be greater and more frequent in the
years between 2002 (Devil Canyon commissioning)and 2010.
It may be seen that operation Alternative 2,which provides for maximum
possible energy generation from Devil Canyon while Watana is allowed to
j'spi11,results in significantly reduced spill frequency from Devil
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Canyon.This type of operation is expected to be advantageous with
regard to downstream water quality (see Section B.2).
Several intermediate distributions of generation between Watana and
Devil Canyon is also possible.A recommended operation will be derived
after finalizing the downstream flow requirements and the refined
temperature modeling studies which are currently in progress.
.(b)Spill quality
(i)Spill Temperature
Figures B.l and B.2 are extracts from the project Feasibility
Report·(7)and present s imul ated temperature profil es in the Watana ~
and Devil Canyon reservoirs for the months June to September.
Refinement of reservoir'temperature model ing is currently in
progress,but the differences between the revised profiles are not
expected to be very significant from the ones presented here
for these months.
Temperature of spill waters at Watana is expected to be close to
that of power flow,and hence,it is not expected to create
temperature probl E!IlS downstream\~her'l Wata:na i soperati nga lone
(1993-2002)or when it spills into Devil Canyon.At Devil Canyon,
however,spill temperature is expected to be close to 39°F compared
to a power flow temperature of 48-49°F in August and 45°F in
September.This is based on the conservative assumption that the
-..----------..-·temperatllY:e·of·spin·waterdoes-rlot increase signffrcanfTywhi le-
in contact with the atmosphere despite the highly diffused valve
discharge.It is,therefore,considered prudent to keep the spill
from Devil Canyon to a minimum to maintain as high a downstream
temperature as possible during spills.
.---.-'----~-~-"-_._.-+_._~--+._-----.~.----------c--+----~-~he-----o-P-e+r-a+t-i.on----AJ-te.'Cn.at.i-v-e-----2..in.dj_cat_es__.t.b_at._.+bY,..o_PJ~r_a.tjJ19 D.e.Y-.tl_
,Canyon to generate as much as possible during these months and
with Watana generating essentially to meet peak demands and
spilling continuously when necessary,it would be possible to
maintain downstream flow temperatures below Devil Canyon close to
th~t oIP9wer flow.
During major floods (1 :10 year or rarer frequency),there will be
significant spills from Devil Canyon (see Tables B.10 and B.ll)
in addition to the power flow resulting in cold slugs of water
downstream for a few to several days.It will be necessary to
establish criteria for acceptability of lower temperatures for
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short durations in August and September in consultation with
fisheries study groups and concerned Agencies.Currently,down-
stream water temperature analyses are being refined,and when the
results are available,the above spill temperatures and duration
should be reviewed to confirm downstream temperatures during nODTIal
power operation as well as flood events.If the projected ~
temperature regime downstream is unacceptable,alternative means
to remedy the situation should be considered.These may include
provision of higher level intakes to several or all fixed-cone
value discharges at Devil Canyon,multilevel power intake at Devil
Canyon,limited operation of ma~n overflow spillway (for floods
1:50 year or more frequent)to improve downstream water temperature
without serious increase in nitrogen supersaturation,etc.
(ii)Gas Supersaturation
It does not appear (from Table 6.1)that there would be significant
advantage in spilling from Watana as compared to spills from Devil
Canyon in terms of gas concentration.
B.2 -OPERATION OF WATANA ALONE (1993-2002)
Before Devil Canyon is commissioned,Watana would operate alone,and spills
required to maintain downstream flows will have to be made through the fixed-
cone valves.Reservoir simulations indicate that,generally,spills would be
of lower magnitude during this operation due to greater percentage of flow
being used to generate usable energy.
It is believed that the river reach of some 30 miles between Watana dam and
Devil Canyon would lessen the impact of spill temperature and gas concentration
below Devil Canyon and would pose less problems,if any,compared to the case
when Devil Canyon development is also commissioned.
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48 ~o ~4
WATANA RESERVOIR TEMPERATURE PROFILE
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DEVIL C~N_,(ON RESERVOIR TEMPERATURE PROFILE
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OFFICE MEMORANDUM
ALASKA FGWEL Ar1HOBIIY BESEGKSE
!G AGE~(Y CGM~tN1S eN LICENSE
APPLICA~lCN;BErEBE~CE TC
CO r.,l1i N'I (S):B.34,1.60
1
·-....:;..:.].;.,;..
j
TO:
FROM:
J.W.Hayden
G.Kri shnan
Date:September 13,1982
File:P5700.14.53
SUBJECT:Susitna Hydroelectric Project
Nitrogen Supersaturation Studies
!
iI ,:--------------------_
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,--'-':
Enclosed is a copy of the final draft of the report on Gas concentrat~on --;
and Temperature of Spill Discharges Below Watana and Devil Canyon Dam.-.---'..._-._~
Please note that no graphics efforts have been spent on getting the ~k.~~
figures in the Acres standard format.This has been postponed unti 1 I~I''''--_.j
your review of the material and advice on the inclusion of any field \'!
measurements of natural supersaturation in the river.Messers M.Bell ~n~I :
J.Douma had expressed an interest to receive copies of this report.i I
Please advise if this can be done at this time.I .
G.Kri shnan
GK:ccv
Enclosure
cc:J.D.Lawrence
A.F.Con i91i 0
K.R.Young
W.Dyok/D.Crawford
...
,(,~~~.GAS CONCENTRATION AND TEMPERATURE OF
SPILL DISCHARGES BELOW
WATANA AND DEVIL CANYON DAMS
1 INTRODUCTION
.Supersaturation of atmospheric gases (especially nitrogen)in hatchery and
aquarium facilities was first noted in the 1900's (1)and was ascribed as
causing the condition in fish known as gas bubble disease.Supersaturation
caused by entrainment of air in waters spilled over dams on the Columbia
River was recognized as a problem for anadromous fisheries in the river in
1965.A comprehensive study (2)of dissolved gas levels in the Columbia River
showed that waters plunging below spillways was the main cause of super-
saturation in the river-waters.Several later studies have confirmed the
harmful effects of nitrogen supersaturation to fisheries.The tolerence of
fish to levels of nitrogen supersaturation depends on the time of exposure,
age~and species of the fish;dissolved nitrogen levels referenced to surface
pressure above 110 percent are generally considered harmful (3).The state
...of Alaska water qual ity criterion is set of 1"10%for total-gas saturation in'
its waters.
With thi s background,.the potenti a1 probl em of supersaturati on of spi 11 waters
from the proposed Watana and Devil Canyon developments on the Susitna River
was recognized early during the feasibility studies.Alternative spillway
faci ities were ed to minimize such a al roblem and a scheme
comprising fixed cone valves and overflow spillway was selected for each
development based on detailed discussions with environmental study groups.
This report describes the selected spillway schemes briefly and presents the
analyses and field investigations carried out to assess the performance of
the proposed schemes with respect to gas supersaturation in spill-waters.
A related concern on temperature of spill waters is also discussed.
A summary of the studies undertaken and the important conclusions are
presented in Section 2.A short description of the proposed schemes is given
/.
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in Section 3.Section 4 details the engineering analyses carried out.Results
of these analyses,field investigations,and their interpretation are presented
in Section 5.The next section presents the major conclusions drawn from
these studies.Appendix A comprises the field study report and Appendix B
deals with the temperature of spill waters,its impacts downstream,and possible
reservoir operation scenarios to minimize such impacts.
.•"
2 -SUMMARY
Relatively little information is available in the literature on the performance
of fixed-cone valves to reduce gas supersaturation in their discharges.Published
studies (4)on the aeration efficiency of Howell Bunger valves (the more
commonly known type of fixed-cone valves)were reviewed,and a theoretical
assessment of the performance of the proposed valve layouts was made based on
the physical and geometric characteristics of diffused jets discharging freely
into the atmosphere.Results of a companion study on assessment of scour hole
development below high-head spillways (5)were used to estimate the potential
s
plunging of the valve discharges into tailwater pools at the proposed develop-
ments,and the resulting supersaturation in the releases was calculated.
Specific field tests were conducted at the Lake Comanche Dam on the Mokelumne
River in California (6)to study jet characteristics and the efficiency of the
existing Howell Bunger valves in reducing supersaturation level in the reser-
voir releases.
The analyses indicate that no serious supersaturation of nitrogen is likely
..~._.-to-occut"-jn.t her-elea-s es from--thepY'epesedWatanaan d-·Oevil·e-anyondevelo pments··
for spills up to 1:50 year recurrence interval.Field test results tend to
confirm some of the assumptions made in the theoretical analysis with respect
to jet shape,diffusion,and gas concentration in the valve discharges.
Several assumptions and approximations,albeit conservative,have been made in
the analyses which should be confirmed in later study phases,perhaps in.a
··physi cal modeL··For the purpOse or feasTOn itY-stucrles~hOwever,1t fsfeit··
.._•.....___-:.._.-.....•__.
that the analyses adequately support the proposed schemes for their intended
purpose.
A related question of the temperature of spill waters and its effects on the
downstream water temperature has been analyzed and detailed in Appendix B.
Simulation studies of the two-reservoir operations indicate that continuous
(24 hour)spills would occur in the month of August in 30 out·of 32 years of
simulation and in 18 out of 32~years in September for the Case "C"operation
which maintains a minimum instantaneous flow of 12,000 cfs in August at Gold
Creek.This spill frequency is simulated for a system energy demand in the
year 2010 (Bette11e forecast)and assumes that the entire demand is met by
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Watana and Devil Canyon developments where possible.The spills will be
greater and more frequent in the years between 2002 (Devil Canyon commissioning)
and 2010.When Watana alone is operational (between 1993 and 2002),less
frequent spills are simulated to occur.Reservoir operation studies are
currently being refined to finalize acceptable downstream flows.
Temperature of spill waters at Watana is expected to be close to that of
power flow,and hence,it is not expected to create temperature problems
downstream when Watana is operating alone (1993-2002)or when it spills into
Devil Canyon.At Devil Canyon,however,spill temperature is expected to be
close to 39°F compared to a power flow temperature of 48-49°F in August and
45°F in September.This is based on the conservative assumption that the
temperature of spill water does not increase significantly while in contact
with the atmosphere despite the highly diffused valve discharge.It is,
therefore,considered necessary to keep the spill from Devil Canyon to a minimum to
avoid unacceptably low downstream temperatures.The analyses indicate that by
operating Devil Canyon to meet most or all of the base load demand and with
VJatanagenerating essentially to meet peak demands and spilling continuously
when necess~ry,it would be possible to maintain downstream flow temperatures
below Devil Canyon close to that of power flow while reducing spill freqtien~y
considerably.
During major floods (1:10 year or rarer),there will be significant spills
from Devil Canyon in addition to the power flow resulting in cold slugs of
water downstream for a few days •.It will be necessary to establ ish criteria
for acceptability of lower temperatures for short durations in August and
September in consultation with fisheries study groups and concerned agencies.
Currently,downstream water temperature 'analyses are being refined,and when
the results are available,the above spill temperatures and duration should
be reviewed to confirm do~~stream temperatures during nonna1 power operation
as well as flood events.If the projected temperature regime downstream is
unacceptable,alternative means to remedy the situation should be considered.
These may include provision of higher level intakes to several or all fixed-
cone valve discharges at Devil Canyon,multilevel power intake at Devil Canyon,
limited operation of main overflow spillway (for floods 1:50 year or mpre
frequent)to improve temperature without serious increase in nitrogen super-
saturation,etc.
~~~3 -SCOPE OF ANALYSES
The.objective of the analyses presented in the.following ~ections is to
provide an assessment of the performance of the fixed-cone valves in their
proposed configuration with respect to their potential in reducing gas con-
centration in spill waters from the Watana and Devil Canyon developments.The
,analysis is a theoretical study supplemented by available field infonnation on'
perfonnance of these valves for aeration.Field measurements were conducted
on the Howell Bunger valves at the Lake Comanche dam on the Mokelumne River
in California.Results of the tests are interpreted to confinn some of the
study assumptions.
A related question of temperature of spill waters is analyzed in Appendix B.
The data for the analyses has been drawn from the Feasibility Report (7).
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4 -SCHEME DESCRIPTION .
This section presents a short description of the selected spillway and outlet
facilities for the proposed Watana and Devil Canyon developments.
4.1 -Scheme Description .
Selection of the discharge capacity and the type of spillway and outlet
facilities has been based on project safety,environmental,and economic con-
siderations.At each development,a set of fixed-cone valves is provided in
the outlet works to discharge spills up to 1:50 year recurrence interval.The
main spillway comprises a gated control structure and a chute with a flip
bucket at its end.This facility has a capacity to discharge,in combination
with the outlet works,the routed design flood which has a return period of
1 :10,000 years.A fuse plug with an associated rock-cut channel is provided
to discharge flows above the design flood and up to the estimated probable
maximum flood at the dam.Detailed descriptions of the facilities are pre-
sented in the Feasibility Report (7).
The primary purpose of the outlet facility is to discharge the spill waters
up to 1:50 year recurrence in such a manner as to reduce potential super-
saturation of the spill with atmospheric gases,particularly nitrogen.This
frequency was adopted after discussions with environmental study groups as an
acceptable level of'protection of the downstream fisheries against the gas
bubble disease.A set of fixed-cone valves were selected to discharge the
spills in highly diffused jets to achieve significant energy dissipation
without provision of a stilling basin or a plunge pool where potentially large
supersaturation develops.The valves have been selected to be within current
world experience with respect to their size and operating heads.At Watana,
six 78 inch diameter valves are provided and are located about 125 ft above
average tailwater level in the river.The design capacity of each valve is
6,000 cfs.At Devil Canyon,seven fixed cone valves with a total design
capacity of 38,500 cfs are provided at two levels within the arch dam,four
r-'102 inch valves at the high level some 170 ft above average tailwater level,
and three 90 inch valves about 50 ft above average tailwater level.The lower
(
valves have a capacity of 5,100 cfs each and the higher ones 5,800 cfs each.
In sizing these valves,it has been assumed that the valve gate opening will
be restricted to 80%of fuil stroke to reduce vibration.
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5 -ENGINEERING ANALYSES i
This section details the analyses carried out to estimate potential super-
saturation in the releases from the Watana and Devil Canyon developments
when the reservoirs spill.
~5.1 -Available Data
Fixed cone valves have been used in several water resource projects for
water control,energy dissipation,and aeration of discharge waters,and data
on their performance for such operations is readily available.However,no
precedence has been reported on the use of such valves for reducing or
eliminating gas supersaturation in spill waters.Manufacturer's catalog
information on Howell Bunger valves and Boving Sleeve type discharge
regulators (both particular types of fixed cone valves)and the Tennessee
Valley Authority Study (4)on aeration efficiency of Howell Bunger valves form
the specific data available.Theoretical analyses are carried out based on
the geometric and physical characteristics of diffused jets discharging
freely into the atmosphere.
5.2 -Field Data Collection
A review of existing facilities where a potential for spilling during the
spring of 1982 existed was made,and the Lake Comanche dam,on the Mokelumne
River in California,was selected as a feasible site for specific testing.
The Comanche Lake dam is of the rockfill type with outlet facilities fitted
with four Howell Bunger valves.These valves are located at the toe of the
dam and spray the discharge into confined concrete conduits before releasing
the water to the stream.
Outflow through the valves was around 4,000 cfs during the test on May 28,,
1982.Water samples were collected at several depths in the reservoir near
~the valves and at downstream locations and analyzed for nitrogen and oxygen
concentrations.Details of the test procedure and results are presented in
Appendix 1.
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5.3 -Method of Analysis (
(a)Flow from the fixed cone valves leaves the structure as a free-discharging
jet diffusing radially at the cone angle.The path of ,the jet depends on
the energy of flow available at the valve and the angle at which the jet
leaves the valve (a~sumed as 45°).Referring to Figure 5.1,the path of
the trajectory is given by the following equation (8):
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k(4 Hn Cos 2 e)
where:
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due to the effect of air resistance,internal turbulences,and
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may then be written as:
(2a)
(2)
The proposed valve operation restricts the opening of the valve gate to
80%of full stroke.This may be interpreted as equivalent to producing
an additional head loss in the system,thereby reducing the discharge
to 80%of the theoreti ca 1 capacity....._lhe.genergL_gULdtargs=_e.Qu.atj-on_foJ'~.----.-
-.""._----_._---_._-_._-_.--_._-"._--~--'"._._~-_.._---"----_..,.,_._---_.-,..----.-.,..-_..'.--_._-'.'.,.-,._------,.,..,.,._.._-.--_..'._-----'--_.'-.------'---_.'--.,,--
=CA 12g x ·64 x hn (3 )
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A =area of valve,ft;
C =coefficient of discharge (~.85 for fixed-cone valves);
hn =net head upstream of valve,cfs;
QD =design capacity of valve,cfs.
Equation (1)may be rewritten now as:
x2
Y =x tan 6 --------.;.------
k 4 x (0.64 x hn ) x Cos 2 8
Referring to Figure 5.1,the longitudinal throw of the jet is calculated
with 8=45 0 and -45 0 while its laterial throw calculated when 6=0°.
Vertical rise of the jet above the valve is calculated as a simple
projectile subject to gravity and neglecting air friction to yield a
conservative value.
(b)Potential Plunging Depth of Jet(s)Into railwater Pool
As part of the feasibility studies of the Watana and Devil Canyon develop-
ments,a study was made by Acres on the scour hole development below
high head spillways,and the results therefrom have been used to estimate
the potential plunging of the jets from the fixed cone valves into
tailwater.Figure 5.2 presents a definition sketch for the study
carried out for a typical flip bucket spillway configuration.I~may
be readily observed that significant differences exist between a "solid"
jet leaving a flip bucket and the diffused discharge jet from the fixed-.
cone valves in the available energy and its concentration in the jet
for scouring downstream or plunging into the tailwater pool.Equation
(5)was developed in the above men~ioned studies to estimate scour
depth for a solid jet:
y =0.24 qO.65 HO.32 (5 )
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It is assumed that spills from Watana will get completely mixed in the
Devil Canyon storage during their passage through 26 miles of reservoir
and that no supersaturation would build up in the reservoir due toWatanaspi11s.
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Table.6.1 presents the results of the analyses carried out to aS$ess the
performance of the fixed cone valves at the proposed Watana and Devil Canyon
developments in relation to the potential gas supersaturation of spill waters.
Figures 6.1 and 6.2 present the jet interference pattern and the areas of
impingement.
Estimated supersaturation in the spill discharges with,a recurrence interval
of 1 in 50 years is 101%at Watana and 102%at Devil Canyon.For more
frequent spills,these concentrations are expected to be somewhat lower due
to lower intensity of spill discharge and consequent lower plunge in the
tailwater pool.For spills of rarer frequency,the main chute spillway will
operate leading to potentially greater supersaturation in the downstream
discharges.
Results of spill temperature analysis is presented in Appendix B.
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Devil Canyon Valves'
Upper Lever'Lower Leve l '\1
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550 564
378 228
...-112,250-83,400-·
173,250
78 102 90
6 4 3
4,000 5,800 5,100
1,560 1,050 930
105 170 50
508 365 450
45 45 45
Watana Valves
91
676
351
..J45,200
221,300
359
TABLE 6.1 -RESULTS OF ANALYSES
Diameter of fixed cone valves-inches
Number of valves
Design capacity-cfs
Elevation of valve centerline-ft
Elevation above average tailwater-ft
Net head (h n)at the valve·ft
Angle of valve discharge with
horizontal-degrees (assumed)
2.Jet Geometry
Longitudinal throw-near edge-ft
Longitudinal throw-far edge-ft
Lateral throw-ft
IJ11pil1gel1l~nt ~rgg.of ..s i ng Ie .J.et ..ft2
Impingement area of all jets-ft2
Maximum fall of jet (H)-ft
3.Jet Characteristics
.Description
1.Valve Parameters
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Design valve discharge-cfs 24,000 38,500
Assumed simultaneous power flow-cfs 7,000 3,500
Total downstream discharge-cfs 31,000 42,000
Assumed gas concentration in power
flow-percent and valve discharge at valve-%100.0 100.0
/.:.Maximum gas concentration in valve
(.,:".discharge below dam-%100.9 101 .9
'-<::..'
Maximum gas concentration in total
downstream discharge-%100.7 101.7
Average intensity of discharge of
single jet cfs/ft 2 0.028 0.052 0.061-~-~---~~---------"..-,.•._.__..,--~-~'-~------'----'------'-----'--,---------------,.,_..------~---------~-----··--·MaxTrilUm··lnTens·lty~qrrwhen·anI~!~_....6 x 0.028 .4)L·O.5.2.±_.3x!.06.L =0...39.1..--._.areoperafing ·cfsTf..·f2····················-·;;0.168 ----.
Estimated plunge depth-ft 0.3
4.Supersaturation Estimates'(1:50 year flood)
1.7 -CONCLUSIONSi
.1.The analyses described above indicate that the proposed fixed-cone valves
/'would adequately prevent serious gas supersaturation in spill waters up to
a recurrence interval of 1:50 years.
~2.Several assumptions have had to be made in the analyses with respect to
jet characteristics and its potential plunge into tailwater pool..Field
test results available are only indicative of the valve perfonnance.In
particular,the configuration of the proposed valves set high above the
tailwater pool and their free discharge with the atmosphere differ signi-
ficantly from the Lake Comanche dam arrangement and the TVA test facility.
In view of the nature of analyses and lack of precedence for the proposed
valve arrangement,it is recommended that a physical model study be
carried out to confirm the perfonnance of the valves.
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REFERENCES
1.Gorham,F.P.,The Gas Bubble Disease of Fish and Its Cause,Bull.U.S.
Fish Comm.19(1899):33-37.
2~Ebel,W.J.,Supersaturation of Nitr0gen in the Columbla River and Its
Effect on Salmon and Steel head Trout,U.S.Fish and Wildlife Service,
Fish Bull. 68:1-11.
3.U.S.Department of the Army,Engineering and Design,Nitrogen Super-
saturation,ETL-lllO-2-239,September 1978.
4.Tennessee Valley Authority,Progress Report on Aeration Efficiency of
Howell Bunger Valves,Report No.0-6728,August 1968.
5.Acres,Susitna Hydroelectric Project,Scour Hole Development Downstream
of High Head Dams,March 1982.
6.Ecological Analysts Inc.,California,Lake Comanche Dissolved Nitrogen
Study,June 1982 (see Appendix A).
7.Acres,Susitna Hydroelectric Project,Feasibility Report,March 1982.
-------------8.---U.S.-Depar-tment---of...the-I-nter-ior-,-Des ..i-gn-of.-Smal-l--Dams,-Bul"'eau.-of-----------.-.-.,
--··----------------Red-amat;-on,-vlater'-··ResouTces-·-re-chn-ica-l---Pub"1-icat'i-on-;-l9il"~"---'~-'-------"-'---..,
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ALASKA POwER l\UTHOBITY lHSfOhSE---------------.
TO AGENCY COMMEN1S C~LICENSE
APPLICATICN;~EEEEE~CE TC
CO .1':MEN '.1 (S):C • 6 2 ,1.373
SUSITNA HYDROELECTRIC PROJECT
HYPOTHETICAL DAM -BREAK ANALYSES
TASK 3 -HYDROLOGY
MARCH 1982
Prepared by:
•
"---__ALASKA POWE R AUTHOR ITY __---'
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
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TASK 3.05 -FLOOD STUDIES
SUBTASK 3.05(iv)
HYPOTHETICAL DAM BREAK ANALYSES -CLOSEOUT REPORT
TABLE OF CONTENTS
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7.1 -Conclusions .
7 -CONCLUS IONS •••••••••.•••••••••••••••••••••••••••••••••••••••••••
2 -SUMMAR Y .•..••..•..••...••.••0 ••••••••••••••••••••••••••••••••••••
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3 -SCOPE OF WORK ••••••.•..•••••••••••••••••••••••••••••••••••••••••
4 -HYPOTHETICAL DAM FAILURE SCENAR lOS ••••.•••••••••••••••••••••••••
4.1 -Hypothetical Watana Dam Failure .••.•.•••••••••••••••••••••
4.2 -Hypothetical Devil Canyon Dam Failure •••••••••••••••••••••
4.3 -Hypothetical Domino Type Failure .4~-4....Hy pofnefi caT .~afarfa·COffe·faam FaiT uf e.:::.:::::...........
LIST OF TABLES
LIST OF FIGURES
1 -INTRODUCTION •••..••...•••••.••.•.•...•••••••••••••••••••••••.•••
1.1 -Basi s for Study •••••••••••••••••••••••••••••••••••••••••••
1.2 -Report Contents ••.•••••.••••••••••••••••••••••••••••••••••
5 ~TECHNICAL METHODOLOGy •••••••••••••••••••••••••••••••••••••••••••
5.1 -Dam Break Computer Program Selection ••••••••••••••••••••••
5.2 -Breach Dimensions and Time of Failure ..
5.3 -Geometric Model •••••••••••••••••••••••••••••••••••••••••••
1-1
1-1
1-1
2-1
3-1
4-1
4-1
4-1
4-24...-2 ....
5-1
5 ...1
5-1
5-2
6 -ANALYSES OF DAM BREAK FLOOD WAVES •••••••••••••••••••••••••••••••6-1
6.1 -Watana Fail ure Analyses •••••••••••••••••••••••••••••••••••6-1
....___._6-".2.~_JleY i J_CjUly.o_I'L.£.aiiure_An aJy.s.e.s.___•.•.•..u _._.•__.._6~L .
6.3 -Domino Failure Analyses •••••••••••••.•••••••••••••••••••••6-1
6.4 -Watana Cofferdam Failure Analyses ••••••••••••••••••.••••••6-1
6.5 -Sensitivity Analysis Discussion .•.••••••••••••••..••••••••6-1
7-1
7-1
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TABLE OF CONTENTS (Cont1d)
BIBLIOGRAPHY
APPE~DIX A -Excerpt From DAMBRK:The NWS Dam Break Flood Forecasting Model
APPENDIX B -Sample DAMBRK Output
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LIST OF TABLES
Devil Canyon Dam Break Analyses Summary Table .
Domino Failure Analyses Summary Table .
Watana Cofferdam Fail ure Analyses Summary Table .
Number
6.1
6.2
6.3
6.4
Title
Watana Dam-Break Analyses Summary Table ..............
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LIST OF FIGURES
Talkeetna Cross Section ••••••••.•.•.••...•••••••.•.••.•.••6-6
Indian River Cross Section,Curry Cross Section .••.•.••..•6-4
Gold Creek Cross Section,Trapper Creek Cross Section •..••6-5
Watana Dam Break Hydrograph Superposed on the PMF
Hydrograph •••••...•..••.••••••••••••••...••••••••..•.•••••6-7
Watana Dam Break Hydrograph .••••••••••.••.•••••••••••••.••6-8
Devil Canyon Dam Break Hydrograph .•••••••••••••••••.••••••6-9
Domi no Dam Break Hydrograph •••••.••••••.••••••••.••.•.••••6-10
Watana Cofferd am Dam Break Hydrograph •••••.•••••••••••••••6-11
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Number
3.1
5.1
6.1
6.2
6.3
6.4
6.5
6.6
6.7
6.8
Titl e
Locat i on Map
Breach Defi nit i on Sketch ••••••••••••.•••••••••.•..•..•..••
3-2
5-3
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3 -SCOPE OF WORK
The objectives of this study are to analyze extreme cases of flood waves
produced by hypothetical fail ures of the proposed dams of the Sus itna
Hydroelectric Project.Tre analyses are carried out over the reach of the
Susitna River from the most upstream point in the reservoir of the dam being
considered to the confluence of Trapper Creek,approximately 5 miles downstream
from Talkeetna (see Figure 3.1).
To satisfy the study objectives,the work was organized and carried out in the
fa 11 owi ng manner:
Scenarios of worst case hypothetical dam failures were postulated for the
Watana dam,the Devil Canyon dam,the Watana upstream cofferdam,and a domino
type failure of both the Watana and Devil Canyon dams.
- A dam break computer program was selected to assist in analyses.
-Final dam breach dimensions and time of breach formation were estimated for
each scenario.
-DQY(l1s1r§Lam y__al1ey__to_pographical.and-vegetat ivei nformationwereassembl-e-d-and
the geometric models were prepared.
-Dam break hydrographs were developed and routed downstream.Peak flood el eva-
tions,time to peak,and peak discharges were determined at various downstream
l.ocations for each of the postul ated fai 1ures.
-Th est udy .was com p1et ed wi !h.~an.MYs e_Lo_Ltbe~LOut.ed-h~dr-ogr-aph-s-and--a-eompar-i----
son-()f-floocr-wav~crest levels in the river reach under dam break and probable
maximLm flood conditions together with the 50 year flood conditions.
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4 -HYPOTHETICAL DAM FAILURE SCENARIOS
Earth/rockfill dams are extremely safe structures capable of safely withstanding
severe seismic shaking.The structure is normally designed to slump during a
severe earthquake without being overtopped.As with all major water retaining
structures,the safety of the development is also dependent on the performance
of properly designed spillway facilities to safely discharge severe floods.
Should spillway facilities not perform satisfactorily during a major seismic
event (they are normally very conservatively designed to do so),there is a risk
of overtopping of the earth/rockfill dam which could lead to a breach and
subsequent failure.
Concrete dams are also extremely safe structures capable of safely withstanding
severe seismic shaking and flood conditions.However,there is a very remote
possibility of a flood of unforeseen magnitude occurring simultaneously with
severe seismic shaking which together with spillway malfunction might lead to
overtopping of the dam and under extremely adverse conditions,breaching of the
structure.
Four hypothetical dam failure scenarios which create extreme conditions in the
river reach have been postulated.The probabi lityof any of these scenarios
actually occuring is considered to be extremely small,but still not equal to
zero.The hypothetical dam failure scenarios are described below.
4.1 -Hypothetical Watana Dam Failure
The remote possibility of a failure at Watana would have to be based on a
combination of unlikelY,events ...cgt'_stygy p_urp.oses these.ev.ents·ar-eassumed as·-
fol-l·o\·rs:·prio~rt6 the construct i on of the Devi 1 Canyon dam,a major earthquake
and a Probable Maximum Flood (PMF)simultaneously occur at Watana.All normal
outflow facilities are inoperable and only the emergency spillway is left to
discharge flows from the reservoir.Seismic activity causes the Watana dam to
slump to a crest elevation of 2205.The rockfi 11 dam catastrophic fai lure is
initiated when the reservoir level is three above over the crest level (El.
2208).
ar y,at Devil Canyon the following combination of unlikely events is
assumed:The Devil Canyon arch dam fails during a PMF routed through the Watana
reservoir.All of the Devil Canyon dam normal outflow facilities are inoperable
and only the emergency spillway discharges flows downstream.The Devil Canyon
arch dam failure is initiated when the Devil Canyon reservoir reaches the
maximum level or when thirty feet of water is flo.wingover the arch dam,
whichevero~curs first.Failure of the saddle dam is not considered since this
cas~wouldproduce }O'NE:I'"di scharges and water levelsbeldw the da.m compared to
the failure of the arch dam.
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4.3 -Hypothetical Domino Type Failures
In this case,the following combination of unlikely events is assumed:This
scenario is a combination of the Watana and Devil Canyon failure scenarios.The
Watana dam failure triggers a·failure of the Devil Canyon arch dam.The Watana
dam failure is the same as that postulated in Section 4.1 followed by Devil
Canyon arch dam failure as postulated in Section 4.2.The Devil Canyon
reservoir level at which catastrophic failure begins is that level which is
determined during the analysis of the hypothetical Devil Canyon dam failure.
4.4 -Hypothetical Watana Cofferdam Failure
In this case,the following scenario is assumed:The upstream Watana cofferdam
fails during a fifty year flood.The diversion tunnels are sufficiently
obstructed to raise the pool level three feet over the dam crest.The cofferdam
crest elevation is 1545 and catastrophic failure is initiated at a pool level of
1548.
4-2
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5 -TECHNICAL METHODOLOGY
The technical methodology employed yields the most accurate results reasonably
achievable given the constraints of the problem.Thi.s methodology employs
state-or-the-art analysis of the problem and is described in the following
sections.
5.1 -Dam Break Computer Program Selection .
The National Weather Service (NWS)dam break flood forecasting model,"DAMBRK,"
by Dr.Danny Fread (2)was selected to model the hypothetical dam fai lures.
McMahon (4),United States Geological Survey (5),and others have judged this
model to be the best dam break model currently available.The NWS DAMBRK model
includes an extremely versatile dynamic flood routing program which·solves the
Saint Venant equations by implicit finite difference techniques.
The dam break hydrograph is developed internally by the Fread method.The
hydrograph is dependent on the final breach shape and the time over which the
breach develops.Specific breach input parameters are bottom width,bottom
elevation,side slopes,and time of failure (see Figure 5.1).
The program requires minimal river cross section data.Of major importance is
river slope,roughness,and valley geometry.DAMBRK interpolates cross sections
at intervals as needed and specified by the user.This capability is nearly
essential for numerical stability requires that the distance between cross
sections be approximately equal to the product of the wave speed and the time
step used in the analysis.
TOdeferminethe hypothetical fai lure pool level of the Devi 1 Canyon arch dam
discussed in Section 4.2,the Modified'Puls method,a storage routing technique
based on the continuity principle,was employed to rout the PMF through the
Watana and the Devil Canyon reservoirs.This method was also used to determine
the point on the PMF hydrograph at which the hypothetical Watana dam failure
commences.The ~IDdified Puls routing was accomplished with an Acres'in-house
computer program.
-~-5.a-~Breach--Dimens+on s~andT i me of Failure .
The final breach geometry is specified in DAMBRK by bottom width,bottom eleva-
tion,and side slopes which must be equal on both sides.The natural channel
width and elevation at the sites have been used as breach dimensions.Breach
side slopes are assumed to be one horizontal to one vertical for an earth/
rockfill dam and the average valley slope for the arch dam.
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Development_of the breach commences when the pool level is equal to or greater
than the assumed failure elevation.Breach progression is directly related to (\
the ratio of the time passed since start of failure to the total duration of I'
fai lure,or "time of fai lure".The time of fai lure pertains to only the
c~tastrophic event and not to the ~elatively lower antecedant discharges.Dam '..·.1
break hydrographs can be very sensitive to the time of failure.Unfortunately,\
there is no method available to accurately determine time of failures.Time of
failures may be either crUdely estimated based on erosion characteristics of the "!
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dam and/or determined as that time which would produce a-hydraul ically instanta-
neous failure.The unreliability of time of failure prediction necessitated a
sensitivity analysis.Watana dam time of failures of 2.5 hours and 3.0 hours
were analyzed.These times are based on a'conservative estimate of time
required to erode approximately 49 million cubic yards of material.Devil
Canyon time of failures of 0.4 hours and 0.5 hours were analyzed.A Watana
cofferdam time of failure of 0.5 hours was assumed.The domino failure scenario
is based on a Watana time of failure of 2.5 hours and a Devil Canyon time of
failure of 0.5 hours.
5.3 -Geometric Model
A simplified geometric model representative of the river valley is input into
DAMBRK.Cross sections are required only at significant changes in river slope
or valley cross section.Eight elevations and corresponding valley widths are
input to define each river cross section.Additional sections are created in
the model by interpolation.Surface roughness is expressed as the Manning
coefficient lin"and input for each reach defined by the original sections.
The majority of cross section information was taken from United States Geologi-
cal Survey quadrangle maps with a hori zontal scale of 1:63360 and 100 foot
contour interval s upstream of the Town of Chase and 50 foot interval s downstream
of Chase.r-bre detai 1ed river vall ey topograph ical i nformat ion is avail ab 1e
only in the vicinity of Devil Canyon and Watana.
To define the downstream cross section geometry it is desirable to have more
detailed information than currently available.This is especially true in the
vicinity of Talkeetna where the river valley width is in the range of two to
three miles and only 50.foot contour intervals are available.Nevertheless,the
available topographical information is sufficient to analyze flood waves with
reasonable accuracy.
The Manning coefficients were predicted for the reaches of the Susitna River.
Manning's coefficient calculations for the over-bank area are based on bottom
friction and drag from partially submerged obstructions (6).Composite II nll
~alues were determined using the assumption of equal velocity across the section
(1).Preliminary DAMBRK runs showed that in a few reaches the flow regime
changed with time from subcritical to supercritical and back to subcritical as
the dam break flood wave passed through a reach.At numerous secti ons,the
Froude nLmber became so 1arge that math em at ical nonconvergence occurred in the
computer run or the computed flow area at a cross section became zero.To
eliminate modeling problems due to supercritical·flow in a subcritical run,it
is common practice to either alter the cross section geometry or increase the
lin"value (3).Thus,in a nunber of reaches,the II nll values were increased to
values above the predicted lin"value.The artifically high "n"values tend to
reduce the speed of the wave and increase the depth of flow in the reach.The
DAMBRK output has been adjusted slightly in an attempt to smooth errors created
by computer modeling limitations.
5-2
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I FAILURE ELEVATION
-'-_2~---
/'.~lY'"'/ /"/~/l'".,.(INTERMEDIATE /{
"/"BREACH '~"T SHAPES /"/".//~,,!/~n-/
~i 4 BOTTOM ELEVATION
I1-c'BDnDM WIDTH
BREACH DEFINITION SKETCH
fiGURE 5.1
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6 -ANALYSES OF DAM BREAK FLOOD WAVES
Dam break hydrographs have been dynamically routed down the Susitna River to the
confluence of Trapper Creek which is approximately 5 miles downstream from
Talkeetna.Peak flood levels,peak discharges,and time to peak were determined
along the river.The following sections summarize the study results and discuss
sensitivity of the analysis to time of failure assumed.'
Peak dam break flood levels are compared to the PMF and 50 year flood levels
at selected cross sections and shown graphically in Figures 6.1,6.2 and 6.3.
6.1 -Watana Failure Analyses
The hypothetical Watana dam break was analyzed for failure times of 3.0 hours
and 2.5 hours.The Watana dam break hydrograph superposed on the PMF hydrograph
is shown in Figure 6.4.The Watana dam break hydrograph at Watana and Talkeetna
is shown in Figure 6.5.Maximum stage,flow rate,velocity,and time to peak
stage are given in Table 6.1 at six locations along the Susitna River.
6.2 -Devil Canyon Failure Analyses
The hypothetical Devil Canyon dam break was analyzed for failure times of 0.5
hours and 0.4 hours.The Devil Canyon dam break hydrograph at Devil Canyon and
Talkeetna is shown in Figure 6.6.Maximum stage,flow rates,velocities,and
times to peak stage are given in Table 6.2.
6.3 -Domino Failure Analyses
The hypothetical domino type failure analysis is based on failure times of 2.5
hours and 0.5 hours at Watana and Devil Canyon,respectively.The dam break
hydrograph at the Devil Canyon dam and Talkeetna is shown in Figure 6.7.Maxi-
mum stage,flow rates,velocities,and times to peak stage are given in Table
6.3.
6.4 -Watana Cofferdam Failure Analysis
The hypothetical Watana cofferdam failure analysis is based on a failure time of
0.5 hours.The Watana cofferdam hydrograph at Watana and Talkeetna is shown in
Figure 6.8.Maximum stage,flow rates,velocities,and times to peak stage are
given in Table 6.4.
6.5 -Sensitivity Analysis Discussion
The sensitivity analysis conducted revealed that the failure times chosen give
results not significantly different from those for hydraulically instantanous
failure times.Both the Devil Canyon and Watana peak discharges increased only
slightly with reduced failure times.Differences in downstream effects are not
discernible over the range of failure times tested ..However,since much longer
failure times would be outside of the hydraulically instantanous failure range,
they should significantly reduce the downstream affects of dam failure.
6-1
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T1BLE 6.1:WATANA DAMIBREAK ANALYSES SUMMARY TABLE
'Maximum State (ft)
Time to Peak
Location Maximum flow (efs)'Maximum Velocit~(fps)Stage (hr)PMf Stage (ft)
(1).2)(1)(2)(1)( )(1)(2)
Watana N~A.N.A.42,624,000 40,464,!000 76 7J N.A. N.A. N.A.
Indian River 126 125 30,121,000 29,390,\000 63 63 3.9 4.3 22
Gold Creek 179 177 29,980,000 29,239,,000 40 39 4.2 4.6 31
Curry 205 203
I 27,939,000 27,439,;000 62 62 4.5 4.9 53
ITalkeetna7777 26,331,000 25,992,POO 16 17 5.4 5.7 25
Trapper Creek 85 85 126,175,000 25,910,000 21 21 5.9 6.2 15
(1)2.5 hour ti~e of failure
(2)3.0 hour ti~e of failure
I
I 'TABLf~!6.2:DEVIL CANYON DAM BREAK ANALYSES SUMMARY TABLE
Location MaximUm State (ft)
j'(1)2)
Dev 11 Canyon N.A. N.A.
Indian River 7J 7J
Gold Creek 103 103
Curry 112 112
Talkeetna 42 42
Trapper Creek !56 56
(1)0.4 hour time of failure
(2)0.5 hour tinie of failure
N.A.-Not Applie~ble
Maximum flow (efs)
1·····n~~-{2J
~l,453,OOO 10,963,000
9,054,000 9,116,000
8,512,000 8,598,qOO
6,391,000 6,408,000
5,271,000 5,274,000
4,608,000 4,609,QOO
Time to Peak
Maximum Velocit~(fps)Stsge (hr)PMfSt IIge (ft)
(1)•()(1)(2)
60 59 N.A.N.A.N.A.
43 43 0.8 0.9 22
31 31 0.8 1.0 31
37 37 1.9 1.9 53
9 9 3.3 3.3 25
8 8 4.1 4.2 15
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TABLE 6.3:DOMINO fAILURE ANALYSES SUMMARY TABLE
Maximum St age MaximLfll flow Maximum Velocity Time to Peak PMf Stage
Location (Ft)(cfa)(Fps)Stage (hr)(ft)
Watana N.A.42,587,000 75 N.A.N.A.
Dev 11 Canyon 579 31,112,000 90 3.6 N.A.
Indian River 128 31,036,000 64 3.8 22
Gold Creek 183 30,853,000 39 4.1 31
Curry 208 28,991,000 63 4.3 53
Talkeetna 79 27,553,000 17 5.2 25
Trapper Creek 86 27,457,000 21 5.7 15
TABLE 6.4:WATANA COffERDAM fAILURE ANALYSE SUMMARY TABLE
Maximum State Maximum flow Maximum Velocity Time to Peak 50 Yr flood
Location (ft)(cfa)(fpa)Stage (hr)Stage (ft)
Watana N.A.469,800 19 N.A.N.A.
Indian River 1B 321,400 15 5.0 3
Gold Creek 27 323,700 12 5.3 9
Curry 30 298,400 21 7.2 18
Talkeetna 11 290,000 6 10.1 7
Trapper Creek 11 354,900 6 10.8 5
N.A.-,Not Applicable
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7OO~----.-.----___!!__----~----....,I,-----~-----.l.--'o 2 3 4 5 6
DISTANCE (THOUSAND FEET)
INDIAN RIVER CROSS SECTION
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LEGEND
D()~INQ _FA.II"LJ~;_bl;:Ya.• ••• • •
WATANA FAILURE LEVEl ------
._._-~--
DEVIL CANYON-FAILURE LiVEl.---
NATURAl.PMF LEVEL
50 YEAR FLOOD LEVEl -.-.-
4
6..4
2
DISTANCE (THOUSAND
CURRY CROSS SECT!ON
5SO
SOOr---------------------r-.......,
DOMINO FAILURE LEVEL • • • • • •
WATANA FAILURE LEVEl.------
DEVIL CANYON FAR.URE LEVEl.---
NATURAL PMF LEVEL
50 YEAR FLOOD LEVEL -.-.-
LEGEND
a734 5 6
DISTANCE (THOUSAND FEET)
..:
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800z
0
~>750IJJ
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700
650
0
GOLD CREEK CROSS SECTION
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LI.
---------------------
250 <-_....--'-'--_..L-_"""'-_--'-__"--_..J-_...._-..J__"--_....._...I.._--'-_---'
o 4 6 a 12 14 16 18 20 22 24 26 28 32
D1STANCE (THOUSAND pEET)
TRAPPER CREEK CROSS SECTION
6-5 FIGURE ElZI j~lm I
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350
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300 I I I ,I ,I I I I I I
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DISTANCE (THOUSAND FEET)
LEGEND
DOMINO FAILURE LEVEL'••1 •i••
WATANA FAILURE LEVEL
DEVIL CANYONi FAILURE LEVEL
NATURAL PMF LEVEL
50 YEAR FLOOD LEVEL
TALKEETNAi CROSS SECTION
FIGURE 6.3 [iii]
~--;,----'-~-----":------.----'"---''--~-~--'------:.J.----"----"'-------~
p..'~.
42.7 .......-------------------------------.,
....--WATANA DAM BREAK
PEAK FLOW 42.59 MILLION C.F.5.
AT WATANA DAM SITE
42.5
42.4
42.3
-42.2
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0.4
0.3
0.2
0.1
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0 2 3 4 5 6
TIME (DAYS)
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i..•.WATANA DAM BREAK HYDROGRAPH
SUPERPOSED ON THE PMF HYDROGRAPH
6-7 FIGURE 6.41 M~R I
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FIGURE 6.5 !iil
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TALKEETNA
65
DAM SITE
4
TIME (HOURS)
WATANA DAM BREAK HYDROGRAPH
44
4°
1
",TIME OF FAIWRE
36
32
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DEV IL CANYON DAM SITE
TALKEETNA
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TIME «HOURS)
1.50.5
O'I I I I I I I I I I
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DEVIL CANYON DAM BREAK HYDROGRAPH
fiGURE 6.6 !iii
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DEVIL CANYON DAM SITE
4
TIM~«HOURS»
DEVIL CANYON 11
"M.Of fAlWft.\
!
\
WATANA TIME Of fAILUR~
32
30
28
26
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en 22
u.:
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U)20
z
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:J 18
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0
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~12it.
10
8
6
4
2
0
L
0
DOMINO DAM ~REAK HYDROGRAPH
FIGURE 6.7.
':-'..-----,.t ._----'--/.:::>----/',-----------/.;-~'--'-_:'---'~.~.....:----/.'---~.:.',---,/~.-----:;
--.--~~.~
-,-----:,.':3
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WATANA DAM SITE
\8
L TiNE OF FAILURE
TALKEETNA
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TIME r HOURS)
WATANA COFFERDAM DAM BREAK HYDROGRAPH FI~RE 6811~m I
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7 -CONCLUSIONS
7.1 -Conclusions
The conclusions of this study are:
-The hypothetical dam failure at Watana produces a peak flood level at
Tal keetna 52 feet above the 1evel wh ich would be produced by the PMF.
-The hypothetical dam failure at Devil Canyon produces a peak flood level at
Talkeetna 17 feet above the level which would be produced by the PMF.
The hypothetical domino failure downstream effects are not significantly
different from those of the Watana dam failing prior to the construction of
the Devil Canyon dam.
-The hypothetical failure effects of Devil Canyon dam failing singly are less
devastating than those of the failure of Watana singly.
-The Devil Canyon dam will fail if the Watana dam fails.
-Peak discharges and elevations produced by the hypothetical Watana cofferdam
failure are less than those which would be produced by the PMF but
approx imately 4 feet higher than the 50 year flood at Tal keetna.
- A period of approximately 5 hours would elapse between initiation of a failure
at Watana and the arrival of the flood peak at Tal keetna.Addit ional time
_ITIig.ht_b_e_av_aLtabJe __prtor_tothe ··-fa-i-l-ur-e with···appro pri-ate-Hood-andoth-erevent-
warni ng syst ens.
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BIBLIOGRAPHY
Fread,D.L.,personal communication,December 12,1981.
McMahon,G.F.,"Developing Dam-Break Flood Zone Ordinance",Journal of the
Water Resources Planning and Management Division,October 1981,page
461..
1.Chow,V.T.,Open Channel Hydraulics,McGraw Hi 11,1959.
Fread,D.L.,"DAMBRK:The NWS Dam-Break Flood Forecasting Model,"Office of
Hydrology,National Weather Service,Silver Spring,MO,February 10,
1981.
United States Geological Survey,Water-Resources Investigations 80-44,
IIEvaluation of Selected Dam-Break Flood-Wave Models by Using Fie,ld
Data",NTIS PB 81-115776,August 1980.
6.Pennsylvania State University College of Engineering,"Analytical
Techniques for Dam-Break Analysis With Application to Computer Programs
HEC-1 and DMBRK-Short Course",July 1981.
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APPENDIX A
EXCERPT FROM DAMBRK:THE NWS DAM-BREAK
FLOOD FORECASTING MODEL (2)
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FlOOD FORECASTING HODEL
D.L.Fread
Office of Hydrology"Nat:ionaJ.l1eather Service (Nt-lS)
Silver Spring.Maryland 20910
FeBruary 10,198~
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cataSfropli:ic flash flooding occurs ...hen.a d.a.m is breached and t:he
impounded tilater escapes through the breach into the downstream.valley.
UsualJ.y the response t::Lme avcd.la.ble:for wa:tIling is m'Q.C.h shorter than
for precipitat:i.au-rtmof:f floods.Dam failures are often caused by •
overtcpping of the dam.due to inadequate·spillway capad.ty durlng large
iDflows to the reservoir f'T:Olll heavy precipitation runoff.Damfa:iJ.ures
'11lJ!lY also be ca.used by seepage or piping through the dam or a10ng intern.a.l
conduits,slope embankment slides,earthquake damage and liquefaction
of earthen dams from earthquakes,and landslide-generated waves ~I:h:tn
the'reservoir..Middlebrooks (1952)describes earthen.dam.fa:ilures
occurring within the U.S.prlor to 1951.J'ohnson and nles (1976)
SU1!JlDClrize 300 dam fa:f.lures throughout the world.
The potential for,catastrophic floodmg due to dam failures has ,
recently been brought.to the Nation's attention by several.dam failures
such as the Buffalo Creek coal.~te dam,the Toccoa Dam,the Teton
Dam,and the Laurel Run Dam.A report:by the U.S.Army (1975)gives
an inventory of .the Nation's approximately 50;000 dams 'With heights
greater than :zs:ft.or storage volumes in axc'ess of 50 o acre-ft.The
report also c.la.ssifies some 20,000 of these as being fI so located
that:·failure of the dam could result in loss of human 1ife and
apprecia9le property damage•••••1
o '
'!'he Nationa1.'Weather Service oms)has the responSibility to
adv1s~the public:of dOm1Stream flood.ing yhen there is a failure of
a dam.Although this type of flood has many similarities to floods
produced.by precipitation runoff,the dam-break flood has some very
important differences which make it difficult to analyze with the
common techniques which have worked so well for the precipitation-
runoff floods.To aid M1S flash flood hydrologists who are called
upon to forecast the downstream flooding (flood inundation :i.nforca-
tion and warning times)resulting from dam-fa:i.lures,a numerical lllodal
(DM!BRK)has been recently developed.Herein is presented an outline
of the model's theoretical basis,its predictive capabilities,and
yays of utiJ.i.zing the model for forecasting of dam-brea.k floods.
Ihe.~mRK mode.l may also be used for a multitude of purposes by
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I
planners.~liesignei:'s,.and analysts yho are concerned 'CoTith possible
future or historical flood inut1dation mapping due to dam-break.floods
and/or reservoir spill":Jay floods"or any specified.flood hydrograpb.
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The DAMBRX.model att:~pts to rep~esent the current.state-of-the-
art :in underst.anding of dam.failu:res and the utilization.of hydro-
dynamic:theory to,predict the dam-break wave f or.c:tati.otJ.and dmmstream
progressioa.The model has ;r.tde applicability;it:can function.Yith
various levels of :input data ranging froI:1 rough est::i.m.a.tes to complete.
data spee.ifica.tian.;the required data is readily ac::cessible;and it
is economically feasible to use,i.e."it requires a minjmal compu-
tation.effort em.large cccput::i.ng;facilities.
The J:rIiOdel consists of three ftmCtiona..l parts,namely:(1)de-
scription of the dam failure mode,i.e.,the temporal and geometrical '
descrlpd.on of the breach;(2)computation of the time h:f.story.
(hydrog:rapb)of the outflov through the breach as af~ected by the
breach description,reservoir ihflo'fol)reservoir st:orage characteristics"
spillway outflows"and dcw"'nstream tailwater elevations;and
(3)routing of the outflO'fol hydrograph through ;he dOw"nst:ream valley
:i.norder·to determine the changes in the hydrograpn due"to valley
stoiage,frictional resist:ance,downstreac bridges or dams,and to
determine the resulting water surface elevat~ons.(stages)and flood-
":Jave'travel t1mes •.
DAMBRX.is aD.expanded version of a practical.operational model
first .pr==ent:e~in 1977 by .the author ..(Fread)1977).'l11atmodel ..was .
casenonpreviOuS ~ork by-tfjeautliOr·onmodeliIi'gbreached dams (Fread
and Ha.rbaugh~1973)and routing of flood yaves (Fread)1974,1976).,
There have been a number of other operational dam-break model.sthaa:
have appeared recently in.the literatu.re,e.g.,Price,et.al.(1977),
Gundlach and Thomas (1977):t ThaDas (1977),Keefer and Simons (1977l~
Chen and Druf£el (1977)~Balloffet,et al.(1914),Balloffet (1977),
Browa.and Rogers (1977),Rajar (1978),Brevard and Theurer (1979).
D~!BRK differs frOll1 each of these models in the treat1:1ent of the breach
--fomat;[on-;-tne -outflcw-Iiydrograph-genera:tiOti;-and·-the"dowstream.fid~ci·_....rout:ffig~-------.--...---------------.------..-....
6.SUMMARY,AND CONCLUSIO~IS
A datl1""break._.floodforecastingmodel.(DAMBRK)is -desc"r:fJ:i'edand
applied to some actual dam-break flood waves.The model consists
of a breach component ~hich utilizes simple pa;rameters to provide
a temporal and geometrical description of the breach.A second com-'
ponenteomputes the reservoir outflo,",hydrograph resulting from the
breach via a broad-crested weir-flo,",approximation,'ilhich includes
effects of submergence from downstream tailwater depths and corrections
for approach vel.ocit:Les..Also,the effects of storage depletion and
upstream inflo'ilS on the computed outflO'fol hydrograph are accounted
,foJ:througlt storage routing within the ·reservoir..The third comp onett1:
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consists Cl.f·~'"dynamic.routing tec.lm.ique for determining the modifications
to the dam-break.flood wave as it.advances through the downstream
valleY'i'including its travel time and resulting water surface elevations.
The dynamic routing component is based on a weighted,four-point non-
linear finite difference solution of the one-di:mensional equations
of unsteady flow which allows va.ria.ble t:ime and distance steps to
be used in the solution procedureo PrOVisions are included for rout-
ing superc.ritical flows as well as subcrit.:f.c:alflows,and incorporating
the effects of downst4eam obstructions such as road-bridge embankments
and/or other dams.
MOdel data requirements are flexible,allowing minimal data input
..men 12:is not.ava:Uab1e while permit.ting extensive data co be used.
when a.ppropriate.
'!he mode1 yas tested.0%1 the Teton Dam.failure and the 'Buff.a.l.o
Creek coaJ........,;a.ste dam colla-pse.Computed out.flO'lJ volumes through the
breaches coincided.rlth the observed values in magnitude and t:imi:c.g.
Observed peak discharges a..lcug the dm.'"t1Sr.ream valleys yere sad.sfac-
tori.ly reproduc.ed by the medel even though the fl0t7d Y3Ves ':Jere
severely attenuated as they advanced dOWl1St:ream.'n1e computed peak.
f~ood.elevaticms ~e YitlD.a.an average of 1.5 f1:and 1.8 it:of the
observed.ma:dmum ele.vatiOn.s for Teton and Buffalo Creek,res-peeti.vel.y.
Both the Tetea and Buffalo Creek.siculation5 iudica.ted.an important.
lack of sensitivity of downst1:e.am eU.scha:rge'to errors in the for~a.st
of the,breach size and timing.Such errors produced sigrdficant.
cli.fferenc:es in the peak discharge in the vid:c.ity of the dams;how-
ever,the differex::u:.e.s ...era·rapidly reduc~as the waves advanced
dcmnstte.am.Computaticmal requirements o£the model.are qu:Lte feasible;
CPU dme (IBM 360/l.95)was 0.005 second per hr per m:fJ.e of protocype
dimensions for tha Tetcu Dam.s:f.muI.a.tion,and 0 ..095 second.per hr per
mile far the Buffalo Creek.s:im:ulatiou.'!he more rapi.d..ly rising BuffaJ.o
Creek.~ve ('t'::II o.ooa hr as compared.to Teton where T ::II 1 ..2.5 hr)
required smaller ~t and A:t:.computational.steps;however,total.compu-
tation t::imes (Buffalo:l.9 see and TetctL:18 sec)were sim.:i:.lar since
the BuffaJ.o Creek -;wave atte.nua.ted to insignific.ant values in a shorter
distance downst4eam and in less time than the Tetoa.flood wave.
Suggested wys for using the DAi.'!B'RK model in.preparati.on of pre-
computed flood infarmatiaa and in real-cime forecasting were presented.
_.._.-~-_.._-~..._.....~-_._----_...._--~-_.._--_.__..~----~----~-_.-.~-~----_.._~_..__.._-~-_...------~..---~_.._---------------.._._-~_._--------------------
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APPENDIX B
SAMPLE DAMBRKOUTPUT
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TV C050UT.OUT
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CROSB-SECTION HUI1I1ER 14
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CROSS-SECTION NUMBER 18
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21 144.00 412.00 20 2.70 10.37
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i.:L.....5 .XlLI'"1:57.373 ~(lIUe 316.54 lI'Oe 316.51 K"2
l"l44 Xllla 157.047 Y(lIUa 318.9:•.lI'Oa 310.06 1\111 2
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l=137 XIU-154.760 )'(lIU"336.16 11:0=3J5.99 K=3
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l-132 xU.I"153.127 Y(lIL)-347.93 II~"347.90 K..2 j
II l=131 XIU-152.000 11'1:111.1"319.65 110 ..350.29 K"3
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l"129 XIlI"152.275 YOIU"350.02 110 ..352.71 K=4
y I'j l"120 Xlll-152.013 Y(IIU-350.52 110=352.09 1\:4 :~V lal27 XIUa 151.750 YOIU"351.40 110=353.27 1(-4
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I :.1 l-l24 Xille 150.963 VOIU-357013 11O-350.98 K"3 "
f,l=123 lIIU ..150.700 YlllUe 359.39 11'0·.359.05 1\..3 ',I""122 XIU-150.430 YOIU-361.60 110 ..361.2...K"3IF:"/
l-121 XIlI ..150.175 YOIU-364.00 110=363.53 1\-3 ..
i'i ""120 Xll)"149.913 hlL)-366.J4 110=365.01 1\"3
"=119 XIU ..149.650 YlHU"360.71 II~'360.17 K=3
I,l;'110 XIlI"149.300 YOIll-371011 110 ..370.52 K-3
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I'l=116 XIlI-"'0.063 Y(IIU"37....00 III)-375.32 K..3
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I.=114 XIU-140.140 'tOIU-304.29 1I0 a 302.95 Ka 3
1'1 l=l13 XIUa 147 ....00 V(lIU"309.73 110=300.45 K=1
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l.e lOO XIU="'5.300 YIIIll=415.28 1I0=-414.93 K-J
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l"101 XIU"n9.SS7 HIIll-460.74 lIit=467.51 K=3 :1,,1.~100 XII.I"IJO.606 Y(II11-175.10 II~=474.1 J K=J
l·99 XIU =IJ7.014 Yrllll=401-.50 110=400.50 K"J;l"98 XIll=136.943 "(I(U"487.96 110"486.00 K-3~":l l=97 Xq.I"136.071 YllIUa 494.49 110 ..493.30 K'"Jj.',!l=96 lIlll=IJ5.200 '(['11.1-501.12 110"49'1.00 K-J I
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teo 92 XIll=131.600 Y[l1L 1=530.76 110"536.68 K-J
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I.-12 XliLl"56.000 y'IHU"1531.00 110=1610.45 K=7 i~!..,L ..II ')(IL)"49.000 '1'[111U =1659.46 1111=1667.36 K=4
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1 =B XI,U-30.541 V![IIL1=1903.""110"1097.37 K=4hI.'"7 XIL)-26.001 V,OIU-lH2.04 lid-19H.45 K=3 ..La 6 XI,U=21.622 yi(lIU"1995.04 liD"1993.4'6 1\=3I'L"5 )({>U-170162 yiOIU-20,10.14 110-2039.25 K=3..L ..4 XIL)-12.703 V![o(Ua 2000.06 110=2007.30 K=3 ",..
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V 1."'141 XI'U"156.067 V!OIU-326.33 110-3:u..tl K"3 "
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1.=130 XILI =155.087 y,OIL)-333.72 1Il1=333.53 K=3
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110-33ft.99ilILe137154.760 V,OIU-336.16 Ka 3 !.,I r l-136 X/Lle 154.433 ViOIU-330.57 110 ..3:18.44 1\-2
LR 135 XIU"154.107 Yilo(1.)-3:10.96 110-340.87 K=2,1.-134 X(U=153.780 ~rl(Ll=343.32 110"'343.27 K=2 '.I'I 1."'133 XI,U"153.453 VIOIU"3:15.64 110"3"15.64 K:It :!
I'110='..r'I.e 132 'X IL)"153.127 ViOIU ..:1~H.93 317.98 1\-2 1ft
I'L=131 X(U ..152.800 Yr[lIU-3:19.65 110"350.29 1\=3
I";L=130 XILl"152.538 '{[IIUe 349.77 110 ..3~jl'96 K"4 .,
1.-129 X(U-152.275 YrOIU"3riO.02 1I0 a 352.71 1\"4 "J L=128 ,XII.)..152.013 YtOIU-:150.52 IUI=352.89 K=..k l"127 'XCI.)"151.750 Vi IIIU "351.48 IlIi-353.27 K"".:1iileJ26IXILl"151.488 VioeUa 353.00 1I0 a 3:i ...00 K"3
L-125 :XCl)'"151.225 Y,(IIU-3ft4.96 110-355.24 Kc 3,!l=124 iX~Ua 150.963 V(IlU-357013 110=356.98 K=3r..l"123 'XIU"150.700 ~[IIU-359.39 110 ..359.05 K=3
1.1::122 'XIU-150.438 yrll U-361.68 110=361.26 K=3 ...!.!1.-121 X(Uc l:iO.175 Yt0IU-361.00 1111"36:1.53 1\..3 ~:I!.L=120 'X(Ue 149.913 yClll)=366.34 110=365.04 K'"3 "
1.'"119 'XtUe 149.650 -(IOIU=368;71 110=368.17 K-3 ':iI'I."II 8 'XIUe 149.388 -(('ILl=371011 110-370.52 K=3
I:';1."117 IXtU=149.125 V,Oll)-373.54 110-37::!.91 K=3 ~:JL:116 IY,IU=148.863 Y;OIU'"376.00 110-375.32 K=J
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l.e l13 'XIU,.147.600 "rIIL)=309.73 110=31l8.45 1\=4
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1."10<-Ixil )"144.460 Y[I(l)"425.18 111'1""124.00 1\"3
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l-99 XII.I-137.011 VI'lll ="81.50 110-4011.50 I<e 3I'"l-90 XIU-136.943 ¥II(1.1 =187.96 110 'i06.80 t(=3 I~I:,l-97 XII.)e 136.071 YI'I l)-191.49 110-493.30 K-3
t-96 XUI-13::;.200 VI'ltl-:;0 I.12 110=0499.DO t(=3
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L"'Ii XIUa 133.140 ¥lolll e :';18.05 110 •::;17.95 1(-3 I'.l.-93 Xll.)-132.::;60 VI'I l)·528.71 110-526.81 K=3
L~92 )(IU-131.680 YOIU-538.76 110-5H.60 1(=3 I'
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L-91 XIU-130.000 VlIIl)-519.10 110 0 546.64 1(-3 l'1.-90 XII.)-130.255 VI'II.I-5::;5.11 110-553.03 I(a :1
I-89 Xll,I-129.711)YIHU-~:-,9.09 110-S60.~1
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I L-87 XIl)-128.620 Yl'IL)-566.19 110-569.26 K&4
l-86 XIU-120.075 HIU-569.5'0 110-::;7:2.01 K-4~. I ':tL-85 XIL)-127.:0;30 ¥l'IU-571.06 110-576.111 1(&3
I"l..0 ..XIl)-126.985 Yl'IU-570.42 1I0~500.42 t(-4
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L-03 XIl )-126 ....0 YOIU-fo03.03 110-581.6"K-3 .--...
l-02 XIU-125.895 VI'IL )-587.83 110-509.13 Ke 3,L-01 XII )..125.350 YIHU-592.71 110-,593.03 t(-3'"
l=00 XIl)"124.805 VI'IUa 597.75 110·590.60 1<=3 _.
Ii 1.=79 XIU-124.260 YOIU-602.02 110-60:1.65 I\e 3IIIIL-70 XIU-123.715 YOIU-607.95 110=600.69 1<-3 '.JI I,l=77 XIU-123.170 VI'll I-613.13 1I0 a 613.79 K'"3
Y LI L-76 XIL)-122.625 YIIIlI-618.34 110-610.9"1\=3 .
"i II L-75 XIU'"122.000 VI.IU-623.59 110-621.1"l K=3
I:Ln 7 ..XIlI-121.535 YOIU-620.07 110-6:19.37 1<=3,.I L=73 XIU-120.990 YOIL..-1034.17 1I0a 634.63 1<=3 o'
j .'L=72 XIU-120.145 YOIU-bl9.49 110-639.92 1<-3I,L-71 XIl)"tt9.900 Y(llll-614.03 1I0 a '645.23 1\-3 ~IiLL=70 XIU-119.550 VlolL )-6"9.42 110=619.71 K-3
I.a 69 XIL)-119.200 Y('IUa 651.2 ..110=6:;4.25 K=2
I L-68 XIU-110.850 YI'IL )-659.05 110-658.95 1\:If 2 :1"L-67 XIUa 110.500 VI'll I-663.07 110=663.77 K-2
I La 66 XIU-110.150 ¥l'IL I-660.69 110=660.59 1\=:2 ':1
L=65'XIl)a tt7.000 Y('IU-673.51 110"673.41 t\=-2 ~IH
L-6-t XIU-117.450 H'IL 1=678.JJ 110-670.22 t(-2
L-63 XILI-117.100 YOIU=603.15 1111=683.01 i'=2
L"62 Xlll-116.750 HILI-607.97 110-687.86 K-2 <1I'L-61 XIlI-116."00 YOIll-6i'2.80 110"692.69 t\-2j':L-60 X'I L I"116.050 Y(lILI-697.63 110"697.51 1\::.:2 '~I
L-59 XIlI-115.700 H'IL I-702."5 liD"702.3"1\-2 :~r:La 58 XllI-115.350 Y1Hl)-707.28 110=707.16 1\-2r"I'L-S7 X11.)-115.000 YIIIl)-712011 liD"71t.99 t\a 2I:L=56 XIL I a Ili.650 HILI"716.95 110=716.82 K"2"
~i L-55 XII.I-114.300 YIIIL )..721.70 110-721.65 t(=2
La 5i XIL)-113.950 'rOILI=726.62 110"7~6.19 K=2 I
0 I.-53 XIU-113.600 VI'IL I-731 ...5 110=731.32 1\-2
I.-52 XII.)-113.250 H.IL 1=736.29 110=736.16 K=2 'jj,.,La 51 XILI-112.900 Y/'IU-711.l3 IIn~HI.OO "Q 2 .L"50 XIL)-112.120 YIIIU~756.31 110=755.09 K"3
La ·15'XIlie 111.340 VI'".I-769.99 1I0 a 769.72 K=2
Le.40 XIU-110.560 YII(L Ie 784.34 110=701.15 K=2
La 47 XII.I=109.700 Y(tILl-790.42 110"798.16 t\z 2
I Le 46 XILI-109.000 YI'llI=012.65 110 .012.30 t(=2"1 I.-45 XIll=107.700 YIJlL I"011.30 110-832.54 K-1
Le H XILI-106.-100 YOIll&860.06 110 '8:;6.97 t(=3II"13 XII 1=105.100 YIIII.1=007.07 110=81H .00 K=3.."l --12 Xlll =103.000 YlI(L 1=11.1.91 110=903.97 1.=3.I"11 XIU=103.267 '(III l)=9~'8.31 1I0 a 917.0"t("..I-L"..0 XII I"10:.'.73J H'llI=939.2]110-'1:n.ft ~ft\.,
1=39 XIU ,.102.200 '{I'{t I-5'19.73 llIli=911.7'1 D.'.I
.,~r 1 ~~.'-..-'.""'1 r'~.-.,~:'~';J r~"?":.,JQI.8~1)i i~(4)=.I
L.'";Sa )ttL,);"JI.J ~~.t»..IJ.Q ..11./'1'1.()t)1<.=0L~31 X0.)=99.750 I [lill.)-14:;4.98 '110=1499.00 K"1r:L=36 ,XlLl ..97.700 I [HllLl"1"55.00 '110"1520.99 Ke 1
"~.r.!1.==35 XlLlr.96.150 i [HIlU·1155.01 \io=1508.H K"4LJj~L"34 XlL)-94.600 i [¥lIIU·1455.02 '110=1502.63 K"4 tJriL=33 XII.)·93.050 i ['([llLl-l-t55.04 '110=1502.64 K"4
::II."32 XlU·91.500 i i '([II U"1455.08 '110"1502.66 1\-1
II Le 31 XlLl=89.633 i i 'I'll II.)=1455.12 '110=1518.60 K"4
;110='.l'i La 30 XlL)"87.767 i'l'lilL)"1455 ..7 1526.60 K=..
'1"lc 29 XlU·85.900 [nlU"1155.25 110=ar.?6.65 K=1,L"28 XlL)e 8 ••360 i '([I(U =1155.35 '110=1501.84 K=..I
L=27 XlLl·82.820 :l'([llu.1155.45 tiD-...89.50 K..4
L=26 XlLl-81.2801 !H,I(U"1455.57 '110=1489.60 K='I
i:Lr.25 XlU-79.740 i !'I'OlLl"1155.,.110-1189.71 K=1 :L"2.XlL)..78.200 i I '([llU"1156.05 110=1489.86 K=1 ,~
110.I.1'1 I.-23 XlU·77.220 I i Y(I(U.Hf,6.67 1481.50 K"4 . I
I·L-22 XlL)-76.240 i !'!'P(U ..1158.58 110=1477.66 K..4 I
!:L"21 XlI.)-75.260 i IYl)lU..-165.02 110 ..1178.93 K"4 jL=20 X(L)-74.280 I [nlU=1179.79 110"1483.10 K"3 .'L"19 XlU-73.300 I I'I'(IIU"1496.79 110"1493.71 K"3 "'j'XIL)"72 ..725 i ,
1496.61 K..4
;'1
L"18 .HilL)"1505.02 110"
I 1.=17 XlU-72.150 i l'I'(IlU-1510.59 110=1502.78 K"4
f"-L=16 XIL)=71.575 IYliIUc 1515.46 110=1509.68 K"3
l."15 XIl)-71.000 inlU-1:i;!0.30 lao-1511.90 K"31';L-14 Xll)c 70.500 IYl)lUc 2208.01 110 ..2213.01 1'''0
to I..13 XlL)-63.000 i inllU-2208.01 ItO ..2213.01 Kc 3
L·12 XlU-56.000 I [YOlU"2200.01 lao-2301.76 1'''4 'JI...II XlU-49.000 i IVl)lU·,2200.01 ho-2344.89 K"4 .._._.._-.'
9 i I L-10 XlU-42.000 I I nIlL)-2208.01 110 ..23 .....89 K..4
~H L"9 XlL)·35.000 IYl)lU-2200,(H lio:,2;144.09 K..5 !~IL-0 XIU-30.541 lYOIU·2208.01 110 ..2300.78 1'-4 '......--_..-!i I L=7 XlU-26.001 [YIIIU-2208.01 iao-2270.73 K=4aI'L-6 X(L)"21.622 iYI)IU-2208.01 Ito-2270.73 1'..4
n L..:I XlL)"17.162 iVOlU-2208.02 lio"2278.73 1\-1 .---_....-..~_.._..
II ,L-4 XIU ..12.703 j IYl)lU-27.08.0.3 110-2270.73 /\'"5
V I Lz 3 XIL)z 8.243 iytllL)-2208.08 110=2278.74 /\~5I.I .L"2 XIU'"3.784 iyO(u ..2208.38 ito ..2270.77 K"5 •
..._.~..._--.~--~.._..!:L"a il(u=0.000 i [Y(IIU~2218.54 ilo ..2271.80 K"5 (-
XI I):i ,,"I '1'(1(1)YHORIH I)•.I I O.OOi 2218.54 2226.18 [-.
E',2 3.70,2200.38 2101.7"I[i 3 8.24 2208.08 2133.28 I "..12.70 2208.03 2088.01.Iu:;17.16 2200.02 2038 ....[':.-1:I 6 21.62 2208.01 1995.0"',
7 26.08 2208.01 1942.01 I .;·1(J 30.54 2208.01 1903.14 [,..9 35.00 2208.01 1044.0:5 I ::1~.:10 42.00 2208.01 176~.a~iIt49.00 2208.01 165~.4~I ~j17-56.00 2208.01 153J:.o~[i,.1
IJ 63.00 2200.0J 1529,.09,[::11470.50 :!20a.Ol 1520.30 [15 7LOO 1~20.JO 1520,30 [''11671.5f!J515.16 1515.46 [I,
17 72.15 '1510,59 151~•.5~[
1'11072.73,1505.02 1505.02 I1973.30 '1496.79 149~.8~[I207.4.28 1479.79 1"791·9~I :'1 ;21 7,:>,26 1465.02 1462;.4~I ..:.1 22 76.24 14~8.58 1445,.11 I io
'..II 2J 7].22 1156.67 I 127!.9~!1./"21 7.8.20 14::;6.05 1110,"~[.I'-25 79.71 1155.74 13891.35
:16 01.20 1455.57 1368.46
:'7 112.82 1455.15 IH~.3~
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r 1 I ..,1 E';';".,~:7fl.B /}.I/.3..-Isr..>../1 Z4..70 I :I'·.•
:~'I lI:i.90 .4::;5.:~5 1279.:U Ir\,:10 Ill.]}1455.17 1256.77
:U 119.63 145:;.12 1210 ....•.·mL1iJ291.50 I ..~:;.OB 1102.66 if]3]93.05 1 ..55.0 ..1151.93 I
II_!
Jo\V".60 1-4S5.02 1120.69 .,
15 96.15 1455.01 1009.U I
36 97.70 .155.00 1060.12 !37 V9.75 145 ...90 999.41
I,·38 101.80 1455.00 949.73
39 J02.:!O 9"9.73 'Ii 9 •73
40 102.73 939.23 9J'l.23
"41 103.27 929.34 929.34
42 10J.00 913.94 913.9"tI ,
"43 105.10 807.07 887.07
H 106.40 060.86 060.06 I-45 107.70 9 ....30 941.30
46 109.00 912.65 812.6$j.
17 109.79 799.42 799.42
I 49 110.56 784.34 79 ...34 i
II 19 111.34 769.99 769.99 II:I,
50 112.12 756.31 756.31 i {
51 112.90 741.13 ",".13 '1:I 52 113.25 736:29 736.29 ;.:.,:U IIJ.60 731.45 731.45
!1II54,13.9$726.62 726.62
~j:S 114.30 721.79 721.78
II i 56 114.65 716.95 716.95 .,
Y 57 115.00 712.11 712.11 ·:1
I I $0 115.35 707.28 707.28
"I59115.70 702.45 702.45 I.
I 60 116.05 697.63 697.63 ··1
I
61 116.40 692.80 692.90 .,"1.',62 116.75 687.97 687.97
t.:J 117 ..0 683.15 603.15 "
64 117.45 670.ll 670.33
I_65 II 7.80 673.51 673.51
66 118.15 668.69 668.69 ;~I
-67 110.50 663.97 663.97 -,-
J
i 69 118.95 659.05 659.05
69 119 .20 654.24 654.24 --r:.
70 119.55 649.42 649.42.i 11 119.90 6H.93 6H.03 '~
72 120.H 639.49 639.49 'J73120.99 63'1.17 634 ..7
'"I:!1.53 629.97 628.97
;75 122.09 623 .59 623.59 ..,
I'...
76 122.62 619.34 610.34 i·1
77 123.17 613.13 613.13 ,.~
78 123.71 607.95 607.95 "',,1
79 12;".26 602.82 602.92 I
90 124.90 597.75 597.75 I
i ~III 12:1.35 592.74 592.'"i82125.89 587.81 597.03
03 1:!6.H 5113.03 593.0J
(14 126.90 570.U 578.12.115 127.53 57 ...06 574.06
06 129.07 569.99 569.99....,
07 120.62 566.19 566.19 '..I,00 1:!9.16 562.63 562.63 ·1
'II 09 129.71 559.09 559.09 .;fI90IJo.25 555.11 55~.11
,-'II 130.110 549.10 5,19.10 I
92 JJ 1.69 5311.76 530.76
93 132.56 ~28.7n 520.71
0.0400 ITERR ..0
2218.5 OUIIi)=i 428500.0 YUII/)-314.18 FIWI1=0.1.8 lFR"I FRH"O.OO IFI1=13
0.0400 ITERR"I
2218.5 OU(H)-I 429697.0 YU(H)..314.10 ffWI1"0.68 IfR=I FRH-O.OO Ifl1-IJ
I
0.0'100 11E~R =1
2210.5 OUU/)=429601.2 YIHN)=314.1R FIWII=0.68 (FR=I FRI1=O.OO IFI1"13
I 'H rn.....,.SIb.IS.>.s,~.c¥
95 13-1032 500.98 500.90
(i I jrO,96 135.20 501.12 ::'01.12
97 d6.07 49ot.49 49~.49LI:::98 136.94 497.96 487.96
lj:i 99 aJ~.el 401.50 40A.50
III 100 130.69 475.10 47::;'10
rI 101 139 .56 HO.74 46~.74
102 140.43 462.30 462.30P103141.30 455.49 455.49
1114 142.65 443.72 44:1.72
1115 IH.oo 430.10 430.10
106 IH·46 425.10 425.18:107 141.92 420.22 420.22
"100 1,,5.30 415.20 415.28
""I:;'
109 145.04 410.35 410.35
110 146.30 405.41 405.41
III 146.76 400.39 400.39
112 1~7.22 395.21 395.21
113 Ip.68 399.73 30y.73
114 148.14 384.29 30~.29I115148.60 370.50 --378.50
i-116 1~9.06 376.00 376.00
I 117 149.13 373,54 37*.5~
118 1~9.39 371.II 371.11
I-Il'J 149.65 368.71 3613.71
120 I ~~.91 366.34 361..34
121 llio.18 364.00 36~.0~
Y H 1~2 1;i~.44 361.69 361.69
~123 150.70 359.39 359.39,124 150.96 357.13 357.13
I'125 15i.23 354.96 35~.91.
~i;126 1::;1.49 353.00 353.00
127 15!.75 351.48 351.48
I,128 152.01 350.52 350.52II:129 152.28 350.02 350.02
130 152.5"349.77 349.77
!!131 152.00 349.65 349.65.
I\.i2 1:'iJ.13 347.93 347.93
133 tii3.45 345.64 34~.64
134 153.78 343.32 ~:g::;Ii 135 154.II 340.96
136 I:H.43 330.57 338.57d1371~4.76 336.16 336"~,,
33a.72j',138 155.09 333.72
155.41 I '139 331.27 331.27
f;140 lli5.74 328.80 328.80
141 156.07 3:!6.33 32~.3ls
142 156.39 323.81.323.81.
!I 143 156.72 321.10 321.40
I 'I'i IH 157.05 318.95 318.95
145 157.37 316.54 3Ib.5~
146 157.70 314.18 31~.1~,,IT z i ;0.0000 (ITIt ,,'
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I
i.PROFILE OF Ck£6T6 AIIO TINES FOR SUSI'"A RIVER
~ELOU NULIIPI_E fAILURES ,..
I'
'/II RVR NILE "AX ELEu "AX flO~TINE NAX NAX VEl NAX VEL FLOOI'El EV I JNF FI 000 HEu
II FRON .'AH (FT)(CFS)ElEuCIIR)(fI/SEC)IHIIIIR)(rr )(ltf():1'•"UHUH HUut ..............uu .........un o ..t .....Utuu...........
II -.: I 0.000 2228.27 257611 2.800 11.33 7.72 0.00 0.00 II-
i I 3.781 2208.40 317065 0.480 9.56 6 t'o 0.00 0.00 ,:1·I!....
y 0.213 2208.09 6215~6 0.100 8.69 5.92 0.00 0.00
I 12.703 2200.03 1117660 0.600 9.99 6.01 0.00 0.00 .1
I J7.162 2200.02 1910650 0.240 II .&7 7.6,}0.00 0.00 .:te21.622 2200.02 2920112 0.200 12.53 0.51 0.00 0.00
5 I::
26.001 2200.01 1234050 0.120 11.96 10.20 0.00 0.00
30.511 2208.02 5901127 0.200 17."7 11.91 0.00 0.00 •I 35.000 2200.02 7950011 0.200 17.35 11.03 0.00 0.00
!42.000 2200.03 IH~0996 0.120 10.00 12.07 0.00 0.00 :1I19.000 2200.03 18725301 0.010 J6.99 11.58 0.00 0.00 ':.!•56.000 2200.02 26391240 0.000 15.35 10.H 0.00 0.00
63.000 2200.01 35471500 0.000 13.96 9.5?0.00 0.00 -,r·'170.501)2200.01 42507424 0.000 62.18 42.40 0.00 0.00 '.1 tI.!!71.000 1007.19 U507424 2.520 75.10 51.26 0.00 0.00
.!Ii 71.575 18(,2.00 42517012 2.610 62.07 42.06 0.00 0.00
72.150 IO ..~.13 42417681 2.080 53.73 36.6"0.00 0.00 '!•72.72S 1834.87 42101500 2.960 <46.34 31.59 0.00 0.00.~73.300 1827.47 41820912 3.000 39.98 27.26 0.00 0.00i.:74.200 1819.]1 412]4012 3.040 ]7.01 25.2]0.00 0.00 :.,-75.260 101]016 10152496 ].000 34 .17 23.]0 0.00 0.00.-76.240 1000.46 39507136 3.000 ]0 ~46 20.77 0.00 0.00
\.77.220 1001.92 30556228 3.120 27.15 IO.7:!0.00 0,00 ;.~70.200 1002.10 37447756 3.120 24.53 16.72 0.00 0.00
79.740 1797.23 35802200 3.120 24.93 17.00 0.00 0.00
OI.:UIO 1791.10 34552012 3.160 25.66 17.50 0.00 0.00 t02.020 1782.83 33866440 3.200 27.12 10.69 0.00 0.00
U4.360 1770.60 33424950 3.200 31.75 21.64 0.00 0.00
1 05.900 1718.72 33102712 3.200 40.40 27.60 0.00 0.00 »~87.767 1l27.&3 32738712 3.320 10.28 27.46 O.OH 0.00
I 99.633 1701.16 3::!J71l]50 3.400 40.77 27.80 0.00 0.00
5 91.500 1678.24 31986112 3.410 41.7J :?8."S 0.00 0.00 .::;
I.93.0:50 1655,93 31726170 3.-140 12.10 28.70 0.00 0.00 ·191.600 1633.45 31497282 ].480 42.J8 28.09 O.IlO 0.00 .,
96.1:50 1610.53 31329138 3.520 n.ll 29.40 0.00 0.00 I"'II I.97 •.700 1507.09 312:?IIIB 3.520 41.0]JO.02 0.00 0.00
99.7::;0 1554.81 :U 140230 3.520 46.18 ]1.69 0.00 0.00 J'.
101.000 1486.]8 .J1111910 :J.520 60.02 ·10.97 0.00 0.00
102.200 139:1.66 ]1111910 3.560 89.69 {,LI!}'0.00 0.00
r-~~,....,..-.-,..--.-,r -'r-----,....----..-....~:-J r:--'l r::--~,oz .._I ,;..."'•...3 ....nil.!.3.~..y •',,,•..d ...•/'O 0.",,,,c.J.Io'V
10J.267'1287.H~Jl106220 3.560 79.59 54.27 0.00 0.00 ~~.Ir',P 10J.800 1252.4J Jll04928 3.560 69."5 47.:~:i 0.00 0.00
105.100'1187.22 ..3110710~3.600 60.15 .ol1.01 0.00 0.00[II!106.400 1130.05 31095154 3.600 54.05 36.85 0.00 0.00 f ,I
107.700 1075.58 Jl002102 3.6"0 50:,5J J4.45 0.00 0.00t,.1 1 109.000 976.75 31084596 3.640 65.95 "".97 o.em 0.00
I·!
109.700 960.00 Jl082242 J.640 50.40 39.87 0.00 0.00
110.560 942.65 31074044 3.600 53.34 36.36 0.00 0.00 J::!.!"
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1 i
PROfILE Of 'CRESTS AND Tjl"~s fOR sUSITHA RIVER I
I
b ~ELOU "ULjIPiE fAILURES -.-
J
.1 RVR "ILE flAX ELEV "AX fLOW 'TI"E "t'tX tlllX VEL "AX VEl-flOOD ELEV TUIE flOOP ELEV1 \fRO"[IA"efTl ecrsl 1 :ELEVUIRI IfT/SECI (tll/HR)(fT )CtIro"1 ......UH vuuuu vuuv ..~.lun..u U"U"H v"UH"vUHun H'UH",.
::I : I
"I
Ill.340 925.22 31071096 3.600 49'.60 3J.82 0.00 0.00 -..-
."w rl 112.120 907.10 3106030~3.720 47.09 32011 0.00 0.00 !:~If 112.900 807.83 31036JJ"J.760 45.75 31.20 0.00 0.00
!'I I1J.250 882.69 Jl03920""3.800 45.86 31.26 0.00 0.00 ;
,.1 113.600 877.71 31025504 3.840 45.80 31.28 0.00 0.00 "
~I.j 113.950 072.84 ~~~:~:~~3.040 45.90 31.29 0.00 0.00 :~J'114.300 860.19 3.920 45.88 31.28 0.00 0.00
....,.
2 i 114.650 863.87 i~:~~:~~4.000 45.82 31.24 0.00 0.00IL115.000 859.90 4.040 45.52 Jl.04 0.00 0.00
':1I'!tl5.350 856.53 30898216:4.120 45.26 30.06 0.00 0.00
115.700 053.47 30853J74 4.120 4".88 30.60 0.00 0.00 I".116.050 050.76 30799250:4.160 41.39 30.27 0.00 0.00.-
I 116.400 048.33 30736224 4.200 H.79 29.86 0.00 0.00
H
116.750 846.19 306651761 4.200 43.09 29.38 0.0'0 0.00
117 .100 844.26 ~~~r~~~~1 4.200 4 ..99 28.63 0.0:0 0.00
fi 117.450 042.51 4.200 41.18 28.08 0.00 0.00
-117.800 840.9.ol 30437978 4.240 40.35 27.51 0.00 0.00 :'j!<I 110.150 039.51 303551021 '''.240 39~52 26.94 0.00 0.00 -,
I 110.•500 OJ8.20 30278678 4.240 38~40 26.18 0.00 0.00 IL118.850 OJ7.00 30201-3 761 4.240 37.61 25.64 0.00 0.00
119.200 835.80 •30123054 4.240 J6.05 25.13 0.00 0.00 :J119.550 034.04 J00519621 !4.240 35.89 24.17 0.00 0.00
101 n 119.900 8J3.86 29902134,I 4.240 35.21 24.00 0.00 0.00
1-'I"120.445 031.86 298769001 4.240 35.12 23.95 0.00 0.00 '.-.I 120.990 02~.83 297808041 4.240 35.2'1 24.06 0.00 0.00 'I!,121.535 027.75 29690360 4.240 35.29 24.06 0.00 0.00 "!122.080 8::!5.61 29606J821 4.240 35.52 24.22 0.00 0.00 "it.1:!2.625 823'"1 29530492 ,4.240 35.63 24.29 0.00 0.00 :.:I:!123.170 821.14 29458900,4.200 35.95 2.ol.51 0.00 0.00 I
123.715 1110.78 293969841 4.280 36.17 24.66 0.00 0.00
124.260 016.33 293374501 4.280 36.58 :!-t.94 0.00 0.00
~I,124.80::;01·3.76 :'9287806!4.280 36.94 25.19 0.00 0.00
125.350 811 .05 292396581 01.280 37.40 25.55 0.00 0.00
'25.895 008.19 ;>9200138 4.:!BO 37.99 25.90 0.00 0.00..,-126.4'10 1105.13 29162536 4.200 30.69 26.38 0.00 0.00 "'I 126.90:;001.84 291307661 4.200 39.40 26.06 0.00 0.00 !127.530 798.28 29102700 4.200 40.31 27.48 0.00 0.00 .J'.120.015 794.38 290761041 4.200 41.JO 28.16 0.00 0.00
128.6:.'0 790.0~;29056406 4.320 "2.53 20.99 0.00 0.00
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LI.;131.600 7~5.U7'"20976520 4.360 51.05 34.80 0.00 0.00 ,.132.560 747.25 20950014 4.360 51.39 35.01 0.00 0.00 I',ItI '
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Ij1'RVR HILE HflX ELEII tlAX FlOU TitlE "fiX tlflX VEL "AX vn fI 001'ELEV TItlE FLOOIJ ELEV,FRlI"f'A"CFn CCFU ELEVIIIR'CfT/SEC'1"III1R)IF"clm,I,."................................................u ...n'...........:..H·';'I
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136.071 669.67 20926030 4."00 66.07 4~.59 0.00 0.00
'i ,136.943 656.67 209193 ...4.400 64.00 4,"24 0.00 0.00
t •137.0'"644.80 20910270 4.400 62.74 42.78 0.00 0.00,,.
138.606 633.24 20906220 4.440 60.97 41.57 0.00 0.00 ,:139.557 623.00 20892542 4.520 59.01 40.23 0.00 0.00
~i:140.429 615.04 20063014 4.560 55.99 3B.17 0.00 0.00
'Il..-,,'W 141.300 610.7-1 2B031564 4.560 52.52 35.01 0.00 0.00 ,
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1.5"144.000 524.60 20794700 4.400 70.99 53.06 0.00 0.00
144.460 ~16.52 20796170 4.520 />3.IB 43.07 0.00 0.00 ,"144.920 507.73 20796070 4.520 54.09 36.BO 0.00 0.00
",145.JOO 499.24 2079665 ..1.520 40.03 32.75 0.00 0.00 :
145.040 491.16 2B795200 4.520 43.65 29.76 0.00 0.00 j,1-16.300 40J.44 2B793132 4.560 40.33 27.50 0.00 0.00j"H6.760 475.90 2B793992 4.560 37.76 25.75 0.00 0.00I..~117.220 460.65 20793024 4.560 35.70 24.39 0.00 0.00 .,
II 147.600 461.:n 2B790260 1.600 34 oJ4 23.41 0.00 0.00
140.140 4fo3.49 207B0042 4.600 33.57 22.09 0.00 0.00 jr,&148.600 444.43 207B6930 4.600 34.12 2J.26 0.00 0.00
·148.063 441.21 20701:756 4.640 33.16 22..61 0.00 0.00
I'149.12fo iJO.ll 20779500 1.760 32.25 21.99 0.00 0.00
I 149.300 43::0.71 2B765716 5.000 31.20 21.J3 0.00 0.00
149.650 434.07 20733760 5.120 30.10 :'0.5:~0.00 0.00
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I149.913 432.89 7.0675600 5.120 20.59 19.49 0.00 0.00 ~!150.175 -132.04 :;lR593000 5.160 26.59 10.13 0.00 0.00I150.430 431.42 28~92502 5.j 60 24.71 16.05 0.00 0.00 :,j
150.700 130.96 20377526 5.160 22.63 15.43 0.00 0.00
150.963 -130.61 20259338 5.160 20.80 14.24 0.00 0.00 ::t
151.22~4JO.35 28142114 ~.160 19.09 13.02 0.00 0.00 :i
1510480 130.15 20027026 5.160 17.49 11.9:'0.00 0.00
151.750 430.00 27917000 5.160 16.05 10.94 0.00 0.00 I
152.013 429.00 27012036 501 60 14.76 10.06 0.00 11.00 .!.....~'I J
I IS2.275 ..29.79 27717316 5.160 13.67 9.32 0.00 0.00
l:i:l.:iJR i29.72 27630332 5.160 12.62 0.60 0.00 0.00 ~.:r'1:;2 oIJOO 429.66 27:;~J4S:!5.160 I 1.60 7.'J6 0.00 0.00 ;.III 1:13.127 127.05 276990142 5.160 11.90 0.17 0.00 0.00.-15J.153 426.03 27632390 5.160 12.19 0.31 0.00 0.00 .I
A5J.780 114.14 27570476 5.200 12.U I},47 0.00 0.00
154.107 122.I?27535142 ~.~oo 12.66 Ill.63 0.00 0.00
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155.087 415.76 27157812 5.200 13.52 9.22 0.00 0.00
155.413 H3.30 27'144142 5.200 13.87 9.46 0.00 0.00
155.740 410.83 27438440 5.240 14.27 9.73 0.00 0.00
J56.067 408.06 27435J56 5.240 J'4.72 10.04 0.00 0.00
156.393 "05.02 274390JO 5.200 15.27 10.41 0.00 0.00
156.'720 401.5S 27444002 :;.200 15.95 10.87 0.00 0.00
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COm-1ENT I.375:
"Page E-3-25l:Item 8:We are concerned that illustrations
of mitigative design features are minimal and generally
limited to road construction without specific data on the
extent to which area materials will allow implementation of
the side-borrow or balanced cut-and-fill techniques.
Location maps should also be included for all mitigative
design features."
RESPONSE:
This suggestion regarding the inclusion of more
illustrations and location maps of mitigative design
features will be carried out in more refined versions of the
Mitigation Plan,especially as detailed engineering design
proceeds.Please refer to the Response to Comment I.378 for
additional discussion regarding the side borrow technique.
COMt"1ENT I.376 :
"Page E-3-25l:(b):The FWS supports funding and
implementation of mitigation concurrently with project
planning and construction.We are concerned that outlined
mitigation studies are generally limited to planning studies
with some follow-up monitoring (Table E-3-l77).Provisions
are lacking for implementing measures that will be
recommended through these study efforts.Please also see
our comments on Table E.3.l77."
RESPONSE:
The Mitigation Plan presented in FERC License Application
Section 3.4 is specific where detailed design and
construction planning have proceeded sufficiently and
conceptual where they have not.As stated on FERC License
Application page E-3-252,"as engineering design and
construction planning proceed,features of this mitigation
plan will be correspondingly .refined with respect to
specific locations,procedures and costs."The Power
Authority cannot locate the referenced comments on FERC
License Application Table E.3.l77.
COMMENT I.377:
"Page E-J-252:Paragraph 1 to 4:We recommend that the
Biological Stipulations included with our.comments as
Attachment A be made conditions of the FERC'license and
incorporated in any project contracts and bid specifi-
cations.
"With the exception of wetlands mitigation planning,we
concur with the mitigation objectives and framework.outlined
here.As stated previously in Sections 3.2.3 and 3.3.5,
inadequate identification of wetlands means that higher
priority mitigation options to avoid and minimize impacts
may now be more difficult to incorporate in project
planning.
"We believe that a mechanism and responsible parties should
be identified for ensuring that,'features of this
mitigation plan will be correspondingly refined with respect
to specific locations',procedures,and costs'as project
design and planning proceeds.".
RESPONSE:
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Also,many of the proposed stipulations are either
....._..___...9Ql].1:.:J::fl:9:.J._.c_t_QJ;:Y.Q:JLlJri1:.~nCl.pJ,.e_•......._~.__.__.____.
A.The Power Authority does not concur with the.DOI
recommendation that all Biological Stipulations
included in DOI Attachment A be made conditions of the
·----.--..·FERGLi:eense.·_·I--e·~s··--ehe--Power~Au·t;ho-rity-Ls·op-inion·t;ha·t-~-·
many of these conditions,or similar conditions,will
be stipulated in state,Federal and local permits
required for construction and operation of the Project.
That being the case,it is unnecessary that they become
FERC License conditions.
formal
in the
mechanisms
B.
~-:---=-~;::-;;;;-~--~--~-_.----_..._..._-_....See also Response to Comment I.425.
The Power Authority believes that several
mechanisms already exist which may result
refinement of the Mitigation Plan.These
are described below:
Application Process
Agency and public comments addressing the Mitigation
Plan in the License Application may be used to refine·
the Mitigation Plan.
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RESPONSE TO COMMENT I.377 (cont.):
NEPA Process
The Draft EIS will provide for agency and public
comment on project features and alternatives as well as
mitigation proposed for each.The Power Authority may
use those comments to further refine its Mitigation
Plan.
Settlement Process
The Power Authority has embarked upon an ambitious
settlement process the main emphasis of which is to
coordinate with agencies,local governments and
intervenors and arrive at a mutually agreeable
Mitigation Plan (see Response to Comment I.81).
FERC Hearing Process
If the NEPA process and the Settlement Process do not
result in a mutually acceptable Mitigation Plan,the
FERC may order hearings to address this issue.It is
the Power Authority's intention,however,to avoid
hearings to the maximum extent possible.
COMMENT I.378:
"Page E-3-252:(a)Direct Loss of Vegetation:We question
the estimated area for access borrow areas.According to
the following Section,(i),(page E-3-265,paragraphs 2 and
4)borrow needs could run from 90 to 180 acres the Denali
Highway-to-Watana road segment and from 50 to 100 acres for
the road between the Watana and Devil Canyon Dams.
Potential borrow needs for the railroad link,work pads,
airstrips,and camps/villages are not clearly identified,
and the size of potential spoil disposal areas are not
quantified.Our specific comments on the five mitigation
options follow under Sections (i)through (v)."
RESPONSE:
The preliminary inve$tigations performed in siting the
access roads to both Watana and Devil Canyon and the
railhead-railway for Devil Canyon established potential
borrow sites to be used in case sufficient material from
side borrow was not available.The definition of these
sites was to indicate the potential resources available
along the access routes.The upper limit on borrow areas
indicated in the Comment does not reflect the area that will
RESPONSE TO COMMENT I.378 (cont.):
be required.Similarly,the lower limit would also indicate
that each of the borrow sites identified would be utilized,
which mayor may not be the case.Optimum access siting
requires a balance between the length of access (volume of
material moved and placed)and the material haul lengths.
The siting of an acce~s maximizing the utilization of
material adjacent to the access can justify an increased
length and still be the most economical alternative.In
FERC License Application Figure E.3.37 potential borrow
sites are indicated along the alignments for the Watana
access road,the Devil Canyon access road and the railhead-
railway for Devil Canyon.The area requirements in hectares
for these three accesses including borrow sites are
presented in FERC License Application Table E.3.~44 (see
revised Table E.3.144 referenced in the Response to
Comment I.370).Site material not suitable for use in
access construction will be stockpiled until the borrow
operation is advanced well enough at the site so that the
spoil---rna terialcan be placed-intheused-borrow--area .This
spoil material will be shaped and graded so as not to affect
drainage and impact runoff water quality.
Borrow for construction camps and villages will be minimal,
the permanent village requirements principally for
landscaping can be obtained from borrow area D and quarry
-------~---~-------------s-i:-te--B..----Spo-i:l--from~the--construct±on~ca~ps~-thcatc~:cannot--be-------
incorporated in grading or landscaping can be spoiled in
des:i.gnat~d areas that lie within the impouIl<:1memi:zonE?Two
specific areas are designated on each of FERC License
Application Exh:i.l:>its F 35 and F 71.
COMMENT I.379:
-----------------:::-------------_.------._------------------------~------------~--~-----------_...
"Pages E-3-254 through E-3-275:(i)Minimization:The
discussion is limited by the:(1)inadequacy of wetlands
mapping (see our comments on Sections 3.2.3 and 3.3.5),and
(2)vegetation classification-which cannot be usefully
integrated with the wildlife impact analyses and mitigation
determinations.Without these items,it is impossible to
assess the adequacy of minimizing impacts -through siting."
RESPONSE:
The Power Authority anticipates that the DEIS will reason-
ably describe wetlands in the project area,classify vege-
tation as necessary and assess various mitigation options
and that the DEIS will summarize and incorporate prior
studies of these topics.
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COMMENT I.380 (underlined text):
"Page E-3-254 Last Paragraph through Page E-3-256:Paragraph
~:We recommend that the proposed temporary airstrip be
sited so that it can later be expanded to become the
permanent airstrip.This suggestion is compatible with the
applicant's recent request to fund ~.2500-foot temporary
airfield at the Watana base camp which would subsequently be
expanded to the 6000-foot airfield necessary during project
construction 3B-5/.
"We also recommehd consolidation of the Watana constuction
camp,village,and townsite.We note these facilities
(Exhibit F,Plate F35)are spread out corn pared to the Devil
Canyon camp and village (Exibit F,Plate F70).We also note
the Watana facilities are close to the environmentally
sensitive Deadman Creek area.Following remapping of
wetlands,the siting of Watana facilities should be
reviewed.
"The purpose and scheduled use of the circular road system
outlined in Exhibit F,Plate F35,between the emergency
spillway,Susitna River,and Tsusena Creek should be
explained.As we commented on the draft license
application,we have not had input into the decisions
regarding the type,administration or siting of the
construction camp,village,and townsite (Chapter 11,
W-3-046).We concur with the concept of common corridor
routing for the Watana-to-Gold Greek access and transmission
corridors although the map scale represented in Figures
E.3.39 and E.3.40 makes it difficult to evaluate those
project features.Consultation with resource agencies
during the on-ground planning of detailed project design may
indicate areas where winter movement of construction
equipment and materials is preferable to prevent impacts in
biologically sensitive areas.Please refer to our previous
comments on access for line maintenance,Section 3~3.4(b)."
"3B-5/Construction of Temporary Airfield at Watana.
Appendix 4 to Agenda Item IV,Action Item No.1,prepared
for the APA Board of Directors."
RESPONSE:
Refer to the Response to Comment I.92.
C9MMENT I.381 (underlined text)':
"Page E...,3-254.LastParagraphthrough PageE...,.3...,.256:Paragraph
2:We recomrnendthat'the proposedtempora.ry a.irstrip be
site-d so that it can later be expanded to become the
permanent airstrip.This suggestion is compatible with the
applicant's recent request to.fund a 2500-foot temporary
airfield at the Watana base camp which would subsequently be
expanded to the 6000-foot airfield necessary during project
construction 3B-5/..
"We also recommend consolidation of the Watana constuction
campjVillage,and townsite.We note these facilities
(Exhibit F,Plate F35)are spread out compared to the Devil
Canyon camp and village (Exibit F,Plate F70).We also note
the Watana facilities are close to the environmentally
sensitive Deadman Creek area.Following remapping of
wetlands,the siting of Watana facilities should be
reviewed •
....."1'hepurposearid scheduled use effhe circular reacl system
outlined in Exhibit F,Plate F35,between the emergency
spillway,Susitna River,and Tsusena Creek should be
explained.As we commented on the draft license
application,we have not had input into the decisions
regarding the type,administration or siting of the
constructioncamp,village,.and townsite (Chapter 11,
--.-.-~-.--..······~~~W;;;;3-;;;;O-4-6-)-.-We··concur wn:~t:JieconcepE of common"corrrdor--
routing for the Watana-to-Gold Greek access and transmission
corridors although the map scale represented in Figures
E.3.39 and E.3.40 makes it difficult to evaluate those
projebt features.Consultation with resource agencies
during the on-ground planning of detailed project design may
indicate areas where winter movement of construction
equipment and materials is preferable to prevent impacts in
..-..--.--.-....------.biological-Iy.s ens.it-ive..a.reas·.--·P.leaserefer--t0~ourprevi0us
......cDmmen.t.s~o.n_..a.cc.e.s.s __f.or_l.ine.-main.tenance_,Se.c.t.ion-3...-3.._4.Jh)-e-"-.--.
"3B-5/Construction of Temporary Airfield at Watana.
Appendix 4 to Agenda Item"IV,Action Item No.1,prepared
for the APA Board of Directors."
RESPONSE:
Refer to Response to Comment I.91 relative to combining the
Construction Camp,Village and Permanent Village.During
final layout of facilities,impacts on wetlands will be
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RESPONSE TO COMMENT I.381 (cont.):
minimized to the extent practical.
COMMENT I.382 (underlined text)~
"Page E-3-254 Last Paragraph through Page E-3-256:Paragraph
2:We recommend that the proposed temporary airstrip be
sited so that it can later be expanded to become the
permanent airstrip.This suggestion is compatible with the
applicant's recent request to fund a 2500-foot temporary
airfield at the Watana base camp which would subsequently be
expanded to the 6000-foot airfield necessary during project
construction 3B-5/.
"We also recommend consolidation of the Watana constuction
camp,village,and townsite.We note these facilities
(Exhibit F,Plate F35)are spread out compared to the Devil
Canyon camp and village (Exibit F,Plate F70).We also note
the Watana facilities are close to the environmentally
sensitive Deadman Creek area.Following remapping of
wetlands,the siting of Watana facilities should be
reviewed.
"The purpose and scheduled ~of the circular road system
outlined in Exhibit F,Plate F3S,between the emergency
spillway,Susitna River,and Tsusena Creek should be
explained.As ~commented ~the draft license .
application,we have not had input into the decisions
regarding the ~,administration 2E siting of the
construction camp,village,and townsite (Chapter 11,
W-3-046).We concur with the concept of common corridor
routing for the Watana-to-GoldGreek access and transmission
corridors although the map scale represented in Figures
E.3.39 and E.3.40 makes it difficult to evaluate those
project~atures.Consultation with resource agencies
during the on-ground planning of detailed project design may
indicate areas where winter movement of construction
equipment and materials is preferable to prevent impacts in
biologically sensitive areas.Please refer to our previous
comments on access for line maintenance,Section 3.3.4(b)."
"3B-S/Construction of Temporary Airfield at Watana.
Appendix 4 to Agenda Item IV,Action Item No.1,prepared
for the APA Board of Directors."
RESPONSE TO COMMENT I.382:
Please refer to the Responses to Comments I.92 and I.543
concerning airstrips.See the Responses to Comments I.380
and I.543 for Resp0nse to Comments on Construction Camp,
village and townsite.We also confirm that final siting of
these installations will take into consideration any
wetlands (see Response to Comment I.330).The "circular
road system outlined in Exhibit F,Plate F35"is for moving
material excavated for project features to spoil areas and
moving materials excavated in borrow and quarry areas for
use in the project features.Given the scale of the
drawing,the alignment shown is schematic.Detailed design
will consider site specific topography and foundation
conditions in selecting an alignment that will minimize
environmental impacts during and after project construction
and meet design and safety standards established in the
design criteria and construction specifications.Please
refer to the Response to Comment I.367 regarding access for
transmission line maintenance.
The scheduled use of these temporary construction roads can
be determined from the Watana Construction Schedule in FERC
License Application Exhibit C (Figure C.I).For example,
main dam excavation begins after mid-1986,fill operations
begin in mid-1987 and continue intermittently until late
1993.Emergency spillway work begins early in the second
-------~-----qu-arter=of=1-99-1~and=cont±ntre-s-for-approx±rn:at-e-ly=s-ix-:months---
with the same schedule repeated in 1992.
COMMENT I.383:
"Page E-3-256:Paragraph 3:-and Page E-3::-258:Paragraph 2:
Facility sitings>presently are located iIi low biomass areas.
______________________I_t_is__imp-o_r_tant that these__areas_he not_onl¥economically---------
___________________advantageous to clear I but that such areas be of low value
to wildlife,as acknowledged on page E-3-260,paragraph 2.
For example,a low birch/mixed shrub ar~a may be more
important in providing moose forage,particularly if cover
is available nearby,than the higher biomass of a tall alder
area which provides cover but no food.".
RESPONSE:
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COMMENT I.384:
"Paragraph 3 through Page E-3-258,and Pages E-3-260:
Paragraph 4 through 262:We reiterate our recommendation to
drop the Denali Highway-to-Watana access segment because of
big game resource values described here,as well as area
furbearer,raptor,and wetland values.Moreover,signifi-
cant secondary impacts of increased disturbance will result
from the increased access allowed by that route.Please
refer to our letters dated August 17,1982 and January 14,
1983 to Eric P.Yould,APA.Eliminating the Denali Highway-
to-Watana access road is the design change with the greatest
potential for mitigating access road impacts to wildlife."
RESPONSE:
The issues surrounding the selection of a preferred access
route are complex from an environmental perspective (see
Responses to Comments A.1,A.3 and F.7).It is recognized
that the Denali route traverses a relatively inaccessible
area considered to be of a relatively high quality for
wildlife and other resources.From a purely wildlife
standpoint,impacts·could be greater for the Denali plan
than for a plan involving access from the west.Impacts to
large raptors,furbearers,brown bear and caribou could be
higher under the Denali plan,while impacts to black bear
and moose would likely be higher under the other alternative
plans.Wetland impacts and the total amount of habitat lost
could also be higher under the Denali plan.Probably of
greatest concern from a wildlife standpoint,however,is .the
potential for increased accessibility to sensitive areas
from road traffic along the Denali access road.With
careful management and use restriction (see Responses to
Comments I.289 and I.364),it will be possible to reduce
nonconstruction-related secondary impacts.
Although wildlife-related impacts could be judged greater
with the Denali access plan,the Denali access plan is
preferred when all factors are considered.Thus,although
it is recognized that wildlife impacts could likely be
greater for the Denali plan,the other benefits of the
Denali alternative outweigh the disadvantages.
Reasons supporting the Denali access route include the fact
that the proposed Denali to Watana access road crosses fewer
major streams than other routes along the Susitna River,and
would not cross any anadromous fish streams.The Denali
route generally traverses flatter terrain,w~th better
drained soils than the other routes,and would be the least
RESPONSE TO COMMENT I.384 (cont.):
difficult to construct of the aternatives considered.These
conditions result in the Denali plan having a lower initial
cost,and its being favored from a construction standpoint.
The Denali plan pr6vides the best access for support of
field forces since under the Denali plan the early stages of
project construction can be completed more readily.These
and many other factors were evaluated·in several reports,
including the Access Recommendation Report (Acres American,
Inc.March 1983),which summarizes the maj0r issues~
REFERENCES
Acres American,Inc.,Supplement to the Feasibility Report
(March 1983).
COMMENT I~3 85~:~.
"Page E-3-258:.Paragraph 1:Although the Watana-to-Devil
Canyon transmission and access routes share a common cor-
ridor,it does not appear that they have adjacent or com-
bined rights-of-way.Higher resolution mapping and field
verification should be used to evaluate the viability of
~-_~~--_.~~comb~ining r·ight~s-of,;,way~to·~min±m±'z-e~adverse..l..c±mpact'sT"-_··
RESPONSE:
Sharing or combining rights-of-way generally results in less
overall environmental impact and :reduced construction emd
operating costs.The viability of combining more·of the
transmission and access road rights-of-way will be explored
..~._.~.~~._...__~~...~_~.~~~..~tQYJex._s i.t.iJ19~n~:l:rQJJt.e.r_e..finement_.t~ak.e_.p~la.c~e~~_dur~ing.__th.e ..~...~....
detailed engineering phase of the Project.Atthatti.1!!~.L
·~up-to-date aerialphotography will be utilized in
conjunction with field investigation and construction ·site
drawings.However,transmission right-of-way generally is
point to point to minimize length.ROad right-of-way must
take advantage of contours to maintain acceptable grade,
horizontal and vertical curves.
.COMMENT I.386:..
"Page E-3-256:Paragraphs 1 and 2 and Pages E-3-261 through
266:We concur with the objective of siting borrow areas
adjacent to the access road and with the recommended side-
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COMMENT 1.386 (cont.):
borrow or balanced cut-and-fill techniques.These methods
will work only where suitable materials exist within the
proposed access corridor or when it is stipulated in project
licensing requirements and contractor specifications and
then monitored throughout project development.
"For side-borrow construction,we recommend that the project
engineers work with interagency monitoring team in the
selection of temporary overburden and topsoil stockpile
l'ocations.Schedules should be provided for use and
reclamation of access borrow and spoil areas.Borrow areas
which would remain open for maintenance of roads,workpads,
or other facilities should also be indicated.Necessary
reclamation,whether simply recontouring,scarification,and
fertilization to promote reestablishment of native species,
or seeding and possibly sprigging of willows in more
erodable areas,should be detailed in project reclamation
plans and receive concurrence of the monitoring team.Site
preparation should be undertaken as soon as construction use
of an area is completed;seeding should be done by the first
growing season after site disturbance has been completed.
Please refer to the Biological Stipulations we have included
as Attachment A and our comments on Section 3.4.2(a)(ii)
Rectification."
RESPONSE:
The adoption of certain construction practices,including
the sideborrow concept,can limit the impact of access road
construction.Since the development of large borrow areas
has the potential of disturbing more area than the access
roads themselves,special attention will be given to
designing the access road to take advantage of opportunities
to employ the sideborrow technique.In addition,Alaska
Power Authority intends to have its engineers work with
environmental scientists in selecting temporary overburden
and topsoil stockpile locations.Other suggestions in the
Comment will also be considered for incorporation into the
access road design and construction specifications.
It is the Power Authority's intention to identify more
potential borrow areas and stockpile sites than will
actually be needed,so that the contractors will have a
number of options for completing the access road
construction.Resource agencies will have an opportunity to
review design criteria and alignments.
COMMENT I.387:
"Page E-3-263:Paragraph 4:This section should ~xplain how
the transmission corridor in the Jack Long Creek area will
be maintained since 'temporary'bridging of the creek will
be accomplished for construction.We recommend transporta-
tion of construction materials and equipment via helicopter
in this area to minimize potential disturbance,erosion,and
loss of fish and wildlife habitats.
"Please refer to Attachment C,for additional recommenda-
tions."
RESPONSE:
The transmission line right-of-way in the Jack Creek area
will be maintained by ground access.East of the Jack Creek
crossing,the transmission line right-of-way will be
maintained by access from the Devil Canyon access road.The
line and right-of-way west of the crossing will be
rriairitairi~d via access a16ri<j·th~-IriterEierouEe·to-theGold
Creek substation.
It is the intention of the Power Authority that ground
access be used for construction and maintenance of the
transmission line (FERC License Application page E-3-271).
The many limitations of helicopter use (FERC License'
.._--'-~.-'-~'--------Kpp rica'Eron -pageE:::-3-";;27rr-InaRe 1:t-lmpract:Tcal~t:o.spec rfY--~----
helicopter use as the sole means of access except in very
limited locations where rugged terrain or seve.re
environmental impact make their use imperative.In
addition,being forced to depend solely on helicopters as
the means of transport for service restoration presents an
unnecessary risk in terms of delay and safety.
._.~._---_.------_._----F-:r::udent.-pl-ann-ing---for·-mai-n-tenanee·-andres-torat.i011.--o-f---t.he---·
~.~__tr.ansmis.sion_...line.nece.s.sita:te.s._pxml.isionsJor_gxound-acce.s.s__~.._
to the line.
COMMENT I.388:
"Pag.eE-3 -2 6 4:Paragraph 1:.t'V~.c()I1C:ll:r \V~i:llr~ali..gI11l'l~I1i:~.and
improved·siting of the-railhead facility to further rninimize
c project.·impacts ••·.tof1.lrbearers_i::eagles:i:-andwetlands;;::The
discussion should include how such siting will minimize
disturbances to big game.Until additional assessment data
can be incorporatedint6 moose,black bear,and brown bear
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COMMENT I.388 (cont.):
models,it is not possible to compare habitat values of
alternative locations.
"Paragraph 3:A road crown of 2 to 3 feet above original
ground level may not provide an adequate thermal blanket in
areas of permafrost."
RESPONSE:
The railhead facility site,while necessary to be placed on
the south side of Jack Long Creek due to a beaver pond and
other wildlife concerns,is sited close to the construction
camp and village to reduce disturbance effects on
surrounding big game.It is also in fairly wet
forested habitats containing some black spruce--habitats not
highly productive for either browse species used by moose,
or spring forage or berry plants utilized by bears.
FERC License Application Figure E.3.83 contains a typical
cross-section of the side-borrow roadway.The feasibility
design as shown indicates a variable sub-base thiokness.
The reference to a two-to-three-foot road crown on FERC
License Application page E-3-264 is a generality for
allowing the reader to compare a finished road section using
side borrow with the conventional roadway section.The
actual thickness of the roadway crown will be established
prior to completing the construction specifications by
design-related investigations of the sub-base material
conditions in the field including permafrost.
Roads susceptible to deterioration by permafrost usually lie
on silt-covered lower hillslopes or organic-rich soils in
lowlands which contain a high percentage of ice and ice
wedges.Thawing of such ground results in noticeable
differential subsidence.
Because permafrost containing large amounts of ice has not
been encountered along the proposed alignment,the roadway
is expected to be subjected to only that subsidence caused
by thawing of the so-called "warm"permafrost prevalent in
the area.Some slough and swale deposits may contain
segregated ice,but these deposits are restricted and easily
removable.For these reasons,the feasibility design using
two to three feet of road crown is considered to be
appropriate.See also Response to Comment A.4.
COMMENT I.389:
"Page 266:Paragraph 3 through Page 268:We recon:rmend that
resource agency concurrence be obtained during detailed
engineering design for final site selection and procedures
for spoil disposal.Spoil should be armored with rock
and/or gra~el to stabilize the soils against wave action and
prevent sedimentation during reservoir drawdown.Spoil
which may be unsuitable for disposal because of cost,
composition,or proposed construction schedules should be
identified.Settling ponds may be necessary in conjunction
with temporary construction berms or borrow pits.No spoil
should be placed upon snow,even for temporary disposal,and
overburden should not be pushed onto areas adjacent to
roadways which cross tundra vegetation.
"Additional recommendations for settling ponds,should they
be used in spoil disposal,follow:
1.Settling ponds should be sized for gravel pro-
cessing-quantitieff;-ahd ....fifies~.3B';;'6 /;
2.Generally,when half the capacity of settling ponds
are filled with silt,they should be cleaned out.
3.If the settleable fines are to be deposited between
the flood pool's high and low water marks,they should
b~e~cb~ererd~w:rth~~a-rtrck=b~l-atiket'or=st-abi.-I-izat±on-;----··-------.
"The length of time and potential areas to be covered by any
'temporary'spoils disposals should be designated."
"3B~6/u.S.Forest Servicei Guidelines for Reducing
.-..---Sediment in P.lacer-MiningWastewater.._No_date,available.
_._~...__~__fr_Qm_Al_aska __R.as_o_ur_cJ:!_s_L.ibr_aJ::~,Anchorage,_Ala ska.3_LRP.....'!...1I
RESPONSE:
Spoil sites are to be located within the impoundment or
within the 'borrow pits themselves (see Plates F 34 and F 71
of FERCLicense ~I?J?l~C?Cl:t~~J.1_~•
•'.-.--!)'llring-tl1ede't?-ileg •••el'lginee:ril'lg-.-g§Ei9l'l.(;)_~.§p(;)i:1§>pel:'~~ions,
technical specifications will be developedandinco~porated
into the earthwork contract packages concerning final spoil
site selection and procedures for spoil disposal.See the
Response .to Comment I.425.
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RESPONSE TO CO~1MENT I.389 (cont.):
The contents of these specifications will comply with
Federal and State regulatory statutes and will include:
1.Classification of spoil materials;
2.Types of spoil sites (exterior to impoundment,interior
impoundment,permanent -temporary);
3.Pe~mit and code requirements;
4.Site preparation (stripping,grubbing,stockpiling
organics);
5.Grading and drainage (excavation,construction berms,
dikes);
6.Erosion control and spoil stabilization (slopes,
surface treatment);
7.Sedimentation control (settling ponds,treatment);
8.Discharge requirements;
9.Quality control,sampling and testing procedures;and
10.Documentation.
By incorporating these specifications into all earthwork
contracts,continuing long-term earthwork operations will be
accomplished in compliance with appliqable regulations
through application of contract administration techniques
and quality control testing and inspection.
COMMENT I.390:
"Page E-3-267 Last Paragraph through Page E-3-268:
Paragraph 1:This section should explain the proposal to
deposit spoil above the 50-year flood level for the Devil
Canyon Reservoir.We recommend that all disposal be within
the impoundment area and that vegetation'slash be burned to
preclude debris accumulations in water entrainment systems."
RESPONSE:
As stated on FERC License Application page E-3-253,
generally spoil will be deposited within the impoundments or
in the excavated borrow areas.Spoil disposal,siltation
RESPONSE TO COMMENT I.390 (cont.):
control and site rehabilitation will be addressed in detail
in the Project Erosion Control,Waste Management,
Revegetation/Rehabilitation Plans,to be developed by the
Power Authority and reviewed by the appropriate agencies.
COMMENT I.391:
"Page E-3-268:Paragraph 3:Accurate wetlands maps should
be used ,in geotechnical alignment studies so that wetlands
and ice-rich soils can be avoided.Involvement of the
environmental monitors should help further minimize sitings
or drainage crossings potentially detrimental to fish and
wildlife."
RESPONSE:
During detailed design,wetland maps at 1:63,360 of the
project a.rea.as well as site specific studies along portioIls
of the access road alignment will be completed prior to and
in conjunction with geotechnical exploration.All wetland
activities will comply with COE,ADEC and ADF&G regulations.
State-of-the-art practices in ice-rich soils and ADOT road
design criteria will be used in the design and construction_-.._-._-..-"of-..the--'acce'ss--roa-d;;--._--..---------._.~--.-..0.'..-_..--~-
Please also refer to the Response to Comment I.147.In
addition,the Power Authority and the U.S.Fish and Wildlife
Service,Region Seven are currently negotiating a.nMOU that
will support a joint wetland mapping program.Draft wetland
maps are expected during the winter of 1984-85.
COMMENT I .3_92 :..~__...._......
"Page E-3-269:Parairaph 3:It is unclear what portion of
the Anchorage to Fa~rbanks transmission corridor to 'be
widened to accomodate an additional single-tower right-of-
way ,190 feet (58m)wide'has been included in the previous
vegetation assessment (Section 3.3.4(a)and Tables E.3.79,
E~3.8QaIld E ~3.861:.,The sfatementfhatthisaligiiment ,'may
df:PCl:t"~f:t"()In .the previousIY .•E:131:.Ci)::>li13l1ecl ••c::or:r:i,<!i0:r'J;:;l;l}:)l?1:.an-
tiates our previous concerns that by not evaluating the
Intertie as an integral part of the Susitna project,further
impacts could result from later needs to upgrade the line."
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RESPONSE TO COMMENT 1.392:
The additional single-tower right-of-way referenced in
paragraph 3,FERC License Application page E-3-269 of
Exhibit E,refers to the addition of the Devil Canyon
transmission line from Gold Creek to Anchorage.This
results in two lines existing between Gold Creek and Willow
(not including the Intertie)and three lines existing
between Willow and Cook Inlet (Knik Arm).FERC License
Application Tables E.3.79 and E.3.86 did not include a
calculation of the area of vegetation to be cleared for the
additional line to Anchorage associated with Devil Canyon.
These have been corrected and are referenced in the Response
to Comment 1.370.FERC License Application Table E.3'.80
represents impacts associated with the transmission lines
between Watana and Gold Creek and is not relevant to the
Anchorage-to-Fairbanks corridor.
The statement that the alignment "may depart from the
previously established corridor in locations"was intended
to reflect the possibility that conitraints identified .
during construction of the Internie often may be avoided
through route refinement.Major corridor deviations are not
intended.Typical impacts associated with construction of
transmission lines,such as change 'of vegetation,will occur
when the later (Devil Canyon)line is constructed.However,
since it will be adjacent and parallel to the other Susitna
River and the Intertie line,the types,locations and
significance of impacts within this corridor can be anti-
cipated as a result of previous construction.
COMMENT 1.393:
"Page E-3-269:Paragraph 4:The referenced 69 kilovolt (kv)
service transmission line has not been previously mentioned
and appears inconsistent the statement that diesel
generators will be used to maintain the camp and village and
construction activities (Exhibit A,Section 1.13(d)(i),page
A-1-27).Please clarify the purpose of this line,proposed
right-of-way,height of utility poles,distance of the
centerline from the access road,and connections at the
Denali Highway end.According to the APA,three
alternatives are under consideration for supplying power
during project construction;(1)a 69kv service transmission
line from Cantwell along the Denali Highway-to-Watana access
route;(2)a transmission line from the Intertie near Gold
Creek along the railroad and access road which follow the
Susitna River;and (3)use of diesel generators (Thomas A.
COMMENT I.393 (cont.):
Arminski,APA Deputy Project Manager,personal communica-
tions of September 30,1983).The existence of those three
altern~tives should be described in detail in the license
application.We recommend that alternative (3),diesel
generation,be used to avoid impacts of an additional
transmission line."
RESPONSE:
The type of power supplied for project construction and camp
purpo.es has not yet been finalized.Issue~that will be .
addressed in reaching a final decision include contractor
preference and flexibility,construction scheduling,power
availability and reserve from the Intertie,and agreements
with utilities to tap Intertie power.
The three alternatives referenced in the Response to
Comment I.393 are still under consideration.While a final
decision has"not been·made~a"cOInbination'of diesel and
transmission line is considered most likely.Presently,the
preferred option for supplying transmission line power is
construction of a line from Gold Creek to Watana as shown in
Exhibit G of the License Application (reference Response to
Comment A.7).This line would be energized at 138 kVand
then stepped down to the necessary power requirement at the
constructron-·sit·e-.-Upon~comp-J:et·ron-'-o·f--Wat·arra~ct)"ncstruCctiorr···-·····
the line would then be upgraded to 345 kV for incorporation
into the Susitna power system.
The 69 kV transmission line option,if selected,would run
from Cantwell along the Denali Highway to the access road,
and then parallel the access road to the construction site.
Placement of this line would be within the right-of-way of
........._.__......±he_access_road._T¥pical_de sign..'...charac.ter.istics-.for.-such..a-..
..._.line include the.following...;.....
o Tower Type Single Circuit wood pole
o Height 42-45 feet
o Right-of-way Approximately 50 feet
o Proximity to access road -Outside edge of drainage
swale .
o C<5nfi~ctibnat Cantwell .Transformer'at Cantwell
......·Substat-ion····
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COMMENT 1.394:
"Pages E-3-269 through E-3-274:The mitigative practices
that are described here should be part of Biological
Stipulations included in project licensing and contract bid
specifications.Once the moose carrying capacity model and
more detailed vegetation mapping,is completed,an analysis
should be undertaken of the potential to optimize browse
producti9n by additional transmission line clearing or
varying vegetation heights by changing maintenance schedules
within constraints of safe line operation.Follow-up
studies should be initiated to confirm the value of expected
browse enhancement and aid planning and implementation of
such vegetation manipulations."
RESPONSE:
A.As mentioned in more detail else\<7here (1.425),the
Pow'er Authority does not concur with the U.S.Fish and
Wildlife Service's recommendation that all biological
stipulations be adopted as articles of license or (as
presented)contract specifications.
B.The Power Authority will investigate the feasibility of
enhancing moose browse within the transmission line
right-of-way.If an enhancement program appears
warranted and is embarked upon,an appropriate
monitoring program will be initiated.Please refer to
the Response to Comment 1.277 •.
COMMENT 1.395:
"Page E-3-273:Paragraph 4:Potential policy conflicts
should be identified in conjunction with access road and
transmission line siting studies.Agreements with public
and private landowners which provide for the mitigation
determined necessary by the applicant should be confirmed
prior to project licensing.Unless such agreements are
incorporated into the license,there is no guarantee that
mitigative management policies will be adopted.The record
on negotiation settlement proceedings for the Terror Lake
hydroelective project now under construction by the ap-
plicant on Kodiak Island supports such careful planning."
RESPONSE TO COMMENT I.395:
The Power Authority is presently discussing policy issues
with agencies and landowners including issues dealing with
access and transmission lines.It is the Power Authority's
intent to continue conSUlting with resource management
agencies,land managers and owners to identify all relevant
issues and resolve conflicts;if any..
As.required.by FERC regulations,measures and facilities
r~cornrnended for mitigation by agencies have been described
in the FERC License Application.When feasible and neces-
sary,agreements with public and private landowners regard-
ing mitigation may be obtained prior to project licensing.
It is anticipated,however,that not all agreements regard-
ing mitigation will be confirmed prior to the license.
Refinements to mitigation plans are a continuous process
based on information received from ongoing studies,site
specific information gathered during field investigation and
information based on detailed design.All of these will
continue after granting of-theFERC'license~'
In addition,given the length of time to completion of the
Project and the dynamic arena of Alaska land use planning,
it is prudent to reexamine policy issues and agreements
prior to,during and after construction •
.-----~--The--Power=Aut'hor·ity~ant·ic-ipates-t-hat-t-he-F'RRe--l:-i-cense-issued---
for this Project will include FERC's customary and appro-
priate conditions and will not include unnecessary condi-
tions.For example,any mitigation agreements may be
enforced in accordance with their terms and need not be
duplicatively and wastefully enforced through FERC license
conditions.
I.396:
"Page E-3-274:Paragraph 4 and Page E-3-275:Paragraph 1:
The text should explain:(1)inconsistencies between these
figures and those in Section 3.4.2(a)j and (2)calculations
of areas where vegetation removal·will be minimized."
RESPONSE:
--Inconsistencies between··figures onFERCEIcense ApplIcatIon
pages E-3-274 and E-3-275,and calculations of areas where
vegetation removal will be minimized have been corrected in
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RESPONSE TO COMMENT I.396 (cont.):
Supplemental Information Request Response 3B-7 provided to
the FERC on July 11,1983.The revised tables and relevant
portions of the text that subsequently required modification
is included in Reference I.370.2 (see February 15,1984 APA
Response Document,Reference Volume).Additional
cross-sections to FERC License Application page E-3-252 have
been included in Reference I.370.2 as well.
COMMENT I.397:
"Pages E-3-275 through E-3-281 (ii)Rectification:A pre-
liminary assessment should be made of vegetation cover type
losses from the standpoint of how long each area will be
disturbed.As reclamation and revegetation take effect and
disturbance by construction activities decreases,some
habitat values would be expected to slowly increase.We
agree that predictions of how plant succession will proceed
on these lands over time are difficult to justify.However,
we suggest that the information presented.here,coupled with
the successional information presented earlier
(Section 3.3.1(b)[i]and in Table E.3.144)will allow an
assessm~n~of the range of possible vegetation restoration
over time.The typical 10-year time frames within which
each area will be completely out of production must be
coupled with the up to 150 year time spans necessary for
revegetation in order to thoroughly assess project impacts.
Although these losses may be 'temporary,'they are signifi-
cant within the average life-spans of area wildlife."
RESPONSE:
The statement in the FERC License Application which
discusses the rate of revegetation and states that 150 years
may be required for revegetation refers to development of
mature plant communities on harsh sites.The intervening
successional phases provide productive habitat.Additional
evaluation will be made during the Mitigation Plan
refinement.Assessments of the rate and direction of
revegetation can be made part of the site-specific
restoration plans.
COMMENT I.398:
"Page E-3-276:Construction Camp:The text should clarify
the double listing for dismantling and redraining the 78
acres involved here."
RESPONSE TO COMMENT I.398:
The FERC License Application text'cites the rehabilitation
action as "dismantling"of the temporary facilities such as
the construction camp and "reclaiming"the area by preparing
the acrea.ge for re-establishment of vegetation.It is
anticipated that the camp will be dismantled in phases and
therefore will likely occur over a two-year period.This is
why the 156 acres required for the construction camp is
split into two Parts.
COMMENT I.399:
"Page E-3-277:Borrow Area-D:It appears that an additional
70 acres should be listed under the excavation and reclama-
tion category for 1986."
RESPONSE:
UfiderBorrow Area D-,ofi -the 1 iIft ifig -of-rehabilitated-lands
at Watana,an additional 70 acres should be added under
excavatiori and reclaiming,for 1986.The revised list
should read as follows:
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ALASKA peWEB AU1BORITY RESPONSE
10 AGEhCY CCMMtN1S CN LICENSE
APPIICAlICN;FFFEBE~CF Te
COMMEN'l (S):
B.19
I'lGM CONSUL.TANTS,INC.
CNGINr.:rRh
CECLOl1l:..iTb
PL ANNE'R~i
CLIRVr "'nR~,
",1);'41 <:OHOOVA •UQ.lt (-08?•A"~C.lnHAr;r ALASKA """:0.'•1·'H e..o'"",1,1 1 :.~•
November 9,1983
Envirosphere Company
1617 Cole Boulevard,Suite 250
Golden,CO 80401
Attention:Mr.Don Beaver
R &oM No.352333
Re:Susitna Hydroelectric Project,Slough Groundwater Studies
Dear Don:
I recently reviewed your report,September 1983 Site Visit and FY 1984
Plan of Study.In this report you requested the following 1983 data:
o
o
o
o
Water levels and temperatu res from wells.
Slough and mainstem stage and discharge measu rements.
Seepage meter and piezometer data.
Slough temperatu re and water quality data.
1.Water levels and temperatu res from wells.
This data is not yet complete and will be forwarded when
possible.We are awaiting reduction of Datapod chips.
2.Slough and mainstem stage and discharge measu rements.Enclosed
are:
a.Water discharge records for the Susitna River at Gold
Creek for water year 1982 and provisional 1983.
b.Water discharge records for 1983 for Sloughs 8A,9,and
11 (provisional).
3.Seepage meter and piezometer data.Enclosed are:
a.Seepage meter program summary.
b.Seepage meter field data collected this summer in
Sloughs 8A,9,11,and 21.
c.Plots of data in "b"above.
d.Comments on seepage meter data.
......•..•~I..I."..
November 9,1983
Mr.Don Beaver
Page 2
4.Slough temperatu re and water quality data.
a.
b.
Selected portions of ADF&G report "Winter Aquatic'
Studies (October 1983 May 1983).Covered in thts
report are intragravel and surface water temperatures for
Sloughs 8A,9,11 and 21 for the period August 1982 to
May 1983,and results of an incubation study which
measul'ed various water quality parameters of upwelling
groundwater.
A short review of ADF&G Preliminary I ntergravel
Temperature data for Sloughs 8A,9,11 and 21 covering
the period June 1983 to August 1983.
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Data'that needed for groundwater analysis,but not yet reduced
includes:
o
o
Precipitation for 1983 at Sherman.
Specific mainstem water surface elevations at various
discharges in the areas of Sloughs 8A,9,11,and 21 (ADF&G
data).
,\
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o.Results of further ADF&G incubation studies.
Water levels and temperatures from wells.o
The above will be forwarded as available.
questions or desire additional data.
Very truly yours,
Please call if you have
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Robert Butera
Staff Civil Engineer
RB/kys
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cc:Dr;John Biz.er
~r.\\'ayne Dy~
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AL~SKA peWER AUTHORITY BESEONSE
IO AGE~CY CCM~ENTS eN LICENSE
APPLICATICN;REFERENCE TC
COtHLEN!(5):B.34,1.60
LA.KE COMANCHE
DISSOLVED NITROGEN STUDY
Prepared fa r
Milo Bell
P.O.Box 2.3
Mukilteo,Washing~on 98275
Prepared by
Ecological Analysts,Inc.
2150 John Glenn Drive
Concord,California 94520
June 1982
·Nitrogen gas in the deep water of a reservoir may be slightly super-saturated due
to the hydro-static pressure of the overlying water (Wetzel,1975).Therefore
water flowing from a dam with a deep intake may contain a super-saturated concen-
tration of nitrogen.If this excess nitrogen gas is not rapidly released into the
atmosphere,it may cause nitrogen gas bubble disease in fish residing below the
dam outfall (Conroy and Herman,1970).
A·study was conducted at Lake Comanche Dam,Mokelumne River,California,to
determine the efficiency of the Howell-Bunger Valve in removing super-saturated
dissolved nitrogen (N2)from the dam's tailwater.
The valves spray outfall water into concrete conduits before releasing the water
to the stream.This was observed and photographed at Lake Comanche Dam on 28 May,
\~2-~,at a flow of 4000 cfs into the Mokelumne River (see accompanying photos).
This creates a turbulent and aerated flow with the purpose of facilitating nitrogen
gas release to the atmosphere.
By sampling nitrogen gas in the reservoir near the intake,and at several locations
below the outfall valves,the efficiency of the valve was obtained.
In order to determine nitrogen gas concentrations at various depths in the reser-
voir,water samples were collected in Lake Comanche approximately 50 m from the
dam directly over the river channel on 28 May 1982.A Van Dorn Bottle was lowered
from a boat to collect water samples at depths of 0,10,20,30,and 38.4 m.As
____._.._...._._:;:.t:!.p.9rt.§!.ctbyE;as_tBayMunicipaLUtilityDistrict .the-dam-intake -wasat-adepthof----
----~J8-.-4-m:-(-l-26-ft}-at---thetime·oi----the--samp±±ng;·--
j
Once'taken aboard,each sample was poured with minimum turbulence into an airtight
bottle and capped in a manner that left no air bubbles in the bottle.Bottles
were placed in a cooler for transportation to the lab.Studies conducted by Steve
Wilhelms of the Hydraulic Laboratory,U.S.Army Waterway Experiment Station,
Vicksburg,Mississippi (personal communication)indicate that brief exposure of
deep water samples to atmospheric conditions has little effect on nitrogen gas
concentrations.However,he has found that periods of ~~posure to atmospheric
!
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r
air bubbles during transportation can cause significant changes in nitrogen gas
conce~rations,hence the need for removing all air bubbles before transportation.
Excess water remaining in the Van Dorn Bottles was measured for temperature.The
a1:m.Ospheric pressure measured on site at the time of sampling was 753 mm'.
At the tailwater below the dam,water was collected by immersing the sample bottles
under the water and capping them in a manner that left no air bubbles in the bottles.
Samples were taken at the outfall,100 m·below the outfall,and ZOO m below the out-
fall.Water temperatures were taken at each of these locations.Bottles were placed
in a cooler for transportation to the lab.At the time of sampling,the outfall flow
was 4,000 cfs.The atmospheric pressure was 753 mm.
The water collected was analyzed for nitrogen gas (N Z)and oxygen (02)in a
California State Certified Water lab using a Carle Model 8700 Basic Gas Chromato-
gram with a thermal conductivity conductor several hours after collection.
Depth Temperature
Locat:ion (m)(oC)
Reservoir 0 22.0
10 14.5
20 13.2
30 11.0
38.4 10.0
NZ
\
)
J
105 ·..·1
9C i94
93
82 -~,~
\
9"j
98
98
\
)
}
J
9.2
9.3
10.0
10.2
9.3
7-
(mg/l)Saturat:
97
95
97
101
100
99
99
101
17.7
17.3
17.9
14.9
17.0
17.3
17.9
18.5
%
(mg/l)Saturation
RESULTS
10.2
10.5
11.5
o
o
o
At Valve
100 m downstream
200 m downs1:ream
Dam Tailwa1:er
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(
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r
,-
References
Conroy,D.A.,and R.L.Herman.Tex~book of Fish Diseases.1970.T.F.H.
pUbl±ca~ions,Jersey City,New Jersey.302 pp.
Wetzel,R.G.1975.Limnology.W.B.Saunders Company,Philadelphia.
743 pp.
j
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APPENDIX B
SPILLS AT WATANA AND DEVIL CANYON DEVELOPMENTS
B.l -OPERATION OF WATANA AND DEVIL CANYON
COMBINED (Beyond Year 2002)
(a)Spill Quantities and Freguency
The monthly reservoir simulation studies calculate spill volumes as the
flow required to be discharged from the dam to satisfy downstream
requirements less the maximum turbine capacity,and does not restrict
the turbine flow in relation to the actual energy demand of the system.
Total energy production,as calculated,is the energy potential of the
schemes.Usable energy is then calculated as the potential or the
maximum energy demand,whichever is smaller.The turbine flows are not
readjusted to the level of usable energy production.Tables B.l to B.9
present·selected results of the reservoirs imulationstud·ies which
indicate this.
Tables B.10 to B.12 are developed from the reservoir simulation studies
for adjusted turbine flows for two alternative generation patterns at
Watana and Devil Canyon for the months of August and September when
sp s are mast,;kely to ocCur.A1terriati'leAassumesthat whenever
:'the potential energy generation from Watana and Devil Canyon develop-
f
r ments is greater than the usable energy level,each development will
share the usable energy generation in proportion to their average heads.
However,in the months when Watana outflow,as simulated,is not
sufficient to generate energy in proportion to its average head,Devil
Canyon will make up this'difference.This operation is required in
such years when Devil Canyon is being drawn down to meet the minimum
downstream flow requirements (years 1,2,for-example).Alternative B
assumes that Devil Canyon would generate all the energy possible
consistent with downstream flow requirements,and Watana would only
operate to make up the difference in years when energy potential is
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greater than usable.This assumes that all the energy from Devil Canyon is
useable as base load on a daily basis.Battelle load forecast (1981)
'1.tends to confirm this assumption for the year 2010.However,during earlier
years,such operation may not be fully possible.
It may be readily seen from Tables B.10 to B.12 that frequency of
continuous spills (24 hours)from the reservoirs in the months of August
and September is significantly greater than presented by the reservoir
simulation (Tables B.3 and B.6).
The analyses summarized in Tables B.10 to B.12 indicate that Devil
Canyon would spill in 30 out of 32 years in August and 16 out of 32
years in September for the Cas,e "C".operation which maintains a minimum
instantaneous flow of 12,000 cfs in August at Gold Creek.For down-
stream discharge requirements greater than 12,000 cfs at Gold Creek,it
is estimated that the frequency of spills may not be increased signi-'
ficantly.However,the volume of spills will be larger to make up for
increased flow requirement.The above spill frequency is simulated for
a system energy demand in the year 2010 (Battelle Forecast)and assumes
that the entire demand is met by Watana and Devil Canyon developments
where possible.The spills will be greater and more frequent in the
years between 2002 (Devil Canyon commissioning)and 2010.
It may be seen that operation Alternative 2,which provides for maximum
possible energy generation from Devil Canyon while Watana is allowed to
j'spi11,results in significantly reduced spill frequency from Devil
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Canyon.This type of operation is expected to be advantageous with
regard to downstream water quality (see Section B.2).
Several intermediate distributions of generation between Watana and
Devil Canyon is also possible.A recommended operation will be derived
after finalizing the downstream flow requirements and the refined
temperature modeling studies which are currently in progress.
.(b)Spill quality
(i)Spill Temperature
Figures B.l and B.2 are extracts from the project Feasibility
Report·(7)and present s imul ated temperature profil es in the Watana ~
and Devil Canyon reservoirs for the months June to September.
Refinement of reservoir'temperature model ing is currently in
progress,but the differences between the revised profiles are not
expected to be very significant from the ones presented here
for these months.
Temperature of spill waters at Watana is expected to be close to
that of power flow,and hence,it is not expected to create
temperature probl E!IlS downstream\~her'l Wata:na i soperati nga lone
(1993-2002)or when it spills into Devil Canyon.At Devil Canyon,
however,spill temperature is expected to be close to 39°F compared
to a power flow temperature of 48-49°F in August and 45°F in
September.This is based on the conservative assumption that the
-..----------..-·temperatllY:e·of·spin·waterdoes-rlot increase signffrcanfTywhi le-
in contact with the atmosphere despite the highly diffused valve
discharge.It is,therefore,considered prudent to keep the spill
from Devil Canyon to a minimum to maintain as high a downstream
temperature as possible during spills.
.---.-'----~-~-"-_._.-+_._~--+._-----.~.----------c--+----~-~he-----o-P-e+r-a+t-i.on----AJ-te.'Cn.at.i-v-e-----2..in.dj_cat_es__.t.b_at._.+bY,..o_PJ~r_a.tjJ19 D.e.Y-.tl_
,Canyon to generate as much as possible during these months and
with Watana generating essentially to meet peak demands and
spilling continuously when necessary,it would be possible to
maintain downstream flow temperatures below Devil Canyon close to
th~t oIP9wer flow.
During major floods (1 :10 year or rarer frequency),there will be
significant spills from Devil Canyon (see Tables B.10 and B.ll)
in addition to the power flow resulting in cold slugs of water
downstream for a few to several days.It will be necessary to
establish criteria for acceptability of lower temperatures for
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short durations in August and September in consultation with
fisheries study groups and concerned Agencies.Currently,down-
stream water temperature analyses are being refined,and when the
results are available,the above spill temperatures and duration
should be reviewed to confirm downstream temperatures during nODTIal
power operation as well as flood events.If the projected ~
temperature regime downstream is unacceptable,alternative means
to remedy the situation should be considered.These may include
provision of higher level intakes to several or all fixed-cone
value discharges at Devil Canyon,multilevel power intake at Devil
Canyon,limited operation of ma~n overflow spillway (for floods
1:50 year or more frequent)to improve downstream water temperature
without serious increase in nitrogen supersaturation,etc.
(ii)Gas Supersaturation
It does not appear (from Table 6.1)that there would be significant
advantage in spilling from Watana as compared to spills from Devil
Canyon in terms of gas concentration.
B.2 -OPERATION OF WATANA ALONE (1993-2002)
Before Devil Canyon is commissioned,Watana would operate alone,and spills
required to maintain downstream flows will have to be made through the fixed-
cone valves.Reservoir simulations indicate that,generally,spills would be
of lower magnitude during this operation due to greater percentage of flow
being used to generate usable energy.
It is believed that the river reach of some 30 miles between Watana dam and
Devil Canyon would lessen the impact of spill temperature and gas concentration
below Devil Canyon and would pose less problems,if any,compared to the case
when Devil Canyon development is also commissioned.
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48 ~o ~4
WATANA RESERVOIR TEMPERATURE PROFILE
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DEVIL C~N_,(ON RESERVOIR TEMPERATURE PROFILE
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OFFICE MEMORANDUM
ALASKA FGWEL Ar1HOBIIY BESEGKSE
!G AGE~(Y CGM~tN1S eN LICENSE
APPLICA~lCN;BErEBE~CE TC
CO r.,l1i N'I (S):B.34,1.60
1
·-....:;..:.].;.,;..
j
TO:
FROM:
J.W.Hayden
G.Kri shnan
Date:September 13,1982
File:P5700.14.53
SUBJECT:Susitna Hydroelectric Project
Nitrogen Supersaturation Studies
!
iI ,:--------------------_
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,--'-':
Enclosed is a copy of the final draft of the report on Gas concentrat~on --;
and Temperature of Spill Discharges Below Watana and Devil Canyon Dam.-.---'..._-._~
Please note that no graphics efforts have been spent on getting the ~k.~~
figures in the Acres standard format.This has been postponed unti 1 I~I''''--_.j
your review of the material and advice on the inclusion of any field \'!
measurements of natural supersaturation in the river.Messers M.Bell ~n~I :
J.Douma had expressed an interest to receive copies of this report.i I
Please advise if this can be done at this time.I .
G.Kri shnan
GK:ccv
Enclosure
cc:J.D.Lawrence
A.F.Con i91i 0
K.R.Young
W.Dyok/D.Crawford
...
,(,~~~.GAS CONCENTRATION AND TEMPERATURE OF
SPILL DISCHARGES BELOW
WATANA AND DEVIL CANYON DAMS
1 INTRODUCTION
.Supersaturation of atmospheric gases (especially nitrogen)in hatchery and
aquarium facilities was first noted in the 1900's (1)and was ascribed as
causing the condition in fish known as gas bubble disease.Supersaturation
caused by entrainment of air in waters spilled over dams on the Columbia
River was recognized as a problem for anadromous fisheries in the river in
1965.A comprehensive study (2)of dissolved gas levels in the Columbia River
showed that waters plunging below spillways was the main cause of super-
saturation in the river-waters.Several later studies have confirmed the
harmful effects of nitrogen supersaturation to fisheries.The tolerence of
fish to levels of nitrogen supersaturation depends on the time of exposure,
age~and species of the fish;dissolved nitrogen levels referenced to surface
pressure above 110 percent are generally considered harmful (3).The state
...of Alaska water qual ity criterion is set of 1"10%for total-gas saturation in'
its waters.
With thi s background,.the potenti a1 probl em of supersaturati on of spi 11 waters
from the proposed Watana and Devil Canyon developments on the Susitna River
was recognized early during the feasibility studies.Alternative spillway
faci ities were ed to minimize such a al roblem and a scheme
comprising fixed cone valves and overflow spillway was selected for each
development based on detailed discussions with environmental study groups.
This report describes the selected spillway schemes briefly and presents the
analyses and field investigations carried out to assess the performance of
the proposed schemes with respect to gas supersaturation in spill-waters.
A related concern on temperature of spill waters is also discussed.
A summary of the studies undertaken and the important conclusions are
presented in Section 2.A short description of the proposed schemes is given
/.
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in Section 3.Section 4 details the engineering analyses carried out.Results
of these analyses,field investigations,and their interpretation are presented
in Section 5.The next section presents the major conclusions drawn from
these studies.Appendix A comprises the field study report and Appendix B
deals with the temperature of spill waters,its impacts downstream,and possible
reservoir operation scenarios to minimize such impacts.
.•"
2 -SUMMARY
Relatively little information is available in the literature on the performance
of fixed-cone valves to reduce gas supersaturation in their discharges.Published
studies (4)on the aeration efficiency of Howell Bunger valves (the more
commonly known type of fixed-cone valves)were reviewed,and a theoretical
assessment of the performance of the proposed valve layouts was made based on
the physical and geometric characteristics of diffused jets discharging freely
into the atmosphere.Results of a companion study on assessment of scour hole
development below high-head spillways (5)were used to estimate the potential
s
plunging of the valve discharges into tailwater pools at the proposed develop-
ments,and the resulting supersaturation in the releases was calculated.
Specific field tests were conducted at the Lake Comanche Dam on the Mokelumne
River in California (6)to study jet characteristics and the efficiency of the
existing Howell Bunger valves in reducing supersaturation level in the reser-
voir releases.
The analyses indicate that no serious supersaturation of nitrogen is likely
..~._.-to-occut"-jn.t her-elea-s es from--thepY'epesedWatanaan d-·Oevil·e-anyondevelo pments··
for spills up to 1:50 year recurrence interval.Field test results tend to
confirm some of the assumptions made in the theoretical analysis with respect
to jet shape,diffusion,and gas concentration in the valve discharges.
Several assumptions and approximations,albeit conservative,have been made in
the analyses which should be confirmed in later study phases,perhaps in.a
··physi cal modeL··For the purpOse or feasTOn itY-stucrles~hOwever,1t fsfeit··
.._•.....___-:.._.-.....•__.
that the analyses adequately support the proposed schemes for their intended
purpose.
A related question of the temperature of spill waters and its effects on the
downstream water temperature has been analyzed and detailed in Appendix B.
Simulation studies of the two-reservoir operations indicate that continuous
(24 hour)spills would occur in the month of August in 30 out·of 32 years of
simulation and in 18 out of 32~years in September for the Case "C"operation
which maintains a minimum instantaneous flow of 12,000 cfs in August at Gold
Creek.This spill frequency is simulated for a system energy demand in the
year 2010 (Bette11e forecast)and assumes that the entire demand is met by
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Watana and Devil Canyon developments where possible.The spills will be
greater and more frequent in the years between 2002 (Devil Canyon commissioning)
and 2010.When Watana alone is operational (between 1993 and 2002),less
frequent spills are simulated to occur.Reservoir operation studies are
currently being refined to finalize acceptable downstream flows.
Temperature of spill waters at Watana is expected to be close to that of
power flow,and hence,it is not expected to create temperature problems
downstream when Watana is operating alone (1993-2002)or when it spills into
Devil Canyon.At Devil Canyon,however,spill temperature is expected to be
close to 39°F compared to a power flow temperature of 48-49°F in August and
45°F in September.This is based on the conservative assumption that the
temperature of spill water does not increase significantly while in contact
with the atmosphere despite the highly diffused valve discharge.It is,
therefore,considered necessary to keep the spill from Devil Canyon to a minimum to
avoid unacceptably low downstream temperatures.The analyses indicate that by
operating Devil Canyon to meet most or all of the base load demand and with
VJatanagenerating essentially to meet peak demands and spilling continuously
when necess~ry,it would be possible to maintain downstream flow temperatures
below Devil Canyon close to that of power flow while reducing spill freqtien~y
considerably.
During major floods (1:10 year or rarer),there will be significant spills
from Devil Canyon in addition to the power flow resulting in cold slugs of
water downstream for a few days •.It will be necessary to establ ish criteria
for acceptability of lower temperatures for short durations in August and
September in consultation with fisheries study groups and concerned agencies.
Currently,downstream water temperature 'analyses are being refined,and when
the results are available,the above spill temperatures and duration should
be reviewed to confirm do~~stream temperatures during nonna1 power operation
as well as flood events.If the projected temperature regime downstream is
unacceptable,alternative means to remedy the situation should be considered.
These may include provision of higher level intakes to several or all fixed-
cone valve discharges at Devil Canyon,multilevel power intake at Devil Canyon,
limited operation of main overflow spillway (for floods 1:50 year or mpre
frequent)to improve temperature without serious increase in nitrogen super-
saturation,etc.
~~~3 -SCOPE OF ANALYSES
The.objective of the analyses presented in the.following ~ections is to
provide an assessment of the performance of the fixed-cone valves in their
proposed configuration with respect to their potential in reducing gas con-
centration in spill waters from the Watana and Devil Canyon developments.The
,analysis is a theoretical study supplemented by available field infonnation on'
perfonnance of these valves for aeration.Field measurements were conducted
on the Howell Bunger valves at the Lake Comanche dam on the Mokelumne River
in California.Results of the tests are interpreted to confinn some of the
study assumptions.
A related question of temperature of spill waters is analyzed in Appendix B.
The data for the analyses has been drawn from the Feasibility Report (7).
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4 -SCHEME DESCRIPTION .
This section presents a short description of the selected spillway and outlet
facilities for the proposed Watana and Devil Canyon developments.
4.1 -Scheme Description .
Selection of the discharge capacity and the type of spillway and outlet
facilities has been based on project safety,environmental,and economic con-
siderations.At each development,a set of fixed-cone valves is provided in
the outlet works to discharge spills up to 1:50 year recurrence interval.The
main spillway comprises a gated control structure and a chute with a flip
bucket at its end.This facility has a capacity to discharge,in combination
with the outlet works,the routed design flood which has a return period of
1 :10,000 years.A fuse plug with an associated rock-cut channel is provided
to discharge flows above the design flood and up to the estimated probable
maximum flood at the dam.Detailed descriptions of the facilities are pre-
sented in the Feasibility Report (7).
The primary purpose of the outlet facility is to discharge the spill waters
up to 1:50 year recurrence in such a manner as to reduce potential super-
saturation of the spill with atmospheric gases,particularly nitrogen.This
frequency was adopted after discussions with environmental study groups as an
acceptable level of'protection of the downstream fisheries against the gas
bubble disease.A set of fixed-cone valves were selected to discharge the
spills in highly diffused jets to achieve significant energy dissipation
without provision of a stilling basin or a plunge pool where potentially large
supersaturation develops.The valves have been selected to be within current
world experience with respect to their size and operating heads.At Watana,
six 78 inch diameter valves are provided and are located about 125 ft above
average tailwater level in the river.The design capacity of each valve is
6,000 cfs.At Devil Canyon,seven fixed cone valves with a total design
capacity of 38,500 cfs are provided at two levels within the arch dam,four
r-'102 inch valves at the high level some 170 ft above average tailwater level,
and three 90 inch valves about 50 ft above average tailwater level.The lower
(
valves have a capacity of 5,100 cfs each and the higher ones 5,800 cfs each.
In sizing these valves,it has been assumed that the valve gate opening will
be restricted to 80%of fuil stroke to reduce vibration.
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5 -ENGINEERING ANALYSES i
This section details the analyses carried out to estimate potential super-
saturation in the releases from the Watana and Devil Canyon developments
when the reservoirs spill.
~5.1 -Available Data
Fixed cone valves have been used in several water resource projects for
water control,energy dissipation,and aeration of discharge waters,and data
on their performance for such operations is readily available.However,no
precedence has been reported on the use of such valves for reducing or
eliminating gas supersaturation in spill waters.Manufacturer's catalog
information on Howell Bunger valves and Boving Sleeve type discharge
regulators (both particular types of fixed cone valves)and the Tennessee
Valley Authority Study (4)on aeration efficiency of Howell Bunger valves form
the specific data available.Theoretical analyses are carried out based on
the geometric and physical characteristics of diffused jets discharging
freely into the atmosphere.
5.2 -Field Data Collection
A review of existing facilities where a potential for spilling during the
spring of 1982 existed was made,and the Lake Comanche dam,on the Mokelumne
River in California,was selected as a feasible site for specific testing.
The Comanche Lake dam is of the rockfill type with outlet facilities fitted
with four Howell Bunger valves.These valves are located at the toe of the
dam and spray the discharge into confined concrete conduits before releasing
the water to the stream.
Outflow through the valves was around 4,000 cfs during the test on May 28,,
1982.Water samples were collected at several depths in the reservoir near
~the valves and at downstream locations and analyzed for nitrogen and oxygen
concentrations.Details of the test procedure and results are presented in
Appendix 1.
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5.3 -Method of Analysis (
(a)Flow from the fixed cone valves leaves the structure as a free-discharging
jet diffusing radially at the cone angle.The path of ,the jet depends on
the energy of flow available at the valve and the angle at which the jet
leaves the valve (a~sumed as 45°).Referring to Figure 5.1,the path of
the trajectory is given by the following equation (8):
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k(4 Hn Cos 2 e)
where:
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due to the effect of air resistance,internal turbulences,and
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may then be written as:
(2a)
(2)
The proposed valve operation restricts the opening of the valve gate to
80%of full stroke.This may be interpreted as equivalent to producing
an additional head loss in the system,thereby reducing the discharge
to 80%of the theoreti ca 1 capacity....._lhe.genergL_gULdtargs=_e.Qu.atj-on_foJ'~.----.-
-.""._----_._---_._-_._-_.--_._-"._--~--'"._._~-_.._---"----_..,.,_._---_.-,..----.-.,..-_..'.--_._-'.'.,.-,._------,.,..,.,._.._-.--_..'._-----'--_.'-.------'---_.'--.,,--
=CA 12g x ·64 x hn (3 )
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A =area of valve,ft;
C =coefficient of discharge (~.85 for fixed-cone valves);
hn =net head upstream of valve,cfs;
QD =design capacity of valve,cfs.
Equation (1)may be rewritten now as:
x2
Y =x tan 6 --------.;.------
k 4 x (0.64 x hn ) x Cos 2 8
Referring to Figure 5.1,the longitudinal throw of the jet is calculated
with 8=45 0 and -45 0 while its laterial throw calculated when 6=0°.
Vertical rise of the jet above the valve is calculated as a simple
projectile subject to gravity and neglecting air friction to yield a
conservative value.
(b)Potential Plunging Depth of Jet(s)Into railwater Pool
As part of the feasibility studies of the Watana and Devil Canyon develop-
ments,a study was made by Acres on the scour hole development below
high head spillways,and the results therefrom have been used to estimate
the potential plunging of the jets from the fixed cone valves into
tailwater.Figure 5.2 presents a definition sketch for the study
carried out for a typical flip bucket spillway configuration.I~may
be readily observed that significant differences exist between a "solid"
jet leaving a flip bucket and the diffused discharge jet from the fixed-.
cone valves in the available energy and its concentration in the jet
for scouring downstream or plunging into the tailwater pool.Equation
(5)was developed in the above men~ioned studies to estimate scour
depth for a solid jet:
y =0.24 qO.65 HO.32 (5 )
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It is assumed that spills from Watana will get completely mixed in the
Devil Canyon storage during their passage through 26 miles of reservoir
and that no supersaturation would build up in the reservoir due toWatanaspi11s.
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Table.6.1 presents the results of the analyses carried out to aS$ess the
performance of the fixed cone valves at the proposed Watana and Devil Canyon
developments in relation to the potential gas supersaturation of spill waters.
Figures 6.1 and 6.2 present the jet interference pattern and the areas of
impingement.
Estimated supersaturation in the spill discharges with,a recurrence interval
of 1 in 50 years is 101%at Watana and 102%at Devil Canyon.For more
frequent spills,these concentrations are expected to be somewhat lower due
to lower intensity of spill discharge and consequent lower plunge in the
tailwater pool.For spills of rarer frequency,the main chute spillway will
operate leading to potentially greater supersaturation in the downstream
discharges.
Results of spill temperature analysis is presented in Appendix B.
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550 564
378 228
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173,250
78 102 90
6 4 3
4,000 5,800 5,100
1,560 1,050 930
105 170 50
508 365 450
45 45 45
Watana Valves
91
676
351
..J45,200
221,300
359
TABLE 6.1 -RESULTS OF ANALYSES
Diameter of fixed cone valves-inches
Number of valves
Design capacity-cfs
Elevation of valve centerline-ft
Elevation above average tailwater-ft
Net head (h n)at the valve·ft
Angle of valve discharge with
horizontal-degrees (assumed)
2.Jet Geometry
Longitudinal throw-near edge-ft
Longitudinal throw-far edge-ft
Lateral throw-ft
IJ11pil1gel1l~nt ~rgg.of ..s i ng Ie .J.et ..ft2
Impingement area of all jets-ft2
Maximum fall of jet (H)-ft
3.Jet Characteristics
.Description
1.Valve Parameters
~.~
Design valve discharge-cfs 24,000 38,500
Assumed simultaneous power flow-cfs 7,000 3,500
Total downstream discharge-cfs 31,000 42,000
Assumed gas concentration in power
flow-percent and valve discharge at valve-%100.0 100.0
/.:.Maximum gas concentration in valve
(.,:".discharge below dam-%100.9 101 .9
'-<::..'
Maximum gas concentration in total
downstream discharge-%100.7 101.7
Average intensity of discharge of
single jet cfs/ft 2 0.028 0.052 0.061-~-~---~~---------"..-,.•._.__..,--~-~'-~------'----'------'-----'--,---------------,.,_..------~---------~-----··--·MaxTrilUm··lnTens·lty~qrrwhen·anI~!~_....6 x 0.028 .4)L·O.5.2.±_.3x!.06.L =0...39.1..--._.areoperafing ·cfsTf..·f2····················-·;;0.168 ----.
Estimated plunge depth-ft 0.3
4.Supersaturation Estimates'(1:50 year flood)
1.7 -CONCLUSIONSi
.1.The analyses described above indicate that the proposed fixed-cone valves
/'would adequately prevent serious gas supersaturation in spill waters up to
a recurrence interval of 1:50 years.
~2.Several assumptions have had to be made in the analyses with respect to
jet characteristics and its potential plunge into tailwater pool..Field
test results available are only indicative of the valve perfonnance.In
particular,the configuration of the proposed valves set high above the
tailwater pool and their free discharge with the atmosphere differ signi-
ficantly from the Lake Comanche dam arrangement and the TVA test facility.
In view of the nature of analyses and lack of precedence for the proposed
valve arrangement,it is recommended that a physical model study be
carried out to confirm the perfonnance of the valves.
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REFERENCES
1.Gorham,F.P.,The Gas Bubble Disease of Fish and Its Cause,Bull.U.S.
Fish Comm.19(1899):33-37.
2~Ebel,W.J.,Supersaturation of Nitr0gen in the Columbla River and Its
Effect on Salmon and Steel head Trout,U.S.Fish and Wildlife Service,
Fish Bull. 68:1-11.
3.U.S.Department of the Army,Engineering and Design,Nitrogen Super-
saturation,ETL-lllO-2-239,September 1978.
4.Tennessee Valley Authority,Progress Report on Aeration Efficiency of
Howell Bunger Valves,Report No.0-6728,August 1968.
5.Acres,Susitna Hydroelectric Project,Scour Hole Development Downstream
of High Head Dams,March 1982.
6.Ecological Analysts Inc.,California,Lake Comanche Dissolved Nitrogen
Study,June 1982 (see Appendix A).
7.Acres,Susitna Hydroelectric Project,Feasibility Report,March 1982.
-------------8.---U.S.-Depar-tment---of...the-I-nter-ior-,-Des ..i-gn-of.-Smal-l--Dams,-Bul"'eau.-of-----------.-.-.,
--··----------------Red-amat;-on,-vlater'-··ResouTces-·-re-chn-ica-l---Pub"1-icat'i-on-;-l9il"~"---'~-'-------"-'---..,
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ALASKA POWER AUTHORITI RESPONSE
!O AGENC!CO!~!NiS ON LICENSE
AP~LICATICN;B!IEBEEC!TC
CO fUUNi (S):C.49
Erosion and Sedimentation
in the Kenai River,Alaska
By KEVIN M.SCOTT'
GEOLOGICAL SURVEY PROFESSIONAL PAPER 1235
Prepared in cooperation with the
U.S.Fish and Wildlife Service
UN IT ED S TAT ES GO V ERN MEN T PR I NT I N G 0 F FIe E,WAS H IN GT 0 ~1982
UNITED STATES DEPARTMENT OF THE INTERIOR
JAMES G.WATT,Secretary
GEOLOGICAL SURVEY
Dallas L Peck,Director
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Library of Congress Cataloging in Publication Data
.....------~~Scot-t,·Kev~in·M..,--1.!t35 .
Erosion and sedimentation in the Kenai River,ALaska.
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81-6755
AACR2
553 ..7'8'097983
For sale by the Superintendent of Documents.U.S.Government Priming Office
Washington.D.C.20402
(GeoLogicaL Survey professionaL paper;1235)
BibLiography:p.33-35
Supt.of Docs.no ..: I 19.16:1235
1.Sediments (GeoLogy)--ALaska--Kenai River watershed.2.Erosion--
ALaska--Kenai River watershed.I.U.S.Fish and WildLife Service.
II ..Title.III.Series:United States.GeoLogical Survey
Profess onal Paper 1235.
QE571.S412
.'
CONTENTS
PageAbsuact1
Inuoduction 1
The Kenai River watershed 3Clixnate3
Vegetation 3
Hydrology--------------------------------------------4QuaternaryhistoryoftheKenaiRivervalley6
Evidence of proglaciallake in Cook Inlet 6
Terraces and river enuenchxnent 9
Topography of the Kenai Lowlands and course of the Kenai
River___________________________________________9
Channel of the Kenai River 12
Sueaxn~e-------------------------:-------------12ChannelpaUern~13
Investigation of underfit condition '"_____________13
Flow/depth variation within xneanders and with differingchannelpattern 14
AsyxnmeUy of cross sections at bends .:_15Slope15
Bed xnaterial__________________________________________15
Page
Bed material-Continued
Gravel dunes in channel below Skilak Lake 17
Armoring of the channel_____________________________18
Possible effects of armoring on salmon habitat.___19
Surficial deposits of the modern flood plain _____________19
Suspended sediment 20
Bank erosion 23
~ethodology 23
~echanics of bank erosion-low banks and high banks 24Ratesofbankerosion24
Possible recent increase in bank erosion 26'
Developxnent and the Kenai River channel 28
Consequences of development 28Canals30
Groins and boat ramps 31
Excavated boat slips 32
Bank-protection structures :.__________32
Gravel mining and commercial developments 32
Conclusions___________________________________________33
References cited 33
IlLUSTRATIONS
P3ge
FIGURE 1.Location map of the Kenai River downsueaxn from Skilak Lake .:.2
2.Hydrographs of monthly discharge at gaging stations at Cooper Landing and Soldotna 4
3.Successive downsueam hydro graphs for the flood of September 1974 originating from an unnamed glacially dammedlakeintheheadwatersoftheSnowRiver 5
4.Aerial photograph showing the Kenai River at the Soldotna Bridge 8
5.Prorlles of the Soldotna terrace and the Kenai River (water surface at intermediate flow level)measured along the valleyaxis:~_____________________________9
6.Graphs showing channel width at bankfull stage,slope of water surface,meander wavelength,number of channels.andsinuosityindex.:________________________________________________________10
7.Aerial photograph of the ~oose River channel between 1.3 and 2.6 miles'upstream from its junction with the Kenai River 11
8.Drainage network in the Kenai River watershed near the front of the Kenai mountains 12
9.Plot of meander wavelength against bankfull discharge 13
10.Plot of meander wavelength against channel width at bankfull stage ~___________________________14
11.Plot of bed·material size against river miles :._________________________________________________16
12.Aerial photograph of the Kenai River between approximate river miles 47.5 and 46.9 17
13.Plot of water discharge against suspended-sediment concenuation,Kenai River at Soldotna 20
14.Plot of water discharge against suspended-sediment concentration,Kenai River at Soldotna.August 23 to December 5.1979 ~_____________________________________________________22
15.~ap of reach in upper section of Kenai River,showing bank-erosion rates 25
16.~ap of reach in lower section of Kenai River,showing bank-erosion rates _25
17-19.Aerial photographs showing:
17.Kenai River betwe";;'n approximate river miles 16.7 and 15.3 27
18.Kenai River between approximate river miles 38.2 and 37.0 28
19.Kenai River between approximate river miles 44.8 and 42.9 31
In
IV
TABLE
CONTENTS
TABLES
P''l.
1.Late Quaternary history (Wisconsinan to present)of the Cook Inlet area and correlation with the geomorphology of theKenmHJver 7
2.Statistical analysis of maximum flow depths at cross sections measured August 23-24.1974 15
3.Aerial photography of the Kenm River downstream from SkiIakLake 23
4.King salmon taken by sport rlShing in the Kenm River,1974-79 26
5.Summary of channel characteristics pertinent to determining sensitivity of the Kenm River to development____________29
CONVERSION FACTORS 1j,
Multiply iru:h·pound unit
"F (degree Fahrenheit)
in.(inch)
ft (foot)
mi (mile)
mi2 (square mile)
ft3 /s (cubic foot per second)
By
5/a(F-32)
2.540xIO
3.048xI0-1
1.609
2.590
2.832xl0-2
To obtain metric unit
·C (degree Celsius)
mm (millimeter)
m (meter)
km (kilometer)
km 2 (square kilometer)
m3 /s (Cubic meter per second)
National Geodetic Vertical Datum of 1929 (NGVD of 1929),the reference surface to which relief features and altitude data are related,and 'I
formerly called"mean sea level,"is herein called"sea level:'
)
.."Ari:Yuseoftradename~ortrademarksi~~thispublic'ation is-Jor
descriptive purposes only and does not constitute endorse-
ment by the U.S.Geological Survey.
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EROSION.AND SEDThfENTATION IN THE KENAI RIVER,
AIASKA
By KEV!J.'l M.SCOTI
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ABSTRACI"
The Kenai River system is the most important freshwater fishery in
Alaska.The flow regime is characterized by high summer flow of gla-
cial melt water and periodic flooding caused by sudden releases of
glacier'dammed lakes in the headwaters.Throughout most of its
50·mi course across the Kenai Peninsula Lowlands to Cook Inlet.the
river meanders within coarse bed material with a median diameter
typically in the range 40-60 mm.Every non tidal section of the stream
is a known or potential salmon·spawning site.
The stream is underlit.a condition attributed to regional glacial re-
cession and hypothesized drainage changes.and locally is entrenched
in response to geologically recent changes in base level.The coarse-
ness of the bed material is explained by these characteristics.com-
bined with the reservoirlike effects of two large morainally im-
pounded lakes.Kenai and Skilak Lakes.that formed as lowland
glaciers receded.Throughout the central section of the river the
channel is effectively armored.a condition that may have important
long-term implications-for the ability of this section of channel to
support the spawning and rearing of salmon.
The 3.B·fiver·mile channel below Skilak Lake contains submersed.
crescentic gravel dunes with lengths of more than 500 ft and heights
of more than 15 ft.Such bed forms are highly unusual in streams
with coarse bed material.The dunes were entirely stable from 1950
to at least 1977.so much so that small details of shape were unmod-
ified by a major glacial-outburst flood in 1974.The features are the
product of a flood greatly in excess of any recorded discharge.
The entrenched section of the channel has been stable since
1950-51 or earlier;only negligible amounts of bank erosion are indi-
cated by sequential aerial photographs.Bank erosion is active both
upstream and downstream from the entrenched channel.however.
and erosion rates in those reaches are locally comparable to rates in
other streams of similar size.Although erosion rates have been gen-
erally constant since 1950-51.evidence suggests a possible recent
decrease in bank stability and an increase in erosion that could be
related to changes in river use.
The high sustained flow of summer encourages a variety of
recreation·related modification to the bank and flood plain-canals.
groins.boat ramps.slips.embankments.as well as commercial de-
velopments.As population and recreational use increase.develop·
ment can pose a hazard to the productivity of the stream through in-
creased suspended-sediment concentration resulting directly from
construction and.,with greater potential for long'term impact.indio
rectly from bank erosion.A short·term hazard to both stream and
developments is the cutoff of meander loops.the risk of which is in-
.creased by canals and boat alips cut in the surface layer of cohesive.
erosion-resistant sediment on the flood plain within nonentrenched
meander loops.A significant long-term hazard is an increase in bank
erosion rates resulting from the loss of stabilizing vegetation on the
high (as high as 70 ft)cutbanks of entrenched and partly entrenched
sections of channel.Potential causes of erosion and consequent vege-
tation 1088 are river-use practices.meander cutoffs.and groin con-
struction.
INTRODUCTION
The Kenai River is a large proglacial stream draining
the inland side of the Kenai Mountains and crossing
the lowlands of the Kenai Peninsula to Cook Inlet.The
most obvious feature of the river in the lowlands is the
presence of coarse bed material in association with a
meandering pattern;in the spectrum of bed-material
sizes of meandering streams.the Kenai River is near
the coarse end.Both the bed material and the channel
pattern reflect previous geologic intervals when dis-
charge was greater and glaciers were more widespread.
Glaciers continue to influence the hydrology of the
river,extending today within the watershed to altitudes
below 500 ft.The major flood discharges have origi-
nated historically from outbursts of a glacier·dammed
lake every 2 to 4 years.
The Kenai River system is the most heavily used
freshwater fishery in Alaska (U.S.Army Corps of En-
gineers,1978,p.126).Salmon fishing attracts increas-
'ing numbers of visitors from the Anchorage area duro
ing the summer,particularly for the runs of king sal-
mon.The development associated with this recreational
use,though small in scale,is expanding rapidly along
the downstream 45.5 river miles that,lies mainly in a
corridor of State-owned and private lands outside the
Kenai National Moose Range (fig.1).The potential for
further development,evidenced by the demand for re-
creational property and the population increases in
communities within the corridor,is large.For details
on the environment of the river and the associated
197 -mr corridor,readers can refer to the comprehen-
sive survey by the U.S.Army Corps of Engineers
(1978).
The section of the river described in this report is the
50.3 mi of channel below Skilak Lake,a large
moraine-impounded lake with influence on the flow re-
gime of the river (fig.1).The purpose of the study is to
describe the recent history,geomorphic characteris-
tics,and sedimentation system of the stream
downstream from Skilak Lake and to indicate the
types,locations,and timing of development that could
prove harmful to the fluvial habitat in its ability to
support the spawning and rearing of salmon.This re-
port is concerned mainly with developments in the
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KENAI NATIONAL MOOSE RANGE
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l.f',con(iguration of the Kena1i Ri~er downstream from Skilak Lake.Glacial lakes capable of yielding potentially hazardous flood
disbhatges are numbered in accorddnce with Post and Mayo (1971).
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COOK INLET
o I 2 3 4 5 l'KILOMETERS
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EXPLANATION
River mile
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60°30'
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THE KENAI RIVER WATERSHED 3
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category of alterations to the navigable channel for
which a permit from the Department of the Army is re-
quired.Upland development and land-use changes are
not considered.
In a stream the size and type of the Kenai River.in-
creased suspended-sediment transport will be the first
,general effect of development with the potential to be
deleterIOUs to the physical stream system,chiefly
through deposition of frne sediment in the pores of the
streambed gravel.Consequently,the present levels of
suspended-sediment concentration and the possib"ie'
causes of future increases are emphasized.Other
cl'iangeslD.the sediment system are,of course,possi-
ble.
The most important feature of the environment to the
economy of the area is the ability of the Kenai River to
act as the freshwater habitat for salmon taken directly
by sport fishing and indirectly by commercial fishing in
Cook Inlet.Four species (king,sockeye,silver,and·
pink)use the river for spawning in runs from early
spring to as late as December.The presence of chum
salmon has also been reported.The young of three val·
uable speqies (king,sockeye,and silver)are found in
the stream year round.Every nontidal part of the river
is a known or potential spawning site for at least one
species (U.S.Army Corps of Engineers,1978,fig.27).
Salmon-producing habitats are sensitive to many fac-
tor~,but most imeortantlx to sedimentation and water
temperature (Meehan,1974,p.4).The deposition of
fme sedhiient,with'the consequent loss of pe'rmeability
in streambed gravel during the time of egg and fry de=-
velopment,has been described by many studies as the'
Jnost detrimental sedimentation effect (for example,
Meehan and Swanston,197'7",p:H.The 'deposited sed-
iment reduces'the f!ow"of"oXygen-bearing water within
the gravel where eggs and alevins (preemergent fry)
are incubating.It may also act as a physical barrier to
the emergence of fry and may cause changes in the
population of aquatic insects on which the young saI-
mon depend for food....--_._-
Erosion and sedimentation have been described as
the most insidious of civilization's effects on aquatic
life,in that the processes may go.unnoticed and the
damage can be widespread,cumulative,and perma-
nent (Cordone and Kelley,1961,p_189).Unlike most
causes of degradation in water quality,erosion and the
resulting increase in sediment transport may be
triggered by a set of conditions and then may continue
to increase or even accelerate after the triggering cir-
cumstances have ceased.The possible causes of such a
response and why this form of response could occur
along the sections of the Kenai River with hig,h,pre-
sently stable cut banks are one focus of this report.
Acknowledgments.-This study was completed in coop-
eration with the U.S.Fish and Wildlife Service,.to the
personnel of which the writer is indebted for much
helpful discussion and the supply of aerial photo-
graphs.Many local residents shared their knowledge of
the past behavior of the Kenai River and helped form
the writer's historical perspective on the stream.
THE KENAI RIVER WATERSHED
The Kenai River drains 2,200 mf!'of the Kenai Penin-
sula,encompassing a watershed that extends from the
icefields of the Kenai Mountains westward to Cook In-
let.Summer flow originating as melt water from ice-
and snow-covered terrain dominates the hydrologic
system of the river.Approximately 210 mi 2 of the
drainage basin consists of glaciers or permanent snow-
fields,of which 130 mf!is part of the Harding Icefield
and attached valley glaciers (fig.1).
CIJMATE
The climate of the watershed is transitional between
the wet and,relatively mild marine climate of coastal
areas and the colder and dryer continental environment
of interior Alaska.The high sustained flow in the Kenai
River in middle and late summer reflects the combina-
tion of melt water 'and superimposed storm runoff.
More than half the annual precipitation falls in the
4-month period from July through October.with an
average of almost 4 in.occurring in September,the
wettest month.
Annual rainfall totals vary greatly within the drain-
age basin because of the orographic effect of the Kenai
Mountains on storm systems moving northward from
the Gulf of Alaska.In the lowlands downstream from
Skilak Lake the annual precipitation is less than 20 in.
Southeastward in the progressively higher parts of the
basin,precipitation totals increase markedly and prob·
ably exceed 80 in.at the crest of the range.The regional
distribution of precipitation is reflected in the altitudes
to which glaciers descend-many outlet glaciers extend
to the tidewater of the Gulf of Alaska;within the Kenai
River drainage basin,however,valley glaciers reach no
lower than 500 ft..
VEGETATION
The flood plain of the Kenai River and the surround-
ing terrain are covered by Alaskan taiga association of
white spruce and hardwoods,locally with black spruce
on north-facing slopes and poorly drained areas (Hel-
mers and Cushwa,1973,figs.1,2;U.S.Army Corps of
Engineers,1978,fig.31).Evidence of stream behavior
The most obvious characteristic of flow in the Kenai
River is the continuous rise in discharge that begins in
May,followed by flow at sustained high levels through-
out the summer and then by recession during the
period from October to January (fig.2).It is this un-
usual pattern of relatively uniform high flow during the
can be obtained from vegetation bordering stream-
banks and on flood plains.Areas of active bank erosion
may be characterized by spruce trees leaning at angles
into the z:iver as their root support is progressively
eroded.When nearly horizontal,the trees are known as
..sweepers,"named with good reason by early-day
raftsmen and hazardous to modern river runners as
well.Ice damage in spruce trees on flood plains is evi-
dence of ice-jam flooding and,if datable by dendro-
chronology,can serve as evidence of flood frequency
(Levashov,1966).Several episodes of ice damage are
detectable on trees of the flood plain within meander
loop 3-H.
The interior meander loops of the Kenai River do not
show the vegetational age succession that would be ex-
pected under conditions of rapid channel change.Some
meanders do,however,show a variation in vegetation
type within the point-bar deposits that corresponds to
differences in sediment texture.As documented by Gill
(1972)in the Mackenzie River delta,coarse-textured
deposits with a lower water content and higher soil
temperature .encourage ..the··gtowthof·suchhatdwoods
as balsam poplar.The finer textured deposits com-
monly support mature stands of spruce.The differ-
ences in texture mark the episodic accretion by which
the meander loops develop-the coarser deposits cor-
respond to the more rapid periods of accretion.
'~
\J
)
(:1
If
(}
EROSION AND SEDIMENTATION.KENAl RIVER.ALASKA4
summer months,reflecting the melting of glaciers and
lake storage of melt water,that makes feasible the
riverbank development in which bed and bank material
is simply bulldozed to form canals,boat slips,and
groins.The stage variation of a typical subarctic stream
would make this kind of development nearly useless .
The mean annual flow of the.Kenai River at Soldotna
is 5,617 ffJ /s or 37.95 in.(1965-78).Annual peak flows
generally occur in August or September at discharges
in the range 20,000-30,000 ffJ/s.From freezeup in late
November or December to breakup,occurring ordinar-
ily in April but as early as February,flow levels base
within the range 800-1,700 ffJ /s.
The Kenai River begins at the outlet of Kenai Lake,a
glacially sculpted lake extending fiordlike for 22 mi in-
land from the front of the Kenai Mountains to within
15 mi of Seward on the Gulf of Alaska.Downstream
from the outlet of Kenai Lake at Cooper Landing,the
river flows for 17 mi before entering Skilak Lake.The
50-mi course of the stream between Skilak Lake
and Cook Inlet is the subject of this report;the 17 ami
.segment betWeen the major lakes isexClucled.
Major headwater tributaries of the Kenai River are
the Trail and Snow Rivers,which enter Kenai Lake
from the north and south,respectively.The major
tributary entering the Kenai River between the lakes is
the Russian River,famous for a run of sockeye salmon
during which they can be taken on artificial lures.
---~---~-~---------HYDROI:;OGY-----~-------Qther-large-tributariesincludethe-SkilakRiver~--which
drains the Harding Icefield and flows directly into
SkilakLake,and the Killey River,which joins the Kenai
River 6 ini below the outlet -of Skilak L~ke.All these
streams have significant areas of their headwaters co-
vered by permanent ice and snow,and as a group they
supply the high summer melt-water flow of the Kenai
River.
)
!~!
-..
...
.'
...
!tn,e.____._.,oa ..,._.-.----------.·t..-'0"·'
..........0 . .
o '--:=:-......~=:"'"""-"""===--'-~~..J..-"::"::'::-::-......._-=-=."='=""_.L......;,;•.,.,.~..J.;;::...:;..=_••.='::,.,.=--=~",=,."-,.-...J.";;;:.:,..".,,.,,.-•.:::-:::..:..,.=--1.......,.:-0:=:-.-'.:,=-"":=,,,"....J
1965 1969 1970 1971 1972 1973 1974 1975 1976 1977 1978
YEAR
B
______.1_5._00_0 r===:::r=====r:==:::r::r:::::::::::::::r-~-~-~----~-~---T·-·==~==~=="l"':""===T"'"'"......-.,---,----,--l.,.---l---------
:I__.1.0.000-r~---------~~-----.--.=----.---~--~-----II-----------~----•
wO e..'eo..••
<.:JZ 5000 r-.0..0 .0 .0..........eo •eo
a::0 • •• •••0.••••e ••
<{U •..,.0.".e.• •~_..-.°0 _.•0_•.00 '.,••••iJ lJi 0 '--_-=O-'::....--:I!:-==-.....;:!Ul"'-_J,,;,;::...---=-~.:...-...;-:.:!IoI-..a!.-___:.--!2a.a.'--_.:::!ao--.:._..:l-~_..::.st-:._-l...:!••_---:!-~__J
~~.A
o ~25.000 ,--_.,--_,_--.-,---.,.---,....--r---_.,--_,_---,---..,...--.,.-----r----.;--,---,
>-'I-~t:l20.000
Z ...
~~15.000
::l~(j-10;000
:E~5000
FIGURE 2.-Mean monthly discharges at gaging stations.A.Kenai River at Cooper Landing.B.Kenai River at Soldotna.Black arrows show
times of release of glacial Jakes in Snow River;white arrow shows times of release of glacial lakes in Skilak River.
,.HYDROLOGY 5
30.000 r-r---..,,...---..,,...----,----,.----,.----,
The second potentially hazardous glacial lake occurs
in the headwaters of the Skilak River (fig.1)and dis·
charges directly to Skilak Lake.This glacial lake
yielded a comparatively small volume of flow in
January 1969 (fig.2),but the flood wave fractured
large volumes of ice on the Kenai River,thereby caus-
ing locally serious flooding from the resulting ice jams
(Post and Mayo,1971,p.4).Aerial observations by the
U.S.Weather Service on October 18,1979,revealed
that the lake has refilled (S.H.Jones,oral commun.,
1980),apparently setting the stage for another out-
burst flood.
A phenomenon similar to glacial lake discharges is
the outburst of water impounded beneath glaciers.
Though potentially originating from any glacier of at
least moderate size,floods entirely from subglacial
outbursts have not been specifically recorded on the
Kenai River.They may not,however,have been ob-
served if originating in uninhabited areas like the
Skilak or Killey River drainage basins in the period be-
fore to flow measurement at Soldotna (before 1965).
Part of the glacial lake in the Skilak River headwaters
is formed beneath the Skilak Glacier,and that lake dis·
charges subglacially into the Skilak River (S.H..Jones,
written commun.,1980).
Downstream from the Killey River,all tributaries to
the Kenai River drain only the Kenai Lowlands.Runoff
from these streams is·dominated by snowmelt runoff,
with annual peaks generally in April or May.Poorly in-
tegrated drainage and numerous lakes and marsh
areas,as well as lower rates of precipitation,result in
comparatively low annual runoff.The largest of these
streams is the Moose River,which joins the Kenai River
at river mile 36.2.The Funny River,and Beaver,Sol-
dotna,and Slikok Creeks,are other lowland
tributaries,of which Beaver Creek is the only stream
with more than sporadic flow records (1967-78).
Anderson and Jones (1972,pI.2)presented a sum-
mary of all discharge information for the Kenai River
downstream from Skilak Lake as of 1972.These data
and subsequent information can be obtained from the
series of annual reports entitled "Water Resources
Data for Alaska,"published by the U.S.Geological
Survey.Gaging-station records on the Kenai River have
been obtained since 1947 at Cooper Landing,and since
1965 at the Soldotna bridge at river mile 21.1.
The Kenai River is noteworthy for a low variation in
annual peak flows during the period of measurement.
There are,however,three potential sources of major
flooding on the stream in addition to the normal
sources of flow-melt water and storm runoff:(1)sud-
den discharges from glacially dammed lakes,(2)out-
burst floods of water stored in or under glaciers,and
('3)ice jams.Each is discussed in the following para-
graphs.
The annual peak discharges from melt water and
storm runoff have been generally less than the annual
peaks that resulted from the sudden release of glacially
dammed lakes.The historical peak discharge at Sol-
dotna occurred September 9,1977-instantaneous
peak discharge was 33,700 ftJ /s-in response to the re-
lease of a glacially dammed lake in the Snow River
drainage basin (fig.1).The lake is one of two poten-
tially hazardous such lakes in the watershed for which
Post and Mayo (1971,sheet 1)recommended monitor-
ing.The lake at the headwllters of the Snow River has
caused outburst flooding periodically since 1911 or
earlier.Typical of the floods is that occurring in 1974
(fig.3)and yielding the peak discharge of record on
the Kenai River at Cooper Landing.This lake has
yielded floods at intervals,most commonly from 2 to 4
years in length and at levels apparently related to sys-
'tematic changes in glacier size.Post and Mayo (1971,
p.4)cited reports that flooding historically has occur·
red most commonly in November,December,or
January.In recent years (1964,1967,1970,1974,
1977),however,flooding has occurred in August and
September at times of high base flow derived from
melt water.If this trend continues,the flood hazard
from lake releases will inl;rease.
Q
Zo
(.J
~25.000
a:wa....w
~20.000
(.J
iii
:::l
(.J
~15.000
w·
t::la:«
J:
~10.000
i5
z«w
:E 5000
>-...J
~
6 10
6 EROSION AND SEDIMENTATION.KENAl RIVER.ALASKA
1.
Ij
tJ\
,',
,.(
EVIDENCE OF PROGI.ACIAL lAKE IN COOK INLET
The existence of a pro glacial lake.in Cook Inlet,or at
least its.chronology as interpreted by Karlstrom,has
been thrown open to question by a revised origin and
radiometric age of a unit previously thought to repre~
scmta_JI1iddle\Visconsinaninterstadialevent~In the
Anchorage area a distinctive deposit of silty clay,the
Bootlegger Cove Clay (Miller and Dobrovolny,1959),
occurs beneath and adjacent to the local equivalent of
the Naptowne end moraine (Trainer and Waller,1965,
p.170).The unit was believed to be mainly lacustrine
in origin and middle Wisconsinan in age (Karlstrom,
1964.p.37-38).Because failure of the Bootlegger Cove
QUATERNARY mSTORY
OF THE KENAl RIVER VALLEY
The final cause of flooding is ice jams,from which an
additional hazard is the channel~rosion effects with
which they are associated on other northern rivers
(MacKay and others,1974).Jams on the Kenai River
are most common near Big Eddy,a point of constric-
tion in a tight meander at river mile 14.3 (fig.1).The
probability of ice jamming at Big Eddy led the U.S.
Army Corps of Engineers (1967,exhibit 4)to calculate
upstream flood-hazard levels that are as much as 10 ft
above the stage of a flood.with a recurrence interval of
50 years.Potential levels of flooding from ice jams at
Big Eddy exceed levels of the 50-year flood as far up-
stream as Soldotna.
Naptowne
Knik
EkIutna
Caribou Hills
Mount-Susitna
Much of the Kenai Lowlands was covered by ice duro
ing the fIrst three major glaciations.During Knik time,
however,glaciers from the Kenai Mountains reached
only as far as river mile 26.7.According to Karlstrom
(1964),farther southwest in Cook Inlet,Knik glaciers
from the Kenai Mountains coalesced with those from
the Alaska Range and dammed the regional drainage
into a proglacial lake that e~isted periodically and at
successively lower levels until near the end of the Nap-
towne Glaciation.However,the periodic existence of
this lake-a major premise of Karl,strom's
interpretations-has not been verified by subsequent
investigations in the Cook Inlet region.
Deposits of the three youngest major glaciations are
present along the Kenai River in the study area.but it
is the events of the youngest episode,the Naptowne
Glaciation,that dominate the geomorphic history of the
stream.The'spatulate Naptowne erid moraines are the
most prominent topographic feature of the Kenai Low-
lands,extending as far as river mile 38.9.The type
localities of the Naptowne Glaciation and several of its
subsidiary advances are located along the river within
the study area (the town of Naptowne is now known as'
Sterling).The sequence of advances within the Nap-
The flood plain,terraces,and valley of the Kenai towne Glaciation is,stratigraphically:
River reflect the influence of glacial events to a high Tanya
degree.The modern landscape of the river,extending Skilak
even to vari13.tit):tl,s jn:channeLpatternand size·of·Killey
channel-bed material,is partly a function of glacial ac-Moosehorn
tion,including sculpture by glacial ice,deposition from The age of the Naptowne Glaciation has been revised
receding ice sheets,and changing base levels related to downward to less than 14,000 B.P.(Pewe.1975,p.
the .effects of glaciation or tectonics.The final major 14),considerably later than reported by Karlstrom
Quaternary glaciation of the Kenai Lowlands did not (1964).Dating by Karlstrom of the post-Moosehorn
end until about 5,000 years ago,and today an outlet events appears reasonable in light of this revised age
glacier from the Harding .~~_~fi~ld.E~~~~~~~_~__~~~h~E-__7 ~.l a-nd..-is-shown---in.table-l-~.-------.-..--....---.-.-
---of-th:e-lieadorSkilaklaIfe~-......The initial phase of the N aptowne Glaciation,the
An understanding of the recent glacial history of the Moosehorn advance,was named for the Moosehorn
Kenai Lowlands is prerequisite to interpreting the Rapids in the Kenai River at river mile 39.4 near the
modern Kenai River.The sequence of events,their margin of the Naptowne end moraine.Moraines of the
ages,and an interpretation of their effects on the river Killey advance,named for exposures along the Killey
are p:es?nted in table 1.The glacial.histo~of the River,a major tributary to the Kenai River,extend to
Ken~l ~lver a;ea and the surroundmg"regIon was river mile 40.5;and those of the subsequent Skilak ad-
studIed In detail by Karls~om (19.64),and mo~t of t~e vance.named for exposures around the edge of Skilak
______genera!li.~PE'!<:ts-and terII1InJ~I.t)gy_m_the followmg.dlS---I;s:ke;-occur as far aowDstream as.river mile 48.4.
cussion are based on his work.
----TheCOOk1iiIet region has undergone five major Pleis-
tocene glaciations and two major subsequent advances.
In stratigraphic order (youngest to oldest).the major
glaciations are:
TABLE l.-Late Quatemarv (WisconsInan to present)hlstorv oj the Cook Inlet area and correlation wllh the geomorphologV oj the Kenol RllJer
IGlaclal eVlnl1 and Illandiinu aller Karl.lrom 11964,lable 31;conllallon with cll..IcaIHquonce In pari modI/lad Irom Pew.11975,lable 211
Thouaandl 01 vaUI
5trandllnel 01 hypolh8lllad HI.lory ollha Klnal Rlvlr In Iludy area
Epoch G1aclollon Gllclal evonl and illOClalld rldlocarbon dal..prlllllacial lakel Ulel above Oapolillonalevenli Ero.lonol IVlnllbllorepre..nl prol.nl ..a II vIII
TWIDIIII advance
A.D.1550:t 150
A.D.15OOdoo
1-1 c Tunnoll Idvance A.D.565:t2oo8
1-2 ~TwlUmeno III advanco 300:1:300 B.C.
a 420:1:100 B.C.
1-3 ~TwlUmena II advanC'O 1250:1:150 B.C.a<
1-4 TwlUmlna Ildvonce 2550:1:450 B.C.
II Pro-TWlUmlnl advonce'j 1-5 1)..10 (marine Dopoallion 01 Udal ..dlmenl n·Erollon.01 Udal IlAIi conllnulng 10
lIoOlgra ..lonl po..d bllow rIver mUe 12.3 praHnl
1-6 Tonya III advance 3850:1:500 B.C.
4850:1:550 B.C.IL '.1-7 Tanya II edvence 50}I-Entrenchmanl 01 rlv",Inlo SoldoUloB..I developed Ianace baglnn and conllnue.10Ilvelaprlsenl1-8 100-125 AucluaUnli 1.",,11 01 hypothullod prlllliacial SoldoUla tanace lorm.d
c Tanya I advance •lake In Inlel with onl Dr more complali
g wllhdrawal.1-9 S 5kUak III advance 7050:t750 B.C.
~POlilble lacultrlnl,glaclolacultrlna,
10 T Skhk II advanco 7920:t250 B.C.and dlltalc da.,o'llloR In rlVlr..8420:t350 B.C •275 .--vaU'yl below Itrandlln.1 Indlcalod..~Skhk I advanci Glacial advance 10 rlvor mill 48.421
-2 "-"KUI.y advancel 10,950:t3OO B.C.500~z '"=-!I 11,550:1:400 B.C.Glacial advance 10 rlv",mill 40.5 Aucluallng lavil.01 hypolh..lledjJ!~Moo,"hom advance 750 proglaclallakl In Cook Inlel wllh
Glacial edvance 10 rlvlr mill 38.9 onl or more compili.wilhdraw·..
t al •.Llk.I'''"CII PDlllbly cui alcPro·Naplownl Idvlnce.B Itrandlln..Indlcl••d
~1 IJd..
Ii:3
!Glacial advance 10 rlvor mUI 26.7
Knlk Gllclliion -1000 I I
JO
§;
I
::c
~
~
·0"l
~
~
~
~
-!
8 EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
Clay caused disastrous slides during the 1964 Alaska
earthquake,it has been the subject of additional study
that has established an entirely marine origin (Han-
sen,1965,p.20)and an age of about 14,000 B.P.
(Schmoll and others,.1972,p.1109).Pewe (1975,p.
74)concluded that the interpretation of a glacial lake
occupying the upper part of Cook Inlet during Knik and
Naptowne time is refuted by this later evidence.
At least some of the features attributed by Karlstrom
to a freshwater lake have other explanations.The Sol-
dotna terrace,a well-developed surface bordering the
Kenai River over much of its lower course,was inter-
preted as a lake terrace in mapping by Karlstrom
(1964,pI.4)but is described here as a former flood-
plain surface,an origin in common with other alluvial
terraces.The Soldotna terrace grades to one of two
well-developed terrace levels bordering Cook Inlet.
These levels occur 50 and between 100 and 125 ft
above present sea level and were interpreted by
Karlstrom as lake terraces (table 1).They are,how-
ever,more likely marine in origin,on the ~asis of the
extent of their development.It is difficult to envision
an ice·floored lake spillway being sufficiently stable for
the interval necessary for cutting of the terraces.The
changes in base level consequently are more likely due
to isostatic rebound or tectonic uplift than to changes
in level of the hypothesized lake.Favoring the lake
hypothesis is Karlstrom's mapping of other higher
strandlines indicating lake levels at altitudes too high
(table 1)for reasonable explanation by sea-level
change due to isostatic rebound or tectonics.The exist
tence of these higher strandlines could not,however,
be confIrmed during field investigations in the Kenai
River watershed.
FIGURE 4.-Kenai River at the Soldotna bridge.The river is entrenched 30 to 40 ft below the Soldotna terrace.upon which part of the town of
Soldotna is visible here.Wakes in the river are caused by large boulders.the presence of which is characteristic of the entrenched section
of the stream.Direction of flow is toward upper left.Reach visible in photograph extends from approximately river miles 21.5 to 20.i.
Scale.1:4.800.or 1 in.=400 ft.Photograph credit:U.S.Army Corps of Engineers.
-I,I
,/
r
)
QUATERNARY HISTORY OF THE KENAI RIVER VAUE'{9
TERRACES AND RIVER ENTRENCHMENT
The Soldotna terrace,here named informally for the
town constructed upon it (fig.4),is the most promi-
nent topographic feature in the Kenai River valley be-
tween river miles 13 and 31.The terrace averages about
a mile in width,is covered with mature taiga vegeta-
tion,and occurs at altitudes generally from 25 to 50 ft
above the present Kenai River flood plain.It dominates
the valley upstream from river mile 17.6,above which
.point the river is entrenched in the terrace surface and
little modern flood plain exists.The entrenchment,
which extends beyond the upstream end of the terrace
as far as river mile 39.4,is a result of a lowering in
base level,from the level to which the terrace was
graded,to present sea level.
Karlstrom (1964,pl.4)interpreted the section of the
Soldotna terrace between river miles 31 and 27 as a
river terrace and the remaining part as.a,hanging del-
taic complex associated with a proglacial lake of Nap-
towne age.The entire terrace upstream from Soldotna
(river mile 22)is here interpreted as a former flood
plain of the Kenai River.Profiles of the terrace and
river channel measured along the.valley axis (fig.5)
show that the terrace is graded to a height above pre-
'sent sea level.
The extension of the Soldotna terrace below the town
probably correlates with the 100-to 125-ft-high marine
terrace.A well-developed 50-ft marine terrace is also
present,and figure 5 portrays possibility that tile allu·
vial part of the Soldotna terrace grades to this lower
level.The town of Kenai is mainly on this lower terrace,
which is not represented by obviously correlative allu-
vial equivalents along the Kenai River.
TOPOGRAPHY OF TIfE KENAI LOWlANDS
AND COURSE OFTIiJ:;1U;&I RIVER
The poorly drained,lake-dotted Kenai Lowlands con-
tain many abandoned channels that are visible on aer-
ial photographs yet do not form a drainage system
which is obviously integrated with the present network.
The channels,though well developed at some localities.
are discontinuous and not easily traceable.Karlstrom
(1964,p.15)believed that the pattern locally suggests
scabland topography formed under torrential-flood
conditions.
Changes in the drainage of the Kenai River system
have occurred within a geologic time span that is appa-
rently too short for any but partial adjustment of the
channel-in pattern and bed material size,for example_
A change in pattern (an increase in wavelength
downstream from river mile 36;fig.6)below the point
of inflow of the tributary Moose River suggests that
discharges proportionally larger than those now
supplied by the Moose River have occurred in the past.
If true,the Kenai River downstream from the Moose
River is underfit to a greater degree than is the river
200,...--,.-----,.---..,-----,.---.,...----,.---..,-----,.---.,...---,.---,.---...,...,
tuw
Ll.
I
RM 30
I
RM 28I
RM 26
Soldotna terrace
(solid linel«1QO-12S·ft marine terrace ..w c
t/)'0
z "0
«100 "0
w t/)
:E --w 1-
>0ca So-ft marine terrace«
z SO _7
0
~>I I I IwRM18RM20RM22RM 24...Iw
~
i 1S0
>W
...I
2 3 4 S 6 7 8
DISTANCE ALONG VALLEY AXIS.IN MILES
9 10 11 12
FIGURE 5.-Prames of the Soldotna terrace and the Kenai River (water surface at intermediate flow level)measured along the .valley axis.Rive
miles are shown inset.Altitudes were derived photogrammetrically,and absolute values are only accurate within the approximate range 0
±10 ft.Relative differences between altitudes of terrace and river at a point are believed accurate to within ±2 ft.
/
lO EROSION AND SEDIMENTATION.KENAI RIVER,ALASKA
30001""'"'l'~-r-"""T"""T--r.,....,-,...,--r..,..-r-,.,-,...,--r.,....,-,....,r-r..,..-,-.-r-r-r-,-.,....,....,r-r"",-,-""""",,--r.,....,-.-r-r..,..-,-.-r-t
...I A
...I 2500::J...
~
Z
~t:;2000
I-w
c(...
i!:~1500
ow-<:7::~1000~(/)zz 500c(:ru
a
0.006
\,
I
B
'J
i
)
6000
4000
2000
oL....L..J..J-l-l......L-J....1-l-..L....J-l....,J-J....J.-L.....L-1-L..J....L....JI...L......I-J....J.-L.....L-l-J....J..J-l-l.......I-J-l-l......L-J-L-l-....L-L....L......I-J.....I-I-J
10,000
J 8000
J
0.001
~0.005
~
1:1-~~0.004
fie:
;(~0.003
~t:;...w
::J'"0.002.~
~ll---f~~:;;;~:~_;~~~~~:~~~;-~:_~~~~~~,.....,...,--r~..~--r-r-r~~~......-r-r::~--r-r-r~~:~.~~~..,.-~~r-r-;...,.--r-"T"~~"~~-r-r-'T'"':;~,-,-,-;~_:_~:~]-_.__.._.-
.u
4.0 ,.....,--r...,...-r-~,.....,.-,.....,-~,.....,.-,...-r-..,......-r--r...,......,.--r-r-T...,.....,.-..,....,.....,--r...,...-r-~r-T...,.....,.--r-,--,--r-,--.-.,....I""'"'l'...,..-r-.,....r""1
x E.w
0
~
~2.0(/)
0
::J
Z 1.0in ,1
0.0 ,o 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
DISTANCE ABove CHANNEL MOUiH,IN MILES
'IGURE 6.-Distance above channel mouth (in river miles)against:channel width at bankfull stage (A).slope of water surface (B).meander
wavelength (C).number of channels (D).and sinuosity index (E).1
)
FICURE 7.-Moose River channel between 1.3 and 2.6 mi upstream
from its junction with the Kenai River-a striking example oC con·
fined meanders occurring within a large sinuous paleochannel.
Flow is toward bottom oC photograph.Downstream change in pat·
tern oC present channel from meandering to straight is in response
to entrenchment oC the Kenai River.Scale.1:12.000.or 1 in.=
1,000 ft.Photograph credit:U.S.Army Corps of Engineers.
...
QUATERNARY HISTORY OF THE KENAI RIVER VAI.J..Ef
upstream from the junction.This effect would be in ad-
dition to the probable basinwide underfit condition re-
flecting the general reduction in precipitation that has
occurred with glacial recession.
Figure 7 illustrates the channel of the Moose River a
short distance upstream from its junction with the
Kenai River.The underfit condition is pronounced.The
present channel is approximately SO ft wide where it
meanders within a paleochannel 600 to 700 ft wide.
The Moose River paleochannel appears to be a natural
upstream extension of the lower part of the Kenai River,
from both the similarity in pattern and the trends of
the two channels at their junction.
Topography at the front of the Kenai Mountains indi-
cates several past variations in drainage in which the
Moose River would have yielded much greater flow
than at present.It is possible to project an extension of
the Skilak Glacier to the head of Skilak Lake where it
could divert the Kenai River into the headwaters of the
East Fork of the Moose River (fig.S).The course of
probable diversion is today a chain of lakes,beginning
with Hidden Lake in the gap between Hideout Hill and
the hills north of Skilak Lake and continuing with the
Seven Lakes,each connected by the drainage that be-
comes the East Fork of the Moose River.This
hypothesized diversion probably occurred with the
Skilak advance of the Naptowne Glaciation and could
also have occured during the'Tanya advance.Tanya end
moraines have not been recognized in the Skilak Lake
area,although they were mapped by Karlstrom (1964,
pI.4)at their type locality near Tustumena Lake.An
advance of the Skilak Glacier similar in distance and
gradient to the relation between the Tanya end
moraines and the Tustumena Glacier,the extension of
which was the type Tanya advance,could have diverted
the Kenai River into the Moose River drainage.
The effects of earlier glaciations on the drainage pat·
tern would have been greater.Drainage from the area
of Kenai Lake,which was glacier f:tlled during much of
pre-Tanya Naptowne time,may also have entered the
Moose River drainage north of Hideout Hill (fig.S).
During the maxima of Skilak and earlier Naptowne ad·
vances,glacial lobes from the Kenai Lake valley en'
tered the Moose River basin and discharged large vol-
umes of melt water.
No matter what scenario of melt-water drainage is
hypothesized,during each of the Naptowne advances
the tendency was for greater proportions of the total
discharge of the Kenai River basin to have entered the
Kenai Lowlands from the Moose River than from the
.present Kenai River channel above the confluence with
the Moose River.The Kenai River channel downstream
from the Moose River thus has had a constant drainage
area,and the overall decrease in discharge in that
channel has reflected the general climatic change.The
channel upstream from the Moose River.however,reo
11
EROSION AND SEDIMENTATION,KENAI RIVER,ALASKA12
flects partially offsetting changes in climate and drain-
age area.The effects of change in drainage area have
been to reduce the high discharges at times of glacial
maxima.In consequence,the channel of the Kenai
River berow the Moose River reflects a history of ad-
justment to greater absolute change in discharge than
does the channel upstream from the tributary,and this
difference in adjustment is reflected in the channel and
sediment characteristics described in the following sec-
tions.
CHANNEL OF THE KENAI RIVER
Study of the channel pattern.degree of entrench-
ment,position of riffle bars,symmetry of cross sec-
tions,and slope permits a description of the Kenai
River that.in combination with the subsequent sections
on bank erosion and development,can be used to as-
sess the relative susceptibility of various sections of the
stream to the actions of man.The information will be
presented in the following section but will be applied in
the final section on river development.
STREAM TYPE
The Kenai River can be fitted to an engineering clas-
sification of streams (Brice and Blodgett,1978,p.94;
Brice,1981.fig.5)that emphasizes lateral stability-
the potential for bank erosion.The classification is
based on observable channel properties that show an
association with varying degrees of lateral stability.The
section of the Kenai River between river miles 39.4 and
17.6 has characteristics similar to the type described as
equiwidth point bar.Such streams are relatively stable.
Upstream and downstream from this section the Kenai
River more closely fits the category described Sf;
wide-bend point bar.This type of stream is generally
less stable than equiwidth point-bar streams.
\
1.1
"\
.I
'\
I
60"30'
01 2345 678KIlOMETERS
..,I,.'i I I t I I
a 1 t-j ---,,-s-Miies ---
--}
S.frIQ~\,
'"
.l
,,
1
•.•1
)
FiGURE 8.-Drain~ge network in the Kenai River watershed near the front of the Kenai Mountains.Limits of subsidiary advances within the
Naptown Glaciation are shown (mainly from Karlstrom.1964,pL 4).
Dury (1976,fig.2)summarized 173 pairs of .values of
wavelength and width and calculated the relatIon
Also,meander wavelength is related to width of
bankfull channel according to the relation (Leopold
and Wolman,1970,p.216)
13
pairs of data gives
A =30Qo.s.
A =9.76 w I.019 •
EXPLANATION
•Upstream meandering section
AMiddle meandering section
•Downstream meandering section
10.000 100.000
BANKFULL DISCHARGE.IN CUBIC FEET PER SECOND
10.000
100.000 .------------;------------r
Leopold and Wolman (1970,p.216-217)sho.wed that
wavelength was more directly dependent on wIdth than
on discharge when data were compared for a large
range of stream sizes.Bankfull discharge is considere.d .
here as equivalent to channel·forming disch~ge and IS
calculated as the discharge at a recurrence mterval of
1.58 years in the annual series.'.'
The plot of wavelength with bankfull dlScharge (fIg.
9)indicates that the channel in each of the.three
meandering sections tends to be underfit;that IS,the
data points are in or above the upper ranges of the
data of Inglis and Dury.In such cases of apparex:t un-
derfit,a meander of a given size is associated wIth.an
uncommonly low channel-forming discharg~,leadmg
CHANNEL 9F THE KENAI RNER
discharge.His original set of 105
the relation (Dury,1970,p.273)
CHANNEL PATI"ERN
lNVESTIGATION OF UNDERFIT CONDmON
Variations in channel pattern can be empirically use-
ful in assessing differences in susceptibility to bank
erosion.For example,the straighter,less sinuous
reaches of a stream tend to be significantly more stable
than the more sinuous reaches,solely on the basis of
the observation that bank erosion is most intense at
channel bends.Channel pattern can be in part de-
scribed by means of a sinuosity index (8.1.),defined as
the ratio of the thalweg length to the length of the
meander-belt axis (Brice,1964,p.25).Although the
symmetry of channel bends is not cons~dered in cal-
culating the index,channels can be descnbed by boun-
dary values of the index.In the classification used here,
reaches with a sinuosity index greater than 1.25 are
described as meandering,those with an index between
1.05 and 1.25 are sinuous,and those with an index less
than 1.05 are straight (Brice and Blodgett,1978,p.
70L
The sinuosity indexes of overlapping reaches 4 mi in
length are shown in figure 6,where values ate plotted
at midpoints 2 mi apart.That the Kenai River varies in
sinuosity is readily seen.Three intervals of meandering
channel are present:the first,between Skilak Lake and
river mile 34.8;the second,between river miles 21.8
and 13.4;and that farthest downstream,between river
mile 9.0 and the mouth.This last interval shows the
downstream increase in channel width and meander
amplitude associated wjth tidal augmentation of flow.
The river branches into multiple distinct channels
(anabranches)in two reaches (fig.6).The upstream
anabranched reach,between river miles 42.7 and 39.6,
is part of the first meandering section.The downstream
anabranched reach,between river miles 15.8 and 11.4,
includes part of the middle meandering section.The is-
lands within the upstream anabranched section of
channel are mainly covered with mature spruce.Vege-~
tation on islands in the downstream anabranched sec-i
tion is less dense,but is generally mature and indicates ~..
that the islands are only rarely inundated.~
w
-'w
~:::
crwThepossibilityofanunderfitconditioncanbeinves-~
tigated by comparison of the channel pattern with dis-~
charge and channel width.Paired observations have
shown that meander wavelength is a function of
bankfull discharge according to the relation (Inglis,
1949,p.147;Leopold and Wolman,1970,p.216)
A =36Qo.s.
I i
r I
\
FIGURE 9.-Meander wavelength against bankfull discharge.Lines
Dury (1965,p.5;1970,p.273;1976,p.223)analyzed representing limits ofInglis (1949)and Dury (1965,1970.1976)
several sets of paired observations of wavelength and data are approximate.
i
14 EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
rrwoz
0(w
::E
...ww.....
~
t:l
Zw
uj 10.000
~
:1
1.J
}
\
(
}'y
1i
\
..1
U.S.Army Corps of Engineers (1967,1973,1975,
1978)permits analysis of flow depths according to pos-
ition in the meander course and the type of channel
pattern.The discharge at Soldotna during the 2·day
period of the survey was in the relatively narrow range
of approximately 11,500 to 11,900 ftfl /s.The cross sec-
tions,therefore,represent the bed at a moderate flow
level,approximately 70 percent of bankfull discharge,
in the reaches between river miles 47 and 26.
In meandering"streams the shallows analogous to rif·
fles occur at the crossovers or points of inflection in the
meander curve,and the pools are found at the bends,
with the deepest point near the outside or concave
bank.If this pattern of pools and riffles is not present
or if it occurs with a different spacing relative to the
meanders,some aspect of the fluvial environment is
preventing the normal adjustment of the bed response
to flow.For example,the meanders may be relict from
a period of previous,generally higher discharge,or the
mobility of the bed may have been reduced by the pro-'
cess of armoring,in which finer sediment is selectively
removed and the bed·is rende.red progressively im;
mobile.Dury (1970,p.268)recognized an underfit
condition in which the old.meanders continue as the
stream channel,but in which the pools and riffles as-
sume an irregular distribution reflecting the new reo
FLOW DEPTH VARIATION wrrHIN MEANDERS duced discharge.
AND WITH DIFFERING CHANNEL PATI'ERN The following statistical.analysis was made to inves-
.....................................................,_~_..tigatethe.spacingof.bars.Maximum depths in.selected·
The measurement .of a series of cross sections by the sections were grouped in table 2 according to whether
the channel was meandering or sinuous to straight.The
data from meandering channels were"subdivided'by
location-whether the section was at a bend or at'or
near a crossover--andwere further grouped according
to whether the meander was free to migrate laterally or
was entrenched.Hypothesis testing of the differences
between the means of the data subgroupsfor meander-
··ing channels yielded unexpected-results;·There·was no'··'
.significant .differcence·between··themax·imum·depths-in-···
bends and at crossovers,a result suggesting,when
considered with other evidence,that the channel is un-
derfit.The morphology is similar in some respects to
that of the illinois River (Rubey,1952,p.123-136),a
stream with astable and deep uniform channel that oc-
cupies a valley formed by large proglacial discharges.
There was also nosigriificant differencebetWeeIl the
maximumdepthsinthechannels·ofmeanders·that.are
free to migi-ate·andthose that appear to be entrenched.
The only significant difference was found between the
1000 '---------1.-----------1 depths in all meandering channels and the depths of
100 1000 10.000 sinuous or straight reaches.Maximum depths in the
CHANNEL WIDTH AT BANKFUll DISCHARGE.IN FEET channel where it is sinuous or straight are less than
FiGURE lO.-Meander wavelength against channel width at bankfull those where the channel meanders,with a probability
stage.Lines representing ranges of previous data are approximate.in excess of 0.99.
to the assumption that discharge has decreased since
the meanders were formed.
The data points in the plot of wavelength against
width at bankfull stage (fig.10)tend to cluster in or
above the upper ranges of the data plotted by Leopold
and Wolman (1970,fig.7.13)and Dury (1976,fig.2).
Thl.Ls the channel width is smaller for a given
wavelength than would be expected by comparison with
other streams,as the likely result of the meander pat-
tern of the Kenai River having been formed during a
previous period of higher discharge with,of course,the
width of the channel reflecting the present,lower dis-
charge.
Meanders from the tidal section of channel mainly
plot below the mean lines of the data in the Leopold-
Wolman and Dury studies (fig.10),but the signifi-
cance of this relation is not known because those au-
thors included no data from tidal reaches.The
downstream meandering channel reflects tidally aug-'
mented flow and shows the consequent characteristic
increase in channel width,and so it should expectably
indicate an underfit condition relative tothe freshwater
disc:harge of the stream,as it does in the plot of figure
9.
BED MATERIAL 15
ASYMMETRY OF CROSS SECI10NS AT BENDS
Cross sections of the channel of a meandering stream
are characteristically asymmetric at bends,with the
point of maximum depth close to the outside of the
bend.Of the nine sections located at meander bends,
only four show the expected asymmetry,each in mean·
ders free to migrate.Although none of the sections
from entrenched meanders shows asymmetry,the
sample size is too small for significance tests.Absence
of or abnormal asymmetry can be regarded as evidence
of underfitness,as exemplified by the lllinois River
(Rubey,1952,p.129),where the normal asymmetry is
reversed and the deepest part of the channel is close
against the inside of meander bends.
SLOPE
The slope of the water surface of the Kenai River has
a variation of at least an order of magnitude in the val·
ues determined from 5·ft contour increments and plot·
ted at the midpoint of each increment (fig.6).These
data should be viewed as approximations to the actual
slope because of their photogrammetric derivation.The
accuracy of photogrammetric altitudes is such that,
over short longitudinal increments of channel,expect·
able inaccuracies in altitude can yield significant dif-
ferences in slope.Field observations likewise fail to
conflI'm some of the slope data in figure 6 as more than
approximations,useful for comparison only.
At the largest scale there is a difference in slope be·
tween the meandering reaches and the long middle sec-
tion of the river with only a slightly sinuous configura·
tion.The meandering reaches generally have the lesser
slope,in accord with the general inverse correlation be'
tween sinuosity and slope.
At a smaller scale within the meandering reaches,the
tendency toward anabranching,which is commonly as·
sociated with an increased gradient (see Mollard.
1973,fig.1),does not fit this tendency,according to
the data of figure 6.The anabranched and meandering
sections of the river apparently have a lesser slope than
some sections of single meandering channel.The
reason for this anomaly is that parts of the upstream
and middle meandering sections are entrenched.The
entrenched meanders have the greatest slope,shown in
figure 6 and verified by field observations,of any part
of the river except the Moosehorn Rapids.
BED :MATERIAL
The bed material of the Kenai River is among the
coarsest recorded for a meandering channel of similar
size (compare data in Kellerhals and others,1972).The
reasons are both geologic and hydrologic.The coarse
material reflects initial transport by glaciers,which
throughout the Pleistocene covered at first all,and
then stlccessively lesser,parts of the drainage basin.
Coarse bed material was supplied directly from melting
ice and outwash discharges and subsequently was de-
rived throughout the length of the stream from erosion
of previous glacial deposits.Numerous boulders too
large for transport by even the highest discharges reo
main in the channel throughout the entrenched sec-
tions of the river (fig.4).
TABLE 2.-Statistical analysis of mtUimum flow depths at cross sections measured August 23-24,1974
[Location of _lioDi.between river mil..26 and 47.Probable variation in discharge.leaa than 5 percent.Depths are in feet.5J••sinuoaity index)
Uata grouped as indicated
Channel
pattern
Pnailion
in meander
Channel "rree"
or entrenched "
:i'
(range)Ox
i:
(range)
Nonentrenched 6 11.1 1.9meanders(8.7-13.5)
Bend 10.9 2.1(7.7-13.7)
Entrenched 3 10.7 3.0meanders(7.7-13.7)
meanderinf 10.8 2.1
(S.1.>1.25 (7.7-15.1)
Nonentrenched 10.3
meanders 4 (8.3-12.0)1.5
Crossover 10.7 2.2(8.3-15.1)
Entrenched 3 11.4 3.3meanders(9.2-15.1)
Sinuous Entrenched 7.9f:r strailtht Not determined to varying 8 (5.8-10.2)1.7S.1.<1.25)degrees .
j
..I
16 EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
As glaciers receded within the Kenai Mountains,vented upstream extension of the entrenchment.The
transition from a braided to a meandering channel oc-bed material below river mile 39.4 is coarser than that
curred as the flow regime changed to one of lesser dis-upstream,remaining in the range 40-60 mm through-
charge and greatly decreased sediment supply.Similar out the entrenched part of the channel downstream
changes in pattern have been widely noted throughout from the Moose River.Below river mile 20,bed mate-
areas peripheral to receding glaciers.In the Kenai rial becomes gradually finer,and,correspondingly,
River,formation of the large lakes left by the receding bank-erosion rates locally increase to rates comparable
glaciers...,..first Skilak Lake and then Kenai Lake-acted to those in the reaches upstream from river mile 39.4.
much as the construction of reservoirs.Downstream The roundness (Meehan and Swanston,1977)and
degradation and partial armoring of the channel occur-size (McNeil and Ahnell,1964)of bed material have
red in response to the sediment-entrapment effects of been related to success rates of salmon spawning in
the lakes.The pronounced entrenchment of the chan-southeastern Alaska.Survival of salmon eggs was
nel below the Soldotna terrace,however,is attributed slightly higher in angular than in round gravel.The
mainly to degradation consequent to change in base roundness of Kenai River bed material fell within
level rather than to the downstream effects of the categories defined as subrounded or rounded,and no
lakes.significant longitudinal variation was detected.Little
The size of bed material in the active channel is variation in productivity consequently can be ascribed
shown in figure 11 as the median diameter (D50 ).These to this factor.Gravel permeability,which correlated
data were obtained from large emersed bars by strongly with salmon survival rates,was found to be
pebble-counting techniques that are statistically valid negatively related to the percentage by volume of sed-
for coarse sediment (Wolman,1954).Several esti·iment passing a 0.833·mm sieve.In measuring the size
mat!!s oLthe median grain size were made during a distribution of Kenai River bed material,the percent·
boat traverse of the river,and these points are so de-age of material in size fractions finer than sand was not
signated.The estimates were made only for the sub-determined because,for statistical validity of the re-
mersed gravel dunes found in the reaches downstream suIts.large volumes of material wou'Id have to be exca-
.from Skilak Lake (fig.12).vated and separated before the fine components could
The distribution of median sizes of bed material (fig.be sieved.However,the percentage of sediment of
11)reflects the entrenchment and partial armoring of sand size or finer «2 mm)was determined during the
parts of the river.The comparatively finer 8!ai1!e~bect .pebble-counting~PJ·o.cess._Usingcthose-percentages-fol'
materiaTupstream -from rivermlfe 39.4,site of the comparison-a conservative approach because only part
Naptowne end moraine and the Moosehorn Rapids,of the sediment finer than 2 mm would pass the
coincides with the reaches in which higher erosion rates 0.833-mm sieve-the bed material of the Kenai River is
were documented (see section on bank erosion).The highly permeable and contains a relatively small pro'
extremely coarse bed material (D so =122 mm)in the portion of fine sediment.The streams studied by
channel at the end moraine functions as the base level McNeil and Ahnell (1964,fig.7)contained bed mate-
for the river upstream to Skilak Lake and has pre-rial of which 5 and 20 percent was finer than 0.833
\
I
]
.J
,{
,J
)
}
,
f
')
I
E
E
36 38 40 42 44 46 48 50
Encj moraine
~-----Entrenchedchannel------f
14 16 18 20 22 24 26 28 30 32 34
DISTANCE ABOVE CHANNEL MOUTH,IN MILES
12108642
!:75
W
N
iii 50
z:<
~25
Z<C O'-.-..._-'----',...-......._"----'-_-'-_L..-.-..._-'----'_-I.-_-'-----'_-I.-_-'-----J._...J...._J..---L._-'----'_--'-_-'----J
~0
FIGURE n.-Bed-material size against river miles.E,estimated.
)
BEDMATERW..17
mm.At all measurement sites the surficial bed material
of the Kenai River contained less than 5 percent sedi-
ment finer than 2 mm.No great significance should be
placed on this comparison because of the greater
coarseness of the Kenai River bed material and the dif-
ferences in sampling techniques_If it had been possible
to measure samples of the Kenai River bed near the
thalweg,the percentage of fine sediment would have
been greater.
GRAVEL DUNES IN CHANNEL BELOW SKlL\K LAKE
The reach containing crescentic gravel dunes that are
visible on aerial photographs between the outlet of
Skilak Lake and river mile 46.5 is among the most pro-
ductive on the river in its ability to support heavy
spawning of several types of salmon (see data sum-
marized by U.S.Army Corps of Engineers,1978,fig.
27).Whether the productivity relates to the bedforms
or to the effects of suspended-sediment retention in
Skilak Lake,leading to minimal deposition of fine sed-
iment in this reach,is not known.Crescentic dunes are
a highly unusual mode of transport in gravel-bed
streams.Both the'coarseness of the bed material com-
posing the dunes in the Kenai Ri....er and the scale of
the dune forms (fig.12)are exceptional.
Active dunes of comparable and larger sizes occur in
much larger rivers,such as the Mississippi and Mis-
souri Rivers,but are associated with finer,generally
sand size bed material.The dunes in the Mississippi
River are as much as 22 ft in height and range in
length from 100 to 3,000 ft (Lane and Eden,1940).
The dunes of the Kenai River likewise vary in size,as
indicated by their submersed images on aerial photo-
graphy.The largest dunes are at least 500 to 600 ft in
length,approximately equivalent to the mean channel
width in this reach.Smaller dunes are developed on the
larger forms and are common in lengths of more than
50 ft.The maximum height of the dunes,estimated
from water depths in the intervals between the shallow
riffles that mark the crests of the forms,is at least 15
ft.The ratio of height to length for the Kenai River
gravel dunes appears to be greater than that for the
sand dunes measured in larger rivers.
Features of comparable coarseness and scale have
been reported to result from an exceptional flood dis·
charge,such as a surge from a dam failure (Scott and
Gravlee,1968,fig.18),but in these unusual instances
the features are not subsequently active.The gravel
dunes of the Kenai River were examined with aerial
photography taken in 1950, 1972,and 1977 to deter·
mine the degree of their activity.Where best de-
veloped,between river miles 48.5 and 46.5,the dunes
show a surprIsmg and remarkable similarity in posi-
tion.Resolution is relatively poor on the 1950 photo-
graphs,but the positions of the major forms are clearly
the same as those in 1972 and 1977.Striking compari-
sons of the 1972 and 1977 photographs show that even
the small irregularities of dune morphology did not
change in that interval,one that included a major flood
i
FIGURE 12.-Kenai River between approximate river miles 47,5 and:
46.9.Crests of large crescentic gravel dunes appear just beloW]
water surface as darker areas.Flow is from bottom of photograph
toward top.Scale 1:4.800 or 1 in.=400 ft.Date:July 11.1977,
Photograph credit:U.S.Army Corps of Engineers.
'18 EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
ARMORlNG OF THE CHANNEL
discharge in 1974 (fig.3).The dune forms,like the
traveling bars of an incipiently meandering channel
and nearly all other types of submersed dune forms,
are the type of bedform that migrates progressively
and changes position at l.east seasonally.The rate of
movement of the Mississippi River dunes described
above ranged from a few ft per day to as much as 81 ft
per day (Lane and Eden,1940).The historical stability
of the Kenai River dunes indicates that,like the forms
described by Scott and Gravlee (1968),they are the
product of an exceptional flood event,one probably
greatly in excess of any flood during the period of flow
records.
The question of why the dune forms are confined to
the 3.8 river miles downstream from Skilak Lake is not
so easily answered.The presence of the dunes coincides
almost exactly with the reach that appears "drowned";
that is,the channel shows evidence of having been
formed at lower water'surface elevations.This part of
the river presently functions in part as an extension of
the lake-channel width is large and irregular;banks
sho'W littleeviclenc~.o.L~r()~i()"n.The IIl()lStlikely reason
for the "drowned"channel is the presence of gravel in
the form of the dunes,which have effectively plugged
the reach.The cause of the flood that introduced the
gravel and molded it into dunes is unknown,but,as
noted,the event was of exceptional recurrence interval.
The effect of wave action in introducing suspended sed·
iment into the river at the outlet of Skilak Lake is de·
's'Cribed-in-the-disrc::ussion ofsuspenaed-seaiment:-Simi:-··
lady,it is possible that a flood surge traversing the
lake mobilized sufficient coarse sediment at.the lake
outlet to form the dunes and aggrade the channel to its
present configuration.
dence of this condition includes sediment size and
channel stability.The causes are threefold:the long'
term decline in flow accompanying glacial recession.
the reservoirlike effects of Skilak Lake,and,to an un·
known extent,the presence of coarser underlying
gravel than is present outside the entrenched reaches.
The size data in figure 11 are mainly from emersed
bar surfaces;the average bed material in a cross sec·
tion is likely to be coarser.The most visible feature of
the armored reaches is the presence of large boulders,
which protrude above the water surface at normal
levels of summer flow (see fig.4)and may exceed 13 ft
in intermediate diameter.In other streams the size of
the Kenai River,the bed material normally will be
moved by discharges not greatly in excess of bankfull
discharge.Field calculations of tractive force compared
with known critical values (for example,Baker and Rit·
ter,1975,fig.1)indicate that only discharges greatly
in excess of bankfull or channel·forming discharge will
transport the coarse fractions of the size distributions
in the entrenched reaches.These calculations are not
presented here because of the confidence limits applic·
able to the slope data and therefore to the values of
tractive force.The general conclusion is believed to be
valid.
It should not be concluded that no ·movement of
coarse bed material occurs in the entrenched channel.
Competence is sufficient to transport coarse sediment
supplied from reaches upstream and fr~~f;ri~taries
totheEmtrenched reaches.-Both sources have lower
flow competence,in the case of the upstream river be·
cause of a lesser slope.The basic gravel framework of
the entrenched channel is,however,stable at bankfull
flow.
As will be documented in th~discussion of bank ero'
sian,the entrenched channel has been generally stable
since 1950.Over much of the e"ntrenched channel no
Armoring is the process whereby finer.sediment is _detectableerosionhasoccurred,within the .limits of·"·
'progessively-r-emove<CfeaVl:ii-g theco-arsesf material -to accuracy of the measurement techniques.Tbis_s.itJ.1atiQn._
-l1rm-or-the-oea surface~-It occurs woen tbeliignflows·_.contrasts with that both upstream and downstream,
that transport the coarse material no longer occur,as where extensive amounts of bank erosion have occur·
happens when a reservoir is built upstream.In places red.
where the change in flow regime is engineered,the ar'Excavation of the submersed bed material to deter·
moring commonly involves only the surface of the bed,mine the size gradation within the"bed was not practi·
is one particle diameter in thickness,and is easily ob·cal because of flow levels during the fieldwork in sum·
serYable_JVanoni,J975,p.181~182).As the term is Oler aIl~early falt The.sizegradation is probablysli~ht
appliedherei to the sedimentologic response to along'cODlpared'With thearmoring restllting froIIlsuch en'"
term natUl"al l"eduction in flow,the 1"esiiltSare less 00--ilneered changes in flow as thatseen-in-the channel
vious and do not appear as a pronounced size differ·downstream from a dam.The size difference may exist
ence immediately below the bed surface.chiefly with respect to comparison of the size of bed
The bed material within the entrenched channel (be-material with that of the underlying outwash gravel.
tween river miles 39.4 and 17.6)has a size distribution The important observation,however.concerns the
in which a significant proportion of the particles is not competency of flood flows of a frequency that in
erodible under the present now regime,and the evi·nonarmored channels would readily move most sizes of
\
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.1
.)
)
I
:l
)
BED MATERIAL 19
/./i
particles present in the bed.In the Kenai River,only
the most extreme floods would mobilize the bed mate'
rial in the entrenched section of channel.
POSSIBLE EFFEcrs OF ARMORING ON SALMON HABITAT
From spawning to the time the young salmon leave
the interstices of the gravel,the oxygen supply is criti-
cal (see Phillips,1974,p.65-68).The initial shaping
and sorting of the redd by the adult fish serves the dual
purpose of increasing the flow rate within the gravel,
through the irregularity of bed surface thus produced,
and removing deposits of fine sediment from within the
pores of the gravel.For the several months during
which the young remain in the gravel,they are vulner-
able to any renewed deposition of fine sediment.Even
where dissolved-oxygen concentration is high,newly
deposited sediment can act as a physical barrier to fry
emergence.
Einstein (1968)studied the progressive clogging of
spawning gravel in flume experiments and observed
that silt particles filter slowly down through the pores
without any systematic horizontal motion,settling on
top of individual clasts and filling the pores from the
bottom up.These observations show that the armoring
of the channel has important implications for the pro-
ductivity of the Kenai River in terms of its ability to
support the spawning and rearing of salmon.If bed
material is too coarse to be moved by a normal range
of flow,as is the gravel in the entrenched channel,fine
sediment will gradually accumulate within the pores of
the gravel and reduce the permeability.Because the in-
rutrating fine sediment was observed to move only in a
general vertical direction,lateral redistribution in the
bed apparently will not occur.Thus,in an armored bed
the clogging of the gravel pores is an irreversible pro-
cess.Only the movement of the gravel framework,by
either the spawning fish or an exceptional flood,will
flush out the accumulating fine material.
Observations by personnel of the U.S.Fish andIWildlifeService(Wayne Pichon,oral commun,1979)
show that salmon,particularly king salmon,can con-
struct redds in bed material as coarse as that in the
armored channel.Study of spawning locations verifies
that the armored reaches are the sites of active spawn-
ing (U.S.Army Corps of Engineers,1978,fig.27).Al-
though salmon are capable of building redds in the
material and thus cleansing it at a point,it seems likely
that the productivity of a progressively silting reach
would decline.
The historical rate of fine-sediment deposition in the
gravel of the armored reach has not detectably reduced
the permeability of the bed at the depth necessary for
spawning and rearing.Before concluding that this will
continue to be true,two factors should be considered.
First,the rate of interstitial deposition will increase
with any increase in suspended·sediment transport
that may result from development or other man-
induced change.Second,an exceptional flood compe-
tent to mobilize and cleanse the armored bed will not
necessarily occur.The flood that emplaced the gravel
dunes in the reach below Skilak Lake may have been
competent to mobilize the bed material in the armored
reach,but its magnitude and cause,as well as its age
(other than pre-1950),are unknown.Similar floods are
likely to be the result of geologic events,such as the
breaching of landslide and glacial dams,and thus their
probabilities are not predictable from a short series of
annual flows.
The stability of the reach containing the gravel dunes
indicates that the above conclusions apply to it as well.
This at first seems unlikely because of the relatively
finer bed material of which the dunes are composed.
The dunes themselves,however,have dammed the
channel and reduced the slope and thus the compe-
tence of a given discharge.
SURFICIAL DEPOSITS OF THE MODE.R.."'l'FLOOD PUIN
A flood plain exists lateral to the nonentrenched sec-
tions of the Kenai River,but only small segments are
found along the entrenched channel.Like the flood
plains of the group of streams described by Wolman
and Leopold (1957),the underlying material consists
mainly of channel deposits.Only at the surface is there
a distinct segregation of cohesive material within the
size range of silt (0.004-0.625 mm)and clay «0.004
mm).This layer of sediment deposited during overbank
flow is as thick as 6 ft and is laced with roots that act as
a strong binding agent.It is well developed in the in-
terior of nonentrenched meander loops.
A "mat"of root·bound fine-grained sediment is a
characteristic of northern rivers and,because of either
the absence of permafrost or the presence of a thick
active layer (depth of summer thaw in permafrost),is
particularly well developed in subarctic streams.This
layer serves the important function of stabilizing river·
banks by retarding the slumping that occurs in re-
sponse to erosion of th-e underlying noncohesive chan-
nel deposits (Scott,1978,p.11).As the channel de-
posits are eroded,the cohesive layer may fold down to
protect the bank from further erosion for a period as
long as years.In such cases it has been likened by Rus-
sian observers of northern streams to a cloth draped
over the edge of a table.The layer also acts to protect
meander loops from cutoffs.Observations of arctic and·
subarctic streams by the writer indicate that cutoff is
preceded by stripping of the surface cohesive layer.
I
20 EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
J
SUSPENDED SEDIMENT
This process may extend over several successive high
flows in smaller streams,or it may occur entirely at the
time of the flow causing the cutoff in larger streams.
Any cutting or removal of the surface layer where it
occurs along,the banks on the active flood plain of the
Kenai River will create an increased potential for bank
erosion.A boat slip without riprap,for example,and
cut transverse to the flow direction creates a point of
attack from which the cohesive layer can be stripped.
Once the cohesive layer is lost,th,e underlying channel
deposits are subject to rapid erosion that could lead to
a meander cutoff.
tion in waters flowing over salmon spawning grounds"
(Cooper,1965,p.61).'-;
Values of suspended-sediment concentration in the;,I
Kenai River at Soldotna ranged as high as 151 mg/L in ..
24 samples collected from 1967 to 1977.The typical
.c;oncentration during summer flow fell within the range
,10~100,..mgLL._Asampletaken on September 9,~@7..7-
the date of the peak discharge of record,33,700
ft;1 /s-yielded a concentration of 104 mg/L.The only
conJparable'nearby stream,the Kasilof River,has a ,,-{
similar melt-water flow regime ai1cf'iik~wise drains a
large moraine-impounded lake,Tustumena Lake.The
stream is,like the Kenai River,the site of important
salmon runs.Suspended·sediment concentration in
that stream,from i9sampiescoliected between 1953
Sediment sufficiently fine grained to be transported aEd 1968,fliiLwithin the uncommonly narroW:'range
_in suspension affects the salmon habitat in a variety of J5:-:-4S'IJ:!.gL1.This lower,narrower range can be as·
direct and indirect ways (see Meehan,1974,p.5-7).As cribed mainly to the greater sediment·retention effect
described previously,the main detrimental effect of of Tustumena Lake,but it could be due in some part to
fine sediment occurs consequent to deposition,through lesser river use and bank development relative to the
the reduction of gravel permeability during egg and fry Kenai River.
development.Suspended sediment can be directly Limited sampling from the Kenai River at Cooper
harmful to fish if concentrations are both high and per·Landing,at the outlet of Kenai Lake,suggests the pre'
sistant,but the requisite levels are not well defined.sence of generally low concentrations of suspended sed·
After a literature survey,Gibbons and Salo (1973,p.6)'iment at that point.The concentrations in 24 samples
concluded that prolonged exposure to sediment con·taken between 1956 and 1974 at discharges from 420
centrations of 200-300 mg/L is'lethal to fish,although 1019;100 ft;1 /s'ranged from 2'to 26 mg/L,exce'ij't for
other studies report higher levels.High concentra'one measurement of 72 mg/L.Concentration at the
.....tionsmay.also.detract fro IIi the .estheticand.recrea-~.discharge-of.19 ,100-ft3.).s-was~only.~2~mg-lL ,-sampled~·
tional values of a fishery.Because salmon are sight September 20,1974-the day before the peak dis·
feeders,angling success is reduced and competition charge of record that resulted from release of the gla-
with species more tolerant of'turbidity is increased cial lake in the Snow River drainage (hydro graph in
with a significant rise in suspended·sediment concent·fig.3).
ration (Phillips,1971,p.65).All pre-1979 measurements from the Kenai River at
Subarctic alpine streams are characterized by a lim-Soldotna are plotted in figUre-13.A sharp distinction in
I ited and specialized macro invertebrate fauna that is the relation between water discharge and sediment
\adapted to the glacial melt·water environment (Hynes,concentration is evident in the data representing dis·
"1970);It is'logical to'assumethat'evenminor'changes'-charges .of;January through May and tho'sefortb'e-.
...·in-habitat-could-affect-the-macroinvertebrate-popula····period·June-September;A-similar-difference-is·evident
tion and thus the fish fauna dependent on it for food in the sediment·transport curve for the station (not
(U.S.Army Corps of Engineers,1978,p.102).shown),in 'which water discharge is compared with sed·
-:-Unfortunately,the effects on the salmon habitat of iment discharge rather than concentration.The group-
_~\specific values of suspended-sediment concentration ings of data seen in figure 13 represent the sustained
Ii Lhave ..2.2l been established.The preferred environments low-flow period of winter and spring and the prolonged
and times for salmon spawning are clearly those with period of high melt-water flow throughout the summer.
tne least suspended secliment.Concentrafions were ob·They illustrate the importantconclusionthatconcent·
served to be "minor"..(less than about 30-50 mg!r..):rations can vary widely withiJ:).eacllrangeoft1o\V.The
during the sp·c.:,"l~in-g and incubation periods in the biota of the Kenai River consequently will be at
most stable producing areas for sockeye and pink sal·greatest risk to increases in concentration due to con·
moO'(Cooper,1965,p.6).Also,experiments compar·struction activity during the low-flow period.An-influx
ing deposition rates from flows with 20 and 200 mg/L of sediment that caused little change in concentration
of suspended sediment indicate the "necessity for levels during the summer could result in significant
maintaining very low suspended sediment concentra'adverse impact during winter and spring.
\I
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)
)
)
J
SUSPENDED SEDIMENT 21
Neither the base concentration levels nor the short-
term variations in concentration are evident from the
scattered historical samples shown in figure 13.To il-
lustrate these aspects of the sediment system of the
river and to provide a basis for future comparison,
daily sampling at Soldotna was begun on August 23,
1979,and continued until December 5,1979 (fig.14).
During this period,suspended-sediment concentration
ranged from 1 to 52 mglL,at mean daily discharges of
5,260 to 21,600 ft'!Is_In comparison with previous flow
records (fig.2),the mean discharge of 11,800 ft'!I s in
September 1979 was typical.Unfortunately for pur-
poses of comparison,flow later in the fall of 1979 was
abnormally high.The mean discharge for October of
14,000 ft'!Is was more than 50 percent above the pre-
vious high mean discharge for the month,and the
mean flow in November of 7,330 ft'!Is exceeded the
previous high by a similar proportion.
Throughout the period of daily sampling,concentra-
tion levels based near or below 10 mg/L and generally
increased above that level in the early stages of a rise
in flow (fig.14).An unexpected pattern of variations in
concentration with flow is the see,ming gradual rise in
base concentration as discharge underwent its seasonal
decline in late October and November.From base val-
ues of approximately 5 mg/L in early September and
m.id-October,the typical base concentration increased
to about 10 mg/L in the period from late October to
the end of data collection on December 5.Although the
reason for this anomalous increase as flow declined is
not known,one possible cause is wind-generated wave
action on Skilak Lake.
Each daily rise in concentration of more than 5 mg/L
accompanied a significant increase in discharge in
comparison with the preceding day (fig.14)_The shar-
pest daily changes in concentration and discharge oc-
curred early in both major rises in discharge during the
measurement period.On days following the peak in
concentration,discharge continued to increa~e,most
notably during the rise in discharge that began on Sep-
tember 13.Concentration peaked on September 15 and
then generally declined for the five subsequent days as
discharge continued to increase.
Speculations concerning the sources of this sus-
pended sediment are possible_The relation of water
discharge and sediment concentration described in the
preceding paragraph is designated as advanced (or
leading)sediment concentration (Guy,1970,p.22);
that is,the peak concentration precedes the peak of the
water-discharge hydrograph,in this case markedly so.
This relation is the most common and is consistent with
transport of loose sediment by the first direct runoff_
However,in the Kenai River at Soldotna the concentra-
tion is so advanced that the bulk of the sediment is
clearly of local derivation,originating in the section of
watershed downstream from Skilak Lake.This conclu-,
sion is expected,given the sediment-entrapping func-
tion of the lake,and narrows the sources of much of
100.000 r-----------.,-----------~I----------r-----------,
1000100
./".set;v.)~(\e....--
9-9-77 )./
9-23-74 •..-,//'
8-23-79 9-2-67 •/10-16-69../
/'/7-14-71
8-29-79 •,/.&-25-69 •8-9-7~/,C'8-21-68r
-7-31-6>--/'•8-2-68
//',.
/6-24-70 6-19-68
/'/'
/'
/"-;9-9-69./•10-22-67
1.0
5-17-68
10-23-68 •
3-5-70.'2-27-69 (Ja~...EL-
3-19-69 +5-5-6L_--~----.--.-----.
------.....,-28-71 4-2-68•3-24-71 •1-15-691000'--.J---'-.-,;,....;.;;l.....----J
0.1
ozo
(Jw
lI.I
a:w
Cl.
tiw...
~10.000
:::l
(J
~
ui
t:la:
~
(J
lI.I
Q
FIGURE 13.-Water discharp against suspended-sediment concentration,Kenai River at Soldotna.All pre'1979 data are shown.
22 EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
the sediment to the Killey River basin and bank erosion
along the Kenai River.
Scattered sampling of the tributaries entering the
river downstream from Skilak Lake shows that
suspended-sediment concentration is generally very
low,especially in the subordinate storm-runoff peaks
of middle and late summer.Snowmelt peaks are the
dominant discharge events in the flow records of these
lowland streams.and the runoff is greatly retarded-
typical of marshy subarctic terrain.The Killey River is
the exception:it drains a watershed that extends to
nearly 6.000 ft in altitude (timberline is approximately
2.000 ft)and includes the Killey Glacier,an extension
of the Harding Icefield.Runoff from the Killey River
basin contributes to the early part of any rise in,the
Kenai River that occurs in response to a basinwide
storm.Traveltime of flood waves from the headwaters
is unknown,but it would be measured in hours as op-
posed to days for a flood wave from the Snow River
drainage (fig.3).Unfortunately.storm sediment con-
centrations of the Killey River are unknown.Observa-
tions indicate that they are relatively high.Two sets of
aerial photographs (1950.1977)of the Ke'nai-Killey
confluence show a turbid plume,representing the un·
mixed contribution of the Killey River,extending sev-
eral miles downstream in the Kenai River.Sequential
aerial photography also indicates that the Killey River
channel is actively eroding;a neck cutoff 0:a meander
1.5 mi upstream from the confluence occurred between
1950 and 1972.
The dispersion'in concentration at a given discharge
is mainly due to variations in natural sediment-.
producing processes.There is no increase in concentra-
tion over time evident in the limited data of figure 13
that can be ascribed to development or river use.This
result may reflect the small number of samples taken
at low flows.The effect of canal dredging and cleaning,
which are probably accomplished mainly during low-
flow periods.are limited in time and would have been
sampled only by extreme change.Local residents re-
port that episodes of abnormally high turbidity are
caused by·dredging of canals.This high turbidity prob-
\I
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a::60 .(
w
I-
::::i
a::50 )wa.
en
:E<40a::
(::l-----::i-....
~30
~
Z 200
i=<a::10I-
Zw
U
Z
0 0u
1979
lJ
.......•...•.............0 .....-~~...
""o ....eo····...
••e ••••••••••••••••.
,o...
"•••••0
..
Aug.
...-l_.2!t.000·F·""·."...",............,..~~-,...---,..---~,..-.............,.===~==;;;;;.=....·To····;;;;;....:.,..:...::;.....:...::;....:.,;.::....=:......:.:......::;===~====,
:i
;:)
J
z:20.000 •
-0
..,'z
·.,,0
~fri 16.000 I-
::::en
Ua::
Ulw
Q a.12.000 I-
>1-d~<"-o aooo
Z<w
:E 4000 '-_--:':-__.....J.~----:!=----J..---.....J.----L..------J..----l----..l------J
31 10 20 30 10 20 31 10 20 30 10
Sept.Oct.Nov,Dec.
FIGURE 14.-Water discharge against suspended-sediment concentration.Kenai River at Soldotna.August 23 to December 5.1979.
I
BANK EROSION 23
TABLE 3.-Aerial phorography of the Kenai Riuer downstream
from Skilak Lake
June.August 1950 _U.S.Geolo·1:36.000 Entire river
June,August 1951 _gical Survey
May 1965 U.S.Army 1:12,000 Downstream
Corps ofEngi·from Soldotna.
neers
September 1972 U.S.Army 1:12.000 Upstream from
Corps of Engi·Soldotna.
neers
July 1977 U.S.Army 1:4,800 Entire river
Corps of Engi-
neers
the projected image of one photograph on another of a
differing date.If the projection is precise.the differ·
ences in bank position correspond to erosion and accre-
tion of the channel in the interval between the sets of
photography.For this study,projections were made
'with a Bausch &Lomb Zoom Transfer Scope.This
technique permits immediate comparison 'of photo·
graphs of greatly differing scale-a distinct advantage
over previous methods.Because the procedure is not
described in the literature,it will be discussed here in
detail.
Use of the Zoom Transfer Scope involves viewing one
photograph directly through a binocular eyepiece.On
that photograph is projected the image of a second
photograph.with the scale of the projection continu-
ously variable with a zoom control to as much as 14X.
The image of the smaller scale photograph is projected
on to the larger,and the illumination of either may be
varied with a rheostat.In matching the images,it is
useful to vary one of the illumination controls rapidly
so that the two photographs are seen in alternating
succession.Then,once the scale and position of the
photographs have been correctly matched,channel
changes will stand out with remarkable clarity.
The main obstacle to precise measurement of channel
change is scale variation in the aerial photographs.On
each photograph the scale changes with distance from
the center,reflecting the vertical orientation of the
camera.Consequently,on each pair of photographs it
is necessary to match geographic features in the im-
mediate vicinity of each bank segment as it is analyzed.
Features useful in matching photographs of the Kenai
River include individual trees,large boulders,roads,
and houses.The need to match features on or near the
bank segment being studied cannot be overem-
phasized.Generally,the scale variation was such that,
if one bank was matched.the opposite bank of the
stream would not be matched,even in reaches where
no bank erosion had occurred.
Are.COy....edScaleAgencyD.te
METHODOLOGY
Amounts of erosion were measured by superimposing
BANK EROSION
An,unknown but probably significant amount of the
suspended·sediment load in the Kenai River is pres·
ently derived from bank erosion.Future increases in
suspended sediment thus will be caused by any typ'e of
development or river use that increases bank erosion.
The historical rates at which banks have been eroded
can indicate which sections of the river are likely to be
the most vulnerable to future man-induced changes.
Bank·erosion rates were determined by comparing
aerial photographs taken in 1950-51.1972.and 1977
(table 3).Additionally,the 1977 photographs were
compared with ground photographs of the present
(1979)bank configuration in channel bends.These
comparisons showed that since 1950 the entrenched
section of the stream has been exceptionally stable.
Elsewhere,erosion rates have been comparable with
those to be expected in a river the size of the Kenai.
There is an indication that a recent increase in bank
erosion may be occurring in response to river-use prac-
tices.
ably correlates with increased suspended·sediment
concen tration.
One cause of dispersion in concentration levels at a
given discharge is wind action on Skilak Lake.The lake
is at the foot of large icefields and is periodically swept
by violent winds that have caused the deaths of more
than 20 boaters.The association of wind action on the
lake.high turbidity levels in the lake.and turbid flow
in the downstream part of the Kenai River has been ob-
served by S.H.Jones of the U.S.Geological Survey
(written commun.,1979).These observations coincide
with those of Smith (1978).who described sediment
movement in a glacier-fed lake in Alberta in response
to wind-generated currents.In addition to generating
high turbidity throughout Skilak Lake.wind-induced
waves may erode lake-bottom and shoreline sediment
in the vicinity of the outlet.The entrained sediment
may then be introduced into'the river as part of the
suspended-sediment load.
Size measurements of the suspended sediment from
the Kenai River at Soldotna indicate thatm2 to 71 per-
cent falls within the size ranges of silt and clay.Com-
parison with data from other Alaskan streams.jnclud·
ing those fed by glacial melt water and controlled by
lakes,shows that size distribution to be typical.Turbid-
ity measurements from the station are too few for com-
parison or generalization.
...-RA1'ESOFBANKEROSION
The posltiOl1 oC-fhe-high banks .aiThe entrenched.
channel in 1977.was remarkably similar to their posi-
tion in 1950-51.Rates of erosion less than 1 it per year
were the rule.At most sites there was no detectable
change in bank position,within the limits of accuracy
of photographic comparisons and with adjustments for
24 EROSION AND SEDIMENTATION,KENAI RIVER,ALASKA
MECHANICS OF BANK EROSION-LOW BANKS AND HIGH BANKS differing flows levels shown on the photographs.
Unfortunately,this generalization does not apply to
Although permafrost is not present in significant the entire river.Above river mile 39.4 and below river
amounts,the low banks bordering most of the nonen·mile 17.6-the limits of the entrenched channel-are
trenched parts of the Kenai River,and its flood plain areas with low banks eroding at rates as high as 5 ft
where present.erode in a manner similar to the bank per year.Figures 15 and 16 illustrate the distribution
erosion of streams in permafrost areas (Scott.1978.p.of erosion within parts of these two sections of the
10).Channel deposits erode.thereby undercutting the river.Several observations on these figures are perti·
stabilizing surficial layer of cohesive sediment.All nent.
areas of relatively rapid bank erosion.with rates com-First.the eroding areas are local in distribution,and
parable to those of small and medium-sized rivers even in these less stable reaches,much of the bank has
elsewhere (Wolman and Leopold,1957,table 4),in-not been affected by measurable amounts of erosion.
volve the low banks.The positions of the rapidly eroding banks are not pre-
The low banks downstream from approximately river dictable from the configuration of the channel.This ef·
mile 14 are composed of cohesive,clay·rich sediment feet is not unusual and has been shown in some other
interbedded with less cohesive silt and sand.and 10'rivers to be caused by a wandering thalweg.Composi·
cally with coarser sediment.Erosion progresses most tion of the banks is a chief control on erosion of the
rapidly in the sand and gravel layers and triggers bank Kenai River banks.along with the correlative factor of
failure by slumping.This bank material represents bed·material size.For example,at river mile 40.4 (fig.
tidal and shallow marine deposition during the marine 15)the flow impinges at a 90°angle on the right bank,
transgression near the close of the Naptowne Glaciation yet only negligible erosion of that bank has occurred.
(table 1).Modern tidal deposition is occurring as far This seetion:of bank is partola top6graphiclineame:nt
upstream as river mile 12,but the deposits now subject against which the north sides of meanders are de·
to erosion mai:nIy represent the earner interval of dep·formed upstream from river mile 39.4 (fig.1).Cut
osition.banks along the lineament reveal glacial till that is re-
The high banks are those extending well above the sistant to erosion because of its clay-rich matrix.
level of bankfull stage to heights as much as 70 ft.They Second,erosion rates have been relatiyely constant
occur along entrenched sections and locally along during the period 1950-51 to 1977.This conclusion is
..nonentz:enched-sections-Of-'.theriver.Thebanks-arebased on thepl'opol'tional-amounts-oferosion-in sub-
composed mai:nIy of glacial-outwash gravel that is dis·divisions of this period.In the downstream area of high
tinctly fmer grained and more poorly sorted than the erosion rates (fig.16),the amount of erosion between
modern channel deposits.Most cut banks ate covered 1950 iind ·1965.a 15-year interval,is similar to or
with mature spruce and historically have been stable.slightly greater than that between 1965 and 1977,a
Where the high banks are eroding,the slope is under·12;year interVal.Upstre-am (fig.15),most of theeio~
cut at the base,and the vegetated surface is progreso sion occurred between 1950 and 1972,with smaller
sively unraveling.Trees and mats of vegetation slide amounts between 1972 and 1977.The intervals reflect
into the river until the entire slope becomes composed the dates of the photographs.
-of loose gravel at the angle···ofrepose;Theslope··angle----Finally;the ·two·sectionsoftne tiverWith-thehignesC--···
----is--nearly-the-same-as-that-of-the--completely-vegetated--erosion-rates-coincidewiih-those;-sectionsof-the-river-·····
banks,showing that the history of the banks is one of having a tendency to anabranch.In each case the slope
erosion interrupted by a geologically recent interval of of the eroding reaches is controlled by a base level a
low erosion rates that has allowed the mantling and short distance downstream.In the upstream reach the
stabilizing of the slopes by vegetation.The period of control is the N aptowne end moraine;in the
high·bank stability may now be ending in response to downstream reach the control is sea level.
increased river use.a possibility discussed below.Tidal action extends upstream~pproxilIlllt~ly.~sfa:r
as 'l'ivermUei2·and affects tlie reach shown in figure
1.6 ..r()Iles(1!:l_9_!:),JIll:!~tll,dy QftheXenlli River es tllary,
measured tidal velocities at sections as far upstream as
river mile 11.4,above the illustrated reach.The meas-
urements revealed significant floodtide velocities at
that point at a time of low streamflow and high tides
(May,1969).Bank erosion from upstream tidal flow is
possible during such periods.The distribution of the reo
II
I
I
1
./
I
f
BANK ER,..O_SI:...::O_N
i
25--------------1
I,
~1950
I
I
I
I,
I
100 200 300 METERS
I !
~
\
o
Io
~
1950,,;'
1/
"I'~965
I
II
",
~I,
)'
/
V
V
.'
~
V1950
r
I
500 1000 FEET
100 200 300 METERSo
I
o
FIGURE IS.-Reach in upper section oC the Kenai River.showing bank
erosion rates.Solid line is bank position in 1977.FIGURE 16.-Reach in lower section of the Kenai River.showing
bank·erosion rates.Solid line is bank position in 1977.
EROSION AND SEDIMENTATION,KENAI RIVER,ALASKA
(
)
)
J
Total
TABLE 4.-King salmon taken by sport fishing in the Kenai River,
1974-79
[Data Crom AI ..ka DepllUDeut oCFl.b ud Game.Annual catcb i.limited by State
regul.tioual
POSSIBLE RECENT INCREASE IN BANK EROSION
co"rded erosion (fig.16)indicates,however,that
downstream flow is the main cause.The erosion of the
head of.the island at the bottom of figure 16 is an
example,as is the erosion on the inner,upstream side
of the"bend immediately above river mile 10.
larger amounts once the stability of the bank is de-
stroyed.The groins were constructed before 1972,and
the opposite high bank is beginning to fail by slumping
near the point opposite the largest groins.
-Another explanation is a recent change in river use.
Beginning approximately in 1974,it was discovered
that the most efficient sport-fishing technique for king
salmon consisted of ff drifting"-the practice of trolling
Although no obvious changes in bank-erosion rates'from a boat while floating downstream without power
could be determined in the period 1950-51 to 1977,through a promising reach,and than using power to re-
-there is evidence of recent change that possibly fore-turn to the head of the reach and repeat the maneuver.
casts a period of more rapid erosion.The most notice-Fishing for most other species,such as silver salmon,
able change is the number of fresh slide scars on the has continued in large part from anchored boats.The
high banks visible in the 1977 photographs.Figure 17 practice of It drifting"for king salmon has resulted in a
illustrates these scars on the high banks along the out-substantial increase in the use of high·horsepower
side of meander 3-H.The features occur where a ina-sport boats and more intensive usage of the boats per
turely vegetated bank is undercut and the bank surface man-day on the river.These effects are additive to the
slides off into the river.The amount of erosion in terms general increase in sport-fishing popularity (table 4).
of distance of bank retreat h~s thus far been small.An assessment of this problem is beyond the scope of
Nevertheless,if sliding continues and the entire this report and should await conclusive study of the
lengths of meander cut banks become active,a serious possible recent increase in erosion rates mentioned
erosion problem will result.Because of the heights of above.The potential for river.usepractices as can-
some banks (50-70 ft),small amounts of bank retreat tributors to increased bank erosion is a significant one,
will add large volumes of sediment to the stream.however,and should be considered by planners
To investigate this increase in erosion of the high whether an-increase in erosion can be documented or
banks,ground photographs were made of the inside of not.Once the stabilizing vegetation on the high banks
all meander bends and then compared with the 1977 is lost,erosion can potentially accelerate,even if river
aerial photography.The results suggest that the insta-use is subsequently controlled.
bility is of recent occurrence and is continuing and The effect of boat wakes oli the banks is sufficient to
.posSiblyincreasingaCthe'present "timet1979Y:"The''initiate ariacause'·confinued erosion of the hIgh 'bankS
evidence for this conclusion is based on the 1977 without other significant changes.Observations along
photographs,which are of larger scale (1:4,800)and the cut bank of meander 3-H reveal that each wake
consequently of greater resolution than any preceding runs up the loose gravel bank as much as 3 or 4 ft,
photographs,as well as on a comparison of that photo-eroding and entraining sediment and creating a zone of
graphy with ground photographs.To establish the re-visibly turbid water at the edge of the stream.The bank
cent instability of the high banks without qualification,is progressively undercut,and the slope profile is
it may be necessary to compare.the 1977 photography maintained by sediment from the upper sections of the
.~m~llJll~~!.fS!!tJbll"tjs.~g"tl,.i""~l:!:l]:Ltl'..L§.~~ll:!l'I,Il~tre$olu:,."QllIl~jYher~.JhELbankjs,y.ege"tated..or...formed"of..cohe:
tion.sive sediment,the resistance to boat-wake erosion is
'-"-There are sever3.1 explana£ionsfor tm3 apparent in-"greater.
crease in slide scars on the high banks.The possibility
that construction debris was dumped over the banks
was excluded in most instances.Another possibility is
that the increased deflection of flow into cut banks as a
result of construction of groins,boat ramps,and
bank-protection structures has thus far caused small Year.~~.:iu '1:tul';t
amounts of'erosion.The most obvious example is -----------
1974 1;685 ."3,225 4 910mea.nder!';P rieaiStedirig,whe:re the mside of the ..-----------------------615 2.355 2:970
entrenched-meander bend is studded with 13 groins ~~~t:::::::::::::::::::::1,555 4,477 6,032
from 15 to 75 ft long (fig.18).These groins create the 1977 2,173 5,148 7,321
potential for bank erosion of at least an equivalent dis-i~~~::::::::::::::::::::::i:::i t~~:~:~~~
tance .on the opposite cut bank and the possibility of
I
BANK EROSION 27
I.
J
FIGURE 17.-Kenai River between approximate river miles 16.7 and 15.3.Note concave high bank with slide scars,and canal development and
forest clearing on flood plain within meander loop.Wakes are caused by boats.Flow is Cram bottom of photograph to top.Scale.1:4,800,
or 1 in.=400 Ct.Date:July 9,1977.Photograph credit:U.S.Army Corps of Engineers.
I
EROSION AND SEDIMENTATION,KENAI RIVER,ALASKA28
DEVELOPMENT AND THE KENAI RIVER CHANNEL
This part of the report discusses which sections of the
river are most vulnerable to development and the types
.of development and impacts associated with each.
Table 5 summarizes the channel characteristics'and the
sensitivity of each section of the stream to develop-
ment.It will serve as background information on the
channel for the discussion of development types that
follows.For use.by planners,this section is intended to
be used in conjunction with the flood-hazard maps pre-
pared by the U.S.Army Corps of Engineers (1967,
1973,1975).The existing criteria for development
permits are presented in the comprehensive report by
the U.S.Army Corps of Engineers (1978,p.16-52).
CONSEQUENCES OF DEVELOPMENT
Because the risks of development cannot be quan-
tified,the definition of the hazard~to the Kenai River
salmon fishery must be subjective.The exact erosional
response of the river's banks to certain types of de-
velopment is unknown,although a significant response
can be expected on the basis of our'knowledge of river
behavior.Nor can the increase in suspended-sediment
transport that will result from increased bank erosion
be stated with any degree of certainty.We know that
suspended sediment will increase as bank erosion in-
creases,and th~studies cited in the section on sus-
pended sediment indicate the potential for decline in
the salmon llShery with increases in concentration only
moderately above present levels.Conclusions regarding
the range of concentration levels that may prove harm-
ful will not,however,meet with agreement among
those studying salmon habitats_
Additions to suspended sediment that will occur di-
rectly from construction activities should be distin-
guished from the more significant increases in con-
centration that can occur with the increased bank ero-
tI
\( I
i .)
FiGURE 18.-Kenai River hetween approximate river miles 38.2 and 37.0.Flow is from right to lefL Scale.1:4.800.or 1 in.=400 ft.Date:July
11.1977.Photograph credit:U.S.Army Corps of Engineers.
I
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DEVELOPMENT AND mE KENAI RIVER CHANNEL 2
sion triggered by some types of development.(This
section deals with the latter type of hazard unless
stated otherwise.)An -additional potential cause of in-
creased suspended-sediment transport is such upland
land-use changes as logging,but these effects are
excluded from the analysis.And possibly more sig-
nificant than any effect of development is the potential
adverse impact from river-use practices described in
the previous section.
In determining what types of development to allow,
planners are faced with two problems.The first prob-
lem involves the fact that,although a type of develop-
ment may now be insignificant in its effects on the
river,the cumulative effect of many such develop-
ments,combined with other actions in the future,may
have an important negative effect.An example of such
a situation,discussed below,is the excavation of boat
slips in the entrenched section of the river.An ap-
proach to this general problem is to continue to
monitor the productivity and sediment content of the
stream as development progresses.
The second problem involves the fact that,because
none of the risks associated with any of the develop-
ment types can be quantified,cost·benefit analysis
cannot be used directly.This.however.should no
serve as a rationale for lack of decisions concerning de
velopment.This report defines the impacts of eac:
common type of development,ranks them in order 0
risk,and indicates (table 5)how the impact will var:
along the river.
Each development type can be assessed for its poten
tial to cause channel change.The most dramati
change,and one that poses a short-term hazard to tho
stream by increasing erosion and suspended sediment
is.the cutoff of a meander loop.A cutoff is a sudder
diversion of the main channel that may set up a dis
equilibrium which causes substantial channel chang·
extending beyond the vicinity of the diversion.Cutoff
consist of two types:loop or neck cutoffs,in which ,
meander loop tightens until flow cuts across the nar
row neck;and chute cutoffs.in which flow cuts across (
meander loop,generally one less tightly developed am
one which may have incipient channels between ridge::
of point-bar deposits.
The first effect of a loop cutoff will be seen in the
change of shape of adjacent meanders in response to
the local change in slope.The extent of this change has
been variously reported to be slight or to consist of
TABLE 5.-Summary of channel characteristics pertinent to determining sensitivity of the Kenai Riuer to deL'elopment
Underfit dQ _
SlighUy underfit Parts may be slightly
armored.
r I
j
Segment of channel
(river milesl
50.3 to 45.7
45.7 to 39.4
39.4 to 34.8
34.8 to 21.8
21.8 to 17.6
17.6 to 13.4
13.4 to 9.0
9.0 to mouth
Pitt"""lUId
dagreeof
amancblDeat
Meandering;
slighUyen-
trenched.
Meandering;
free to
migrate.
Meandering;
entrenched.
Sinuous to
straight;
entrenched
within Soldotna
terrace.
Meandering;
entrenched
within Soldotna
terrace.
Meandering;
Partially
entrenched.
but meanders
are migrating.
Sinuous and
anabranching.
Meandering in
tidal regime;
channel is free
to migrate.
Underfit conditions
Channel appears
"drowned"-formed at
lower streambed
elevations.
Channel is product of
present flow regime.
Underfit.especially
below junction with
Moose River.
Most underfit section
of entire river.
Channel is product of
present flow regime.
Channel is mainly
product of present
flow regime.
Degree of armoring
ParUy armored (stable
crescentric dunesl.
None _
Mainly armored _
do _
None _
do _
Rate of
bank erosion
under present
regime
(ftlyr)
1.0
5.0
<1.0
<1.0
2.0
5.0
2.0
Relative
.sensitivity
to
development
Low
High
Low
Do.
Do.
High
Do.
Moderate
30,
I
EROSION AND SEDIMENTATION,KENAI RIVER.ALASKA
Where the channel is not entrenched,the interior of
several meander loops has been developed by means of
canals bulldozed within the active flood plain for the
purpose of providing waterfront access to trailer sites
and homesites.This unusual form of development is
possible only because of the sustained high flow that
keeps the water level in the canals within a restricted
range throughout most of middle and late summer.The
most extensive canal developments occur within mean-
ders 3-H and I-H (figs.17 and 19,respectively).
channel reaIinement extending for miles beyond the The unriprapped canals in the interior of meander
site of the cutoff.Case histories of cutoffs in streams loops are of concern to the stability of the river.The
similar to the Kenai River are not useful in forecasting canals create,a point of attack for flood flows to cut
the likely effects.A loop cutoff of an entrenched sub·tnrough and peel away the surficial layer and erode the
arctic stream-the Pembina River in Alberta-was de·underlying channel deposits.Once a channel is formed
scribed by Crickmay (1960),but little bank erosion in the underlying gravel,the potential is for a cutoff
outside the point of cutoff apparently,occurred becausa and a diversion of the entire channel through that point
the stream.unlike the Kenai 'River,,was entrenched in in the neck of the meander.
resistant bedrock.Loop cutoffs on the White River in Meander cutoffs have occurred on the Kenai River.
Indiana resulted in rapid growth of adjoining mean~probably within historical time,although none has oc·
ders.but the effect did not extend very far upstream or curred within the post·1950 period'documented by aero
downstream (Brice,1973,p.191).In a new meander ial photography.The bend labeled meander "l-J"may
formed after a chute cutoff on the Des Moines River,have been a fully developed meander,now cut off,the
erosion rates were initially high and then decreased as previous course of which is in part marked by a small
the equilibrium position approximated by the meander residual channel.Meander loop 1-L (fig.15)is a
belt was approached (Handy,1972).A contrasting re-meander probably in the process of a gradual chute
suIt was described by Konditerova and Ivanov (1969),cutoff.
who documented a pattern of change in the Irtysh The areas at risk from a meander cutoff are those
River,a tributary of the Ob River in Siberia.in which where the river channel is not entrenched and the level
changes in a single "key"meander controlled the de-of the interior surface of the meander loop is below the
formation of a long sequence of meanders.Perhaps the level of the Intermediate Regional Flood-that which
most comprehensive study of the~fft:lc:t,s()fcutoffsjs will.recur once in 100 years on the average but which .
that by Brlcidi980),who has compiled case histories could occur in any given year.The risk of a cutoff is
on approximately 60 sites where artificial cutoffs have associated with lesser floods,but the frequency of
been made.In most places the results were slight,but flows or the depth of flow on the flood plain with which
in a few there were drastic effects.The reasons for this the risk is associated cannot be accurately stated.
differential response are not yet known.In the upstream part of the river the areas at greatest
Probably the greatest long-term hazard to the stream risk of cutoff potentially triggered by unriprapped
is the loss of stability of the high banks.Once the veg-canal developDlent includeth~J:J!~a.I:1gt:lJ:'J()()I:l$in the
etativecoverofthebanksislost,erosion rates and secl=r-each that extends from river mile 45.7 to river mile
iment loads could increase rapidly to levels endanger-39.4.Below this section of channel the river is fully en·
ing the productivity of the river.After the process be·trenched.and upstream to the mouth of Skilak Lake
gins,the only means of restoring the stability of these the meanders are stable,and the normal pattern of
banks could be a costly engineering solution.The pos-pools and riffles are replaced by gravel dunes.
sible effects of river use on the high banks were discus·In the downstream part of the river the area at risk
sed in the section on bank erosion.A type of develop·from channel changes initiated by canals extends from
ment that could have a similar effect is 'the building of river mile 17.6 to river mile 9.0.The channel upstream
groins and boat ramps _on theconve_x _~~I!_~.(jJ lJ:1~a.Il.:.Jrom_ri:v..er_mile __L1.6_is_entrenched,-and--that------
derS:Some-lossoHiigh·-bank stabilitY -could also result downstreamJrom approximately_rly._er_mile__9_.isrela ---
--from -a--ffieanaercutoffona nonenfrenclieclpartollhe --tively stable within the tidal regime.This section of the
stream.river includes the area of single greatest risk,meander
3-H.Here the stream is partly entrenched-the interior
of the meander loop is active flood plain;the outside
high bank is 40 to 45 ft in height.This bend is the
tightest of any meander on the river,and the interior
of the loop has been subject to canal development and
foresLc:l~llI'ing(fig.17).The consequences of a loop
cutoff of meander 3"'H could be significant.Much of
the area within downstream loop 3-1 would potentially
be subject to erosion as the channel adjusted to the
postcutoff configUration.There is little impediment to a
major realinement of the stream at this point.The high
bank on the downstream side of meander 3-H is ac·
tively eroding;vegetative cover has been lost,and the
1
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DEVELOPMENT AND THE KENAI RIVER CHANNEL 31
bank is composed of relatively fine grained glaciofluvial
sediment.
The area upstream from meander 3-1,the apex of
which is the tight bend known as Big Eddy,is subject
to periodic ice-jam flooding.The potential for channel
cutting through the neck of meander 3-H is con-
sequently increased.Ice scars in spruce trees growing
on the interior·meander flood plain extend to heights of
approximately 20 ft.Flooding and erosion risks as·
sociated with ice jams are present on the entire river,
of course,but they are pronounced in this place.
GROINS AND BOAT RAMPS
Groins are structures placed at approximately a right
angle to the bank,commonly for the purpose of pre·
venting bank erosion.Along the Kenai River the struc·
tures are emplaced most commonly to provide docking
facilities and a protected area for boat mooring.The
coarseness of the bed material allows it to be formed
into groins that are sufficiently stable to remain for
years with the addition of riprap on the point and up·
stream side.The riprap may consist of rock·or
concrete·filled drums,iron bars and cable,tires linked
with chain,or dumped scrap metal.Without minimally
maintained riprap,the groins and boat ramps are ob·
served on the sequential aerial photographs to become
blunted over a period of years as the material is slowly
eroded.
The greatest development of groins is found on
meander I-P (fig.13),as described in the section on
bank erosion.They are mainly confined to the en·
trenched section of the channel,where they are the al·
ternative to canals and boat slips because of the im·
practicality of excavation in the high banks.
Characteristic of a groin is the formation of an eddy
downstream from its tip and a resulting deflection of
flow that can erode the bank.The problem can be
FIOURE 19.-Kenai River between approximate river miles 44.8 and 42.9.Interior of meander loop has been developed with canals.Note
natural channels across neck of meander;one channel has been partly excavated to form a canal.The Killey River enters from bottom of
photograph.Flow direction is from right to left.Scale,1:12,000,or 1 in.=1,000 ft.Date:September 24,1972.Photograph credit:U.S.
Army Corps of Engineers..
I
,
,)
l
I.
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BANK-PROTECTION STRUCIUR.E?
EXC\.VATED BOAT SUPS
,32·EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
minimized by emplacing the groin at a slight upstream are a type of development that is not necessary for re-
angle.This type of bank scour associated with groins creational use of the river.For most owners of river-
and boat ramps on the Kenai River is not normally a front property,a slip can be viewed as a matter of con-
problem because of the coarse bed material.venience;small boats can be drawn up on the bank at
The most obvious deleterious result of groin and any place where the bank height is low enough to make
ramp construction is the potential for displacement of a slip feasible.Excavated slips,however,may encour-
the channel toward the opposite bank a distance equiv-age the use of large,high-horsepower boats of the sizes
alent to the length of the structure.This result has yet that may be contributing,disproportionate to their
to occur at meander 1-P because the bank on the out-numbers,to the possible increase in bank erosion dis-
side of the meander bend was stabilized by vegetation cussed previously.With unlimited river use,the grant-
at the time of construction.At present (1979)the bank ing of permits for boat slips could logically,therefore,
is beginning to fail by undercutting and slumping,a be assessed for the potential additional effect of en-
process that can be expected to increase in future years couraging larger boats.
if the groins are maintained with the addition of riprap.
If the distance of channel displacement was confined
to the length of the structures,a cost-benefit analysis
of their construction would be possible.Unfortunately,
once the stabilizing vegetation on the bank is lost,the
erosion potential is much greater,and it is possible for
a cycle of increased erosion over a period of years to
begin.
A variety of measures have been employed to support
and protect homes constructed on the banks of the
Kenai River.They include concrete walls,gravel berms,
earthen embankments,piles driven into the bank,and
chained tires.The purpose is commonly multifold:to
provi~edocks,.toprovid~fOIl:qc.ia,tiQPS Jorstructures,
pordi aiidpatio areas~or to expand usable lot size,as
well as acting as revetments to provide protection from
Boat slips excavated in the channel bank are proba-bank erosion.
bly the most common type of development along the The effects on the stream channel of most such bank
Kenai River.In the past the excavated material has modifications will be slight as long as the original bank
been dumped to form a small protective groin on the profile is not greatly changed.Loss of channel capacity
upstream side of the slip or'just pushed into the chan-and concentration of flow toward the opposite bank,
__~_.-Del.-B.othJl1ethO-ds~9Ldisposal,:-howeve~t-a-~e.o..p~esen-tly--~l-ea-din-g--to-.cc.eto·sion-'-df.:.-thc.-at'--oank~-·-ate---possi15leTf-tlie -----.--~.
contrary to the conditions attached to a construction structures are sufficiently extensive and of sufficient
permit (U:S.Army Corps of ~n~neers,1978,p.43).height to functiQnJC)~allyasfloodlevees.Indirect ef·
The slips and the canal systems are excavated and fects,related to excavation of gravel and removal of the
cleaned,most commonly during the low-flow period.cohesive surface to supply fill for berms and levees,are
The potential for harmful effects of unriprapped boat also possible.-
slips varies with location..Where excavated on the up-
stream side of a meander loop in the nOllentrenched GRAVEL MINING AND COMMERCIAL DEVELOPMENTS
part of the stream,a single boat slip can pose a hazard._..__.._...._
-by-creating-a-point-ofattack-for-'fitll:rd-flows:MeaIfdeF --Arseveraflocations viS-lore on the 1977 aerial photo-
---l---H-is-a-bend-that-would-become-more-vulnerable-to--graphsc-jt-app-e-a:ts-thanl-leoan~naveDeen mined-foi---------
'utoff through the constr'Uction of slips on the up-aggregate_The largest of these sites is on the north
-ream side,especially at the locations of natural chan-bank of the Kenai River,approximately 0.2 miles up'
Is visible in figure 19.Where slips are excavated at stream from the junction of the Moose River.The im-
st locations on the entrenched part of the stream pacts of gravel mining on stream 'channels have been
':>le 5),the individual hazard will be slight,but each described previously (forexaIllple,Scott;1973;Bull
form part of a cumulative effec~.'I'lle .11eec.i f()J:rip~.alld SC_()tt,.19U)and need not be elaborated here.The
vill also vary.greatly with location.Where -excava-··hazards are c1ear,-and.,because-·of abundant sand and
~.in the _.coarse'-channel d~p()sjt~~<::h~;l.<::t!'!ristic_of gr:aveldepositsthtougnout:tne::ai'ea,:little=rationale
ltrench-ed--a.l:i~fp~~tiY~~mored sections of the presently exists for permitting mining of the Kenai
he need for lining by even coarser material will River banks.In addition to channel diversion and bank
It at most locations.Riprap will be advisable at erosion,there is risk of dumping of the unmarketable
,s outside the entrenched channel.fine-grained sediment fractions into the river .
•re other considerations illustrating the com-Operators of many small fishing resorts have mod·
the impact of boat slips.Excavated boat slips ified the banks to provide ramp access to the stream as
I
it,
..
REFERENCES CITED 33
I
11
well as convenient parking.At a few sites large volumes
of gravel have been displaced,most of which has been
used for fill.At a few resorts developed on higher,
banks,large volumes of gravel apparently have been
pushed into the channel and subsequently transported
by the stream.In some cases the gravel ramps extend-
ing into the stream are periodically maintained with
newly excavated gravel.The impacts of these commer-
cial developments,whether they involve extending or
cutting the natural bank,will correspond to those pre-
viously discussed for groins,boat ramps,and slips.
CONCLUSIONS
Suspended-sediment concentrations in the Kenai
River are naturally low because of sediment retention
in upstream lakes;levels known from other streams to
be harmful to salmon habitat are reached only rarely.
More frequent elevated concentrations may result
from increase in development of the types now present
along the navigable channel of the river.These types of
development are listed in the preceding section in the
order of their magnitude of impact on the sediment
system of the stream_
Rates of bank erosion since 1950-51 show that sec-
tions of the river differ greatly in their sensitivity to
development,as indicated in table 5.Throughout the
central section of the river (between river miles 39.4
and 17.6)the channel is entrenched,partly armored,
and has undergone rates of bank erosion that are very
low to undetectable.Upstream and downstream from
this section the bank erosion rates are more typical of
pro glacial streams-as high as 5 ft per year.Two addi-
tional sections of channel are exceptions to this pat-
tern:the initial 3.8 river miles of channel below Skilak
Lake are highly stable because of the presence of large
gravel dunes emplaced by a pre-1950 flood surge;also,
the downstream 9.0 river miles of channel are moder-
ately stable because of the dominance of the tidal re-
gime_
Develop~ent along the navigable channel will affect
the sediment system of the stream in several ways.
Construction may increase suspended-sediment
concentration temporarily,with the greatest potential
for harmful impact between January and May,as indi-
cated by the relation between discharge and concentra-
tion for that period.Development can increase bank
erosion,and thus the suspended·sediment concentra-
tion,over the longer term by causing cutoff of meander
loops,loss of stabilizing vegetation on banks,and loss
of the cohesive surface layer of flood-plain sediment.
Throughout this report,emphasis has been placed on
the potential for increased suspended-sediment trans-
port because that is the first general effect of develop-
ment which is likely to be harmful to the physical
stream system.The effect on salmon habitat occurs
mainly through deposition of fine sediment in the pores
of the streambed gravel in reaches used for spawning
and rearing.There is additional concern for habitat
conditions throughout the entrenched and partly ar'
mored section of channel.Without the cleansing action
of flood flows competent to mobilize the coarser bed
material of those reaches,increased transport of fine
sediment will result in deleterious rates of deposition
within the bed.In contrast with normal reaches,flow
magnitudes competent to move the bed material of the
armored reaches are greatly in excess of bankfull dis-
charge and may not recur at the frequencies necessary
to maintain a viable fishery if suspended-sediment
transport increases.
Bank-erosion rates have been generally constant
since 1950-51.The high cut banks present in en-
trenched and partially entrenched sections of channel
have been mainly vegetated and stable through the
same period.Loss of stability of the high banks is of
special concern because of the potential for large,
long-term contributions to the sediment load of the
river.Ground photography in'1979 suggests that the'
high banks have locally begun to erode more rapidly,\
although verification of this possibility must await fu-
ture study.A likely contributing cause of such erosion I
is increased intensity of river use and a recent change)
in sport-fishing technique../
The Kenai River salmon fishery is a major component
of the economic base of the Kenai Peninsula.It justifies
continued concern for changes in the sediment system
of the stream,in response to channel and flood-plain
development as well as trends in land use and olher
changes within the watershed.This can be best ac-
complished by monitoring the suspended·sediment
concentration and the stability of the high banks.
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'Anderson.G.S .•and Jones.S.H.•1972.Water resources of the
Kenai-Soldotna area.Alaska:U.S.Geological Survey Open-File
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Baker.V.R..and Ritter.O.F..1975.Competence of rivers to trans-
port coarse bedload material:Geological Society of America Bul-
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Brice.J.C..1964.Channel'patterns and terraces of the Loup Rivers
in Nebraska:U.S.Geological Survey Professional Paper 422-0.
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_1973.Meandering pattern of the White River in Indiana-an
analysis.in Morisawa.Marie.ed..Fluvial geomorphology:
Binghampton.State University of New York.p.179-200.
_19S0.Stability of relocated stream channels:Federal Highway
Administration Report FHWA/RD-SO/15S.177 p.
Brice.J.C.•and Blodgett.J.C.•1978.Countermeasures for hy·
draulic problems at bridges;volume 1,Analysis and assessment:
Federal Highway Administration Report FHWA-RD·7S-162.
169 p.
Bull.W.B••and Scott.K.M••1974.Impact of mining gravel from Levashov.A.A..i966.Approximate determination of high flood fre-
urban stream beds in the southwestern United States:Geology.quency in rivers without hydrological observations:Soviet Hy-
p.171-174.drology:Selected Papers.p.547-548 (English edition published
Cooper.A.C••1965.The effect of transported stream sediment on by the American Geophysical Union).
the survival of sockeye lind pink salmon eggs and alevin:Interna-MacKay.D.K.•Sherstone.D.A..and Arnold.K.C.•1974.Channel
tio~al Pacific Salmon Fisheries Commission Bulletin 18.71 p.ice effects and surface water velocities.from aerial photographs
Cordone.A.J ..and Kelley.D.W••1961.The influences of inorganic of Mackenzie River break-up.in Hydrologic aspects of northern
sediment on the aquatic lifl'of streams:California Fish and pipeline development:Environment·Social Committee Northern
Game.v.47.p.189-228.Pipelines (Canada).Task Force on Northern Oil Development
Crickmay.C.H.•1960.Lateral activity in a river of northwestern Report 74-12.p.71-107.
Canada:Journal of Geology.v.68.p.377·391.McNeil.W.J ••and Ahnell.W.H••1964.Success of pink salmon rela-
Dury.G.H.•1965.Theoretical implications of underfi.t streams:U.S.tive to size of spawning bed materials:U.S.Fish and Wildlife
Geological Survey Professional Paper 452·C.43 p.Service Special Scientific Report-Fisheries no.469.15 p.
__.1970.General theory of meandering valleys and underfit Meehan.W.R.•1974.The forest ecosystem of southeast Alaska.Part
streams.in Dury,G.H..ed.,Rivers and river terraces:London.3.Fish habitats:U.S.Forest Service General Technical Report
Macmillan and Co .•p.264-275.PNW-15.15 p.
__1976.Discharge prediction.present and former.from channel Meehan.W.Roo and Swanston.D.N••1977.Effects of gravel mol"
dimensions:Journal of Hydrology.v.30.p_219-245.phology on fine sediment accumulation and survival of incubat-
Einstein.H.A..1968,Deposition of suspended particles in a gravel ing salmon eggs:U.S.Forest Service Research Paper PNW-220.
bed:Journal of the Hydraulics Division.Proceedings of the 16 p.
American Society of Civil Engineers.v.94.p.1197-1205.Miller.R.D.•and Dobrovolny,Earnest.1959,Surficial geology of
Gibbons.D.R.•and Salo.E.0 .•1973.An annotated bibliography of Anchorage and vicinity.Alaska:U.S.Geological Survey Bulletin
the effects of logging on fISh of the western United States and 1093.128 p.
Canada:U.S.Forest Service General Technical Report PNW-10.Mollard.J.D.•1973.Airphotointerpretation of fluvial features.in
145 p.Fluvial processes and sedimentation:Hydrology Symposium.
Gill.D.on •.1972.The point bar environment in the Mackenzie River 9th.Edmonton.1973.Proceedings,p.339-380.
delta:Canadian Journal of Earth Sciences.v.9.p.1380-1393.Pewe.T.1...1975.Quaternary geology of Alaska:U.S.Geological
Guy,H.P.•1970,Fluvial sediment concepts:U.S.Geological Survey Survey Professional Paper 835.145 p.
Techniques of Water'Resources Investigations.book 3.chap.C1.Phillips,R.W.•1971.Effects of sediment on the gravel environment
55 p.and fish production.in Morris.J .•ed .•Proceedings of a
Handy.R.1...1972.Alluvial cutoff dating from subsequent growth of symposiu~forest land use and stream environment:Corvalis.
a meander:Geological Society of America Bulletin.v.83.p.Oregon State University,p.64-74.
475-480.Post,Austin.and Mayo.1..R••1971,Glacier dammed lakes and out·
Hansen.W.R.•1965,Effects of the earthquake of March 27.1964.at burst floods in Alaska:U.S.Geological Survey Hydrologic Inves·
......---Anchol'age.-Alaska:-U.Sr-Geological-Survey-Professional-Paper-_···_·tigations-Atlas~HA=455~Op;~scaIe-l:r;onO~0(J0~·-3-she·etS.·..__..-.
542-A.p.AI-A68.Rubey.W.W.•1952.Geology and mineral resources of the Hardin
Helmers.A.E.•and Cushwa.C.T..1973.Research opportunities and and Brussels quandrangles (in Illinois):U.S.Geological Survey
needs in the taiga of Alaska:U.S.Department of Argicuiture.Professional Paper 218.179 p..
Forest Service General Technical Report PNW-2.14 p.Schmoll.H.R..Szabo.B.J ••Rubin.Meyer.and Dobrovolny.Ear-
Hynes.H.B.N.•1970.The ecology of running waters:Toronto.nest.1972.Radiometric dating of marine shells from the Boot-
Canada.University of Toronto Press.555 p.legger Cove Clay.Anchorage area.Alaska:Geological Society of
Inglis.C.C.•1949.The behavior and control of rivers and canals America BuiIetin.v.83.p.1l07-1113.
(with the aid of models):Poona,India.Central Waterpower Scott.K.M••1973.Scour and fill in Tujunga Wash-a fanhead valley
and Navigation Research Station Research Publication 13.v.1.in urban southern California-1969:U.S.Geological Survey Pro·
279 p._._._._........Je~lljQPal.Paper_732~B,p ..Bl,,£29.--._..-..-
;rones.-S:-H~;I969,·ReniUR~er-estU;~-stu·dy:Anchorage.Alaska.__1978.EffectS of permafrost on stream'channel behavior in arctic
·····_-_·-T].S.,Geological-Survey·basic·data-repor1;-27-p.AlasKa:U;S:-GeoJogicafSurvey Professional Paper 1068,19 p.
Karlstrom.T.N.V.•1964.Quaternary geology of the Kenai Lowland __1979.Arctic stream processes-an annotated bibliography:U.S.
and glacial history !;If the Cook Inlet region.Alaska:U.S.Geolog·Geological Survey Water·Supply Paper 2065.78 p.
ical Survey Professional Paper 443.69 p.Scott.K.M.•and Gravlee.G.C.•Jr.•1968.Flood surge on the Rubi-
Kellerhals.R..Neill.C.R.•and Bray,D.I••1972.Hydraulic and con River.California-hydrology,hydraulics,and boulder trans-
geomorphic characteristics ofrivers inAIberta:Research Council port:U.S.Geological Survey Professional Paper 422-M.p.
of Alberta River Engineering and Surface Hydrology Report MI-M40.
72-1.52 p.Smith.N.D.•1978.SedimentationprOCeSllelj,mcl pattex:nsin a
Konditerova.E.A••and Ivanov.1..V.•1969.Pattern of variation of .glaciE!.r·(eliJ~!tl!.\\,itb ig\V sediment lnput:Canadian Journal of
the length of freely mearidering rivers:Soviet Hydrology:Earth Sciences.v.15.p.741-756.
Selected.Papers.no ..4 •.p.356-364-(English·edition published·by Trainer;·F;·W:;-and-WalIer;R:M:;1965·.-Siibsunacec·s£iaography~·or·_····
American Geophysical Union).glacial drift at Anchorage,Alaska.in Geological Survey research
Lane.E.W.•and Eden.E.W.•1940,Sand waves in the lower Missis-1965:U.S.Geological Survey Professional Paper 525-D.p.
sippi River:Western Society of Professional Engineers Proceed-DI67-DI74.
ings.v.45.no.6.p.281-291.U.S.Army Corps of Engineers.1967.Flood plain information.Kenai
Leopold.L.B.•and Wolman.M.G.•1970,River channel patterns.in River:12 p.
Dury.G.H..ed..Rivers and river terraces:London.Macmillan __1973.Flood plain information.Kenai River.phase I.Kenai
and Co ..Ltd.,p.197-237.Peninsula Borough.Alaska:26 p.
34
I
EROSION AND SEDIMENTATION.KENAI RIVER.ALASKA
/
)
.r
J...\
REFERENCES CITED 35
11
\
__1975.Flood plain information.Kenai River.phase II.Kenai
Peninsula Borough.Alaska:21;p.
__1978.Kenai River review:U.S.Army Engineer District.Alaska.
334 p.
Vanoni.V.A..1975.Sediment engineering:American Society of Civil
Engineers.745 p.
Wolman.M.G..1954.A method of sampling coarse river·bed mate-
rial:American Geophysical Union Transactions.v.35.p.
951-956.
Wolman.M.G.•and Leopold.L.B.•1957.River flood plains:Some
observations on their formation:U.S.Geological Survey Profes-
sional Paper 282-C.p.87-109.
l .
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ALASKA POwER l\UTHOBITY lHSfOhSE---------------.
TO AGENCY COMMEN1S C~LICENSE
APPLICATICN;~EEEEE~CE TC
CO .1':MEN '.1 (S):C • 6 2 ,1.373
SUSITNA HYDROELECTRIC PROJECT
HYPOTHETICAL DAM -BREAK ANALYSES
TASK 3 -HYDROLOGY
MARCH 1982
Prepared by:
•
"---__ALASKA POWE R AUTHOR ITY __---'
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
I.
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TASK 3.05 -FLOOD STUDIES
SUBTASK 3.05(iv)
HYPOTHETICAL DAM BREAK ANALYSES -CLOSEOUT REPORT
TABLE OF CONTENTS
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7.1 -Conclusions .
7 -CONCLUS IONS •••••••••.•••••••••••••••••••••••••••••••••••••••••••
2 -SUMMAR Y .•..••..•..••...••.••0 ••••••••••••••••••••••••••••••••••••
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3 -SCOPE OF WORK ••••••.•..•••••••••••••••••••••••••••••••••••••••••
4 -HYPOTHETICAL DAM FAILURE SCENAR lOS ••••.•••••••••••••••••••••••••
4.1 -Hypothetical Watana Dam Failure .••.•.•••••••••••••••••••••
4.2 -Hypothetical Devil Canyon Dam Failure •••••••••••••••••••••
4.3 -Hypothetical Domino Type Failure .4~-4....Hy pofnefi caT .~afarfa·COffe·faam FaiT uf e.:::.:::::...........
LIST OF TABLES
LIST OF FIGURES
1 -INTRODUCTION •••..••...•••••.••.•.•...•••••••••••••••••••••••.•••
1.1 -Basi s for Study •••••••••••••••••••••••••••••••••••••••••••
1.2 -Report Contents ••.•••••.••••••••••••••••••••••••••••••••••
5 ~TECHNICAL METHODOLOGy •••••••••••••••••••••••••••••••••••••••••••
5.1 -Dam Break Computer Program Selection ••••••••••••••••••••••
5.2 -Breach Dimensions and Time of Failure ..
5.3 -Geometric Model •••••••••••••••••••••••••••••••••••••••••••
1-1
1-1
1-1
2-1
3-1
4-1
4-1
4-1
4-24...-2 ....
5-1
5 ...1
5-1
5-2
6 -ANALYSES OF DAM BREAK FLOOD WAVES •••••••••••••••••••••••••••••••6-1
6.1 -Watana Fail ure Analyses •••••••••••••••••••••••••••••••••••6-1
....___._6-".2.~_JleY i J_CjUly.o_I'L.£.aiiure_An aJy.s.e.s.___•.•.•..u _._.•__.._6~L .
6.3 -Domino Failure Analyses •••••••••••••.•••••••••••••••••••••6-1
6.4 -Watana Cofferdam Failure Analyses ••••••••••••••••••.••••••6-1
6.5 -Sensitivity Analysis Discussion .•.••••••••••••••..••••••••6-1
7-1
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TABLE OF CONTENTS (Cont1d)
BIBLIOGRAPHY
APPE~DIX A -Excerpt From DAMBRK:The NWS Dam Break Flood Forecasting Model
APPENDIX B -Sample DAMBRK Output
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LIST OF TABLES
Devil Canyon Dam Break Analyses Summary Table .
Domino Failure Analyses Summary Table .
Watana Cofferdam Fail ure Analyses Summary Table .
Number
6.1
6.2
6.3
6.4
Title
Watana Dam-Break Analyses Summary Table ..............
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LIST OF FIGURES
Talkeetna Cross Section ••••••••.•.•.••...•••••••.•.••.•.••6-6
Indian River Cross Section,Curry Cross Section .••.•.••..•6-4
Gold Creek Cross Section,Trapper Creek Cross Section •..••6-5
Watana Dam Break Hydrograph Superposed on the PMF
Hydrograph •••••...•..••.••••••••••••••...••••••••..•.•••••6-7
Watana Dam Break Hydrograph .••••••••••.••.•••••••••••••.••6-8
Devil Canyon Dam Break Hydrograph .•••••••••••••••••.••••••6-9
Domi no Dam Break Hydrograph •••••.••••••.••••••••.••.•.••••6-10
Watana Cofferd am Dam Break Hydrograph •••••.•••••••••••••••6-11
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Number
3.1
5.1
6.1
6.2
6.3
6.4
6.5
6.6
6.7
6.8
Titl e
Locat i on Map
Breach Defi nit i on Sketch ••••••••••••.•••••••••.•..•..•..••
3-2
5-3
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3 -SCOPE OF WORK
The objectives of this study are to analyze extreme cases of flood waves
produced by hypothetical fail ures of the proposed dams of the Sus itna
Hydroelectric Project.Tre analyses are carried out over the reach of the
Susitna River from the most upstream point in the reservoir of the dam being
considered to the confluence of Trapper Creek,approximately 5 miles downstream
from Talkeetna (see Figure 3.1).
To satisfy the study objectives,the work was organized and carried out in the
fa 11 owi ng manner:
Scenarios of worst case hypothetical dam failures were postulated for the
Watana dam,the Devil Canyon dam,the Watana upstream cofferdam,and a domino
type failure of both the Watana and Devil Canyon dams.
- A dam break computer program was selected to assist in analyses.
-Final dam breach dimensions and time of breach formation were estimated for
each scenario.
-DQY(l1s1r§Lam y__al1ey__to_pographical.and-vegetat ivei nformationwereassembl-e-d-and
the geometric models were prepared.
-Dam break hydrographs were developed and routed downstream.Peak flood el eva-
tions,time to peak,and peak discharges were determined at various downstream
l.ocations for each of the postul ated fai 1ures.
-Th est udy .was com p1et ed wi !h.~an.MYs e_Lo_Ltbe~LOut.ed-h~dr-ogr-aph-s-and--a-eompar-i----
son-()f-floocr-wav~crest levels in the river reach under dam break and probable
maximLm flood conditions together with the 50 year flood conditions.
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C)~••"~~...~~.H\'I4r~9'i'..~9Y j c~.~":"~~~~~.~.J ~C~:,,\}~..,iI....-f'\"\~.//
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'(SCALE IN MILES I(APPROXIMATE)
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LOCATION MAP
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<):.~~'WATANA
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..'DEVI~c~ANYON ..;~
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TALKEE ft .~/(A......-;..:::T~~",~..~..!(.\
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.TALKEETNA "'~p
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4 -HYPOTHETICAL DAM FAILURE SCENARIOS
Earth/rockfill dams are extremely safe structures capable of safely withstanding
severe seismic shaking.The structure is normally designed to slump during a
severe earthquake without being overtopped.As with all major water retaining
structures,the safety of the development is also dependent on the performance
of properly designed spillway facilities to safely discharge severe floods.
Should spillway facilities not perform satisfactorily during a major seismic
event (they are normally very conservatively designed to do so),there is a risk
of overtopping of the earth/rockfill dam which could lead to a breach and
subsequent failure.
Concrete dams are also extremely safe structures capable of safely withstanding
severe seismic shaking and flood conditions.However,there is a very remote
possibility of a flood of unforeseen magnitude occurring simultaneously with
severe seismic shaking which together with spillway malfunction might lead to
overtopping of the dam and under extremely adverse conditions,breaching of the
structure.
Four hypothetical dam failure scenarios which create extreme conditions in the
river reach have been postulated.The probabi lityof any of these scenarios
actually occuring is considered to be extremely small,but still not equal to
zero.The hypothetical dam failure scenarios are described below.
4.1 -Hypothetical Watana Dam Failure
The remote possibility of a failure at Watana would have to be based on a
combination of unlikelY,events ...cgt'_stygy p_urp.oses these.ev.ents·ar-eassumed as·-
fol-l·o\·rs:·prio~rt6 the construct i on of the Devi 1 Canyon dam,a major earthquake
and a Probable Maximum Flood (PMF)simultaneously occur at Watana.All normal
outflow facilities are inoperable and only the emergency spillway is left to
discharge flows from the reservoir.Seismic activity causes the Watana dam to
slump to a crest elevation of 2205.The rockfi 11 dam catastrophic fai lure is
initiated when the reservoir level is three above over the crest level (El.
2208).
ar y,at Devil Canyon the following combination of unlikely events is
assumed:The Devil Canyon arch dam fails during a PMF routed through the Watana
reservoir.All of the Devil Canyon dam normal outflow facilities are inoperable
and only the emergency spillway discharges flows downstream.The Devil Canyon
arch dam failure is initiated when the Devil Canyon reservoir reaches the
maximum level or when thirty feet of water is flo.wingover the arch dam,
whichevero~curs first.Failure of the saddle dam is not considered since this
cas~wouldproduce }O'NE:I'"di scharges and water levelsbeldw the da.m compared to
the failure of the arch dam.
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4.3 -Hypothetical Domino Type Failures
In this case,the following combination of unlikely events is assumed:This
scenario is a combination of the Watana and Devil Canyon failure scenarios.The
Watana dam failure triggers a·failure of the Devil Canyon arch dam.The Watana
dam failure is the same as that postulated in Section 4.1 followed by Devil
Canyon arch dam failure as postulated in Section 4.2.The Devil Canyon
reservoir level at which catastrophic failure begins is that level which is
determined during the analysis of the hypothetical Devil Canyon dam failure.
4.4 -Hypothetical Watana Cofferdam Failure
In this case,the following scenario is assumed:The upstream Watana cofferdam
fails during a fifty year flood.The diversion tunnels are sufficiently
obstructed to raise the pool level three feet over the dam crest.The cofferdam
crest elevation is 1545 and catastrophic failure is initiated at a pool level of
1548.
4-2
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5 -TECHNICAL METHODOLOGY
The technical methodology employed yields the most accurate results reasonably
achievable given the constraints of the problem.Thi.s methodology employs
state-or-the-art analysis of the problem and is described in the following
sections.
5.1 -Dam Break Computer Program Selection .
The National Weather Service (NWS)dam break flood forecasting model,"DAMBRK,"
by Dr.Danny Fread (2)was selected to model the hypothetical dam fai lures.
McMahon (4),United States Geological Survey (5),and others have judged this
model to be the best dam break model currently available.The NWS DAMBRK model
includes an extremely versatile dynamic flood routing program which·solves the
Saint Venant equations by implicit finite difference techniques.
The dam break hydrograph is developed internally by the Fread method.The
hydrograph is dependent on the final breach shape and the time over which the
breach develops.Specific breach input parameters are bottom width,bottom
elevation,side slopes,and time of failure (see Figure 5.1).
The program requires minimal river cross section data.Of major importance is
river slope,roughness,and valley geometry.DAMBRK interpolates cross sections
at intervals as needed and specified by the user.This capability is nearly
essential for numerical stability requires that the distance between cross
sections be approximately equal to the product of the wave speed and the time
step used in the analysis.
TOdeferminethe hypothetical fai lure pool level of the Devi 1 Canyon arch dam
discussed in Section 4.2,the Modified'Puls method,a storage routing technique
based on the continuity principle,was employed to rout the PMF through the
Watana and the Devil Canyon reservoirs.This method was also used to determine
the point on the PMF hydrograph at which the hypothetical Watana dam failure
commences.The ~IDdified Puls routing was accomplished with an Acres'in-house
computer program.
-~-5.a-~Breach--Dimens+on s~andT i me of Failure .
The final breach geometry is specified in DAMBRK by bottom width,bottom eleva-
tion,and side slopes which must be equal on both sides.The natural channel
width and elevation at the sites have been used as breach dimensions.Breach
side slopes are assumed to be one horizontal to one vertical for an earth/
rockfill dam and the average valley slope for the arch dam.
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Development_of the breach commences when the pool level is equal to or greater
than the assumed failure elevation.Breach progression is directly related to (\
the ratio of the time passed since start of failure to the total duration of I'
fai lure,or "time of fai lure".The time of fai lure pertains to only the
c~tastrophic event and not to the ~elatively lower antecedant discharges.Dam '..·.1
break hydrographs can be very sensitive to the time of failure.Unfortunately,\
there is no method available to accurately determine time of failures.Time of
failures may be either crUdely estimated based on erosion characteristics of the "!
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dam and/or determined as that time which would produce a-hydraul ically instanta-
neous failure.The unreliability of time of failure prediction necessitated a
sensitivity analysis.Watana dam time of failures of 2.5 hours and 3.0 hours
were analyzed.These times are based on a'conservative estimate of time
required to erode approximately 49 million cubic yards of material.Devil
Canyon time of failures of 0.4 hours and 0.5 hours were analyzed.A Watana
cofferdam time of failure of 0.5 hours was assumed.The domino failure scenario
is based on a Watana time of failure of 2.5 hours and a Devil Canyon time of
failure of 0.5 hours.
5.3 -Geometric Model
A simplified geometric model representative of the river valley is input into
DAMBRK.Cross sections are required only at significant changes in river slope
or valley cross section.Eight elevations and corresponding valley widths are
input to define each river cross section.Additional sections are created in
the model by interpolation.Surface roughness is expressed as the Manning
coefficient lin"and input for each reach defined by the original sections.
The majority of cross section information was taken from United States Geologi-
cal Survey quadrangle maps with a hori zontal scale of 1:63360 and 100 foot
contour interval s upstream of the Town of Chase and 50 foot interval s downstream
of Chase.r-bre detai 1ed river vall ey topograph ical i nformat ion is avail ab 1e
only in the vicinity of Devil Canyon and Watana.
To define the downstream cross section geometry it is desirable to have more
detailed information than currently available.This is especially true in the
vicinity of Talkeetna where the river valley width is in the range of two to
three miles and only 50.foot contour intervals are available.Nevertheless,the
available topographical information is sufficient to analyze flood waves with
reasonable accuracy.
The Manning coefficients were predicted for the reaches of the Susitna River.
Manning's coefficient calculations for the over-bank area are based on bottom
friction and drag from partially submerged obstructions (6).Composite II nll
~alues were determined using the assumption of equal velocity across the section
(1).Preliminary DAMBRK runs showed that in a few reaches the flow regime
changed with time from subcritical to supercritical and back to subcritical as
the dam break flood wave passed through a reach.At numerous secti ons,the
Froude nLmber became so 1arge that math em at ical nonconvergence occurred in the
computer run or the computed flow area at a cross section became zero.To
eliminate modeling problems due to supercritical·flow in a subcritical run,it
is common practice to either alter the cross section geometry or increase the
lin"value (3).Thus,in a nunber of reaches,the II nll values were increased to
values above the predicted lin"value.The artifically high "n"values tend to
reduce the speed of the wave and increase the depth of flow in the reach.The
DAMBRK output has been adjusted slightly in an attempt to smooth errors created
by computer modeling limitations.
5-2
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I FAILURE ELEVATION
-'-_2~---
/'.~lY'"'/ /"/~/l'".,.(INTERMEDIATE /{
"/"BREACH '~"T SHAPES /"/".//~,,!/~n-/
~i 4 BOTTOM ELEVATION
I1-c'BDnDM WIDTH
BREACH DEFINITION SKETCH
fiGURE 5.1
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6 -ANALYSES OF DAM BREAK FLOOD WAVES
Dam break hydrographs have been dynamically routed down the Susitna River to the
confluence of Trapper Creek which is approximately 5 miles downstream from
Talkeetna.Peak flood levels,peak discharges,and time to peak were determined
along the river.The following sections summarize the study results and discuss
sensitivity of the analysis to time of failure assumed.'
Peak dam break flood levels are compared to the PMF and 50 year flood levels
at selected cross sections and shown graphically in Figures 6.1,6.2 and 6.3.
6.1 -Watana Failure Analyses
The hypothetical Watana dam break was analyzed for failure times of 3.0 hours
and 2.5 hours.The Watana dam break hydrograph superposed on the PMF hydrograph
is shown in Figure 6.4.The Watana dam break hydrograph at Watana and Talkeetna
is shown in Figure 6.5.Maximum stage,flow rate,velocity,and time to peak
stage are given in Table 6.1 at six locations along the Susitna River.
6.2 -Devil Canyon Failure Analyses
The hypothetical Devil Canyon dam break was analyzed for failure times of 0.5
hours and 0.4 hours.The Devil Canyon dam break hydrograph at Devil Canyon and
Talkeetna is shown in Figure 6.6.Maximum stage,flow rates,velocities,and
times to peak stage are given in Table 6.2.
6.3 -Domino Failure Analyses
The hypothetical domino type failure analysis is based on failure times of 2.5
hours and 0.5 hours at Watana and Devil Canyon,respectively.The dam break
hydrograph at the Devil Canyon dam and Talkeetna is shown in Figure 6.7.Maxi-
mum stage,flow rates,velocities,and times to peak stage are given in Table
6.3.
6.4 -Watana Cofferdam Failure Analysis
The hypothetical Watana cofferdam failure analysis is based on a failure time of
0.5 hours.The Watana cofferdam hydrograph at Watana and Talkeetna is shown in
Figure 6.8.Maximum stage,flow rates,velocities,and times to peak stage are
given in Table 6.4.
6.5 -Sensitivity Analysis Discussion
The sensitivity analysis conducted revealed that the failure times chosen give
results not significantly different from those for hydraulically instantanous
failure times.Both the Devil Canyon and Watana peak discharges increased only
slightly with reduced failure times.Differences in downstream effects are not
discernible over the range of failure times tested ..However,since much longer
failure times would be outside of the hydraulically instantanous failure range,
they should significantly reduce the downstream affects of dam failure.
6-1
I
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T1BLE 6.1:WATANA DAMIBREAK ANALYSES SUMMARY TABLE
'Maximum State (ft)
Time to Peak
Location Maximum flow (efs)'Maximum Velocit~(fps)Stage (hr)PMf Stage (ft)
(1).2)(1)(2)(1)( )(1)(2)
Watana N~A.N.A.42,624,000 40,464,!000 76 7J N.A. N.A. N.A.
Indian River 126 125 30,121,000 29,390,\000 63 63 3.9 4.3 22
Gold Creek 179 177 29,980,000 29,239,,000 40 39 4.2 4.6 31
Curry 205 203
I 27,939,000 27,439,;000 62 62 4.5 4.9 53
ITalkeetna7777 26,331,000 25,992,POO 16 17 5.4 5.7 25
Trapper Creek 85 85 126,175,000 25,910,000 21 21 5.9 6.2 15
(1)2.5 hour ti~e of failure
(2)3.0 hour ti~e of failure
I
I 'TABLf~!6.2:DEVIL CANYON DAM BREAK ANALYSES SUMMARY TABLE
Location MaximUm State (ft)
j'(1)2)
Dev 11 Canyon N.A. N.A.
Indian River 7J 7J
Gold Creek 103 103
Curry 112 112
Talkeetna 42 42
Trapper Creek !56 56
(1)0.4 hour time of failure
(2)0.5 hour tinie of failure
N.A.-Not Applie~ble
Maximum flow (efs)
1·····n~~-{2J
~l,453,OOO 10,963,000
9,054,000 9,116,000
8,512,000 8,598,qOO
6,391,000 6,408,000
5,271,000 5,274,000
4,608,000 4,609,QOO
Time to Peak
Maximum Velocit~(fps)Stsge (hr)PMfSt IIge (ft)
(1)•()(1)(2)
60 59 N.A.N.A.N.A.
43 43 0.8 0.9 22
31 31 0.8 1.0 31
37 37 1.9 1.9 53
9 9 3.3 3.3 25
8 8 4.1 4.2 15
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TABLE 6.3:DOMINO fAILURE ANALYSES SUMMARY TABLE
Maximum St age MaximLfll flow Maximum Velocity Time to Peak PMf Stage
Location (Ft)(cfa)(Fps)Stage (hr)(ft)
Watana N.A.42,587,000 75 N.A.N.A.
Dev 11 Canyon 579 31,112,000 90 3.6 N.A.
Indian River 128 31,036,000 64 3.8 22
Gold Creek 183 30,853,000 39 4.1 31
Curry 208 28,991,000 63 4.3 53
Talkeetna 79 27,553,000 17 5.2 25
Trapper Creek 86 27,457,000 21 5.7 15
TABLE 6.4:WATANA COffERDAM fAILURE ANALYSE SUMMARY TABLE
Maximum State Maximum flow Maximum Velocity Time to Peak 50 Yr flood
Location (ft)(cfa)(fpa)Stage (hr)Stage (ft)
Watana N.A.469,800 19 N.A.N.A.
Indian River 1B 321,400 15 5.0 3
Gold Creek 27 323,700 12 5.3 9
Curry 30 298,400 21 7.2 18
Talkeetna 11 290,000 6 10.1 7
Trapper Creek 11 354,900 6 10.8 5
N.A.-,Not Applicable
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7OO~----.-.----___!!__----~----....,I,-----~-----.l.--'o 2 3 4 5 6
DISTANCE (THOUSAND FEET)
INDIAN RIVER CROSS SECTION
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LEGEND
D()~INQ _FA.II"LJ~;_bl;:Ya.• ••• • •
WATANA FAILURE LEVEl ------
._._-~--
DEVIL CANYON-FAILURE LiVEl.---
NATURAl.PMF LEVEL
50 YEAR FLOOD LEVEl -.-.-
4
6..4
2
DISTANCE (THOUSAND
CURRY CROSS SECT!ON
5SO
SOOr---------------------r-.......,
DOMINO FAILURE LEVEL • • • • • •
WATANA FAILURE LEVEl.------
DEVIL CANYON FAR.URE LEVEl.---
NATURAL PMF LEVEL
50 YEAR FLOOD LEVEL -.-.-
LEGEND
a734 5 6
DISTANCE (THOUSAND FEET)
..:
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800z
0
~>750IJJ
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700
650
0
GOLD CREEK CROSS SECTION
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LI.
---------------------
250 <-_....--'-'--_..L-_"""'-_--'-__"--_..J-_...._-..J__"--_....._...I.._--'-_---'
o 4 6 a 12 14 16 18 20 22 24 26 28 32
D1STANCE (THOUSAND pEET)
TRAPPER CREEK CROSS SECTION
6-5 FIGURE ElZI j~lm I
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300 I I I ,I ,I I I I I I
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DISTANCE (THOUSAND FEET)
LEGEND
DOMINO FAILURE LEVEL'••1 •i••
WATANA FAILURE LEVEL
DEVIL CANYONi FAILURE LEVEL
NATURAL PMF LEVEL
50 YEAR FLOOD LEVEL
TALKEETNAi CROSS SECTION
FIGURE 6.3 [iii]
~--;,----'-~-----":------.----'"---''--~-~--'------:.J.----"----"'-------~
p..'~.
42.7 .......-------------------------------.,
....--WATANA DAM BREAK
PEAK FLOW 42.59 MILLION C.F.5.
AT WATANA DAM SITE
42.5
42.4
42.3
-42.2
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0.4
0.3
0.2
0.1
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0 2 3 4 5 6
TIME (DAYS)
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i..•.WATANA DAM BREAK HYDROGRAPH
SUPERPOSED ON THE PMF HYDROGRAPH
6-7 FIGURE 6.41 M~R I
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8
FIGURE 6.5 !iil
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TALKEETNA
65
DAM SITE
4
TIME (HOURS)
WATANA DAM BREAK HYDROGRAPH
44
4°
1
",TIME OF FAIWRE
36
32
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DEV IL CANYON DAM SITE
TALKEETNA
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TIME «HOURS)
1.50.5
O'I I I I I I I I I I
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DEVIL CANYON DAM BREAK HYDROGRAPH
fiGURE 6.6 !iii
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DEVIL CANYON DAM SITE
4
TIM~«HOURS»
DEVIL CANYON 11
"M.Of fAlWft.\
!
\
WATANA TIME Of fAILUR~
32
30
28
26
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en 22
u.:
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U)20
z
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:J 18
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0
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~12it.
10
8
6
4
2
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L
0
DOMINO DAM ~REAK HYDROGRAPH
FIGURE 6.7.
':-'..-----,.t ._----'--/.:::>----/',-----------/.;-~'--'-_:'---'~.~.....:----/.'---~.:.',---,/~.-----:;
--.--~~.~
-,-----:,.':3
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WATANA DAM SITE
\8
L TiNE OF FAILURE
TALKEETNA
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TIME r HOURS)
WATANA COFFERDAM DAM BREAK HYDROGRAPH FI~RE 6811~m I
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7 -CONCLUSIONS
7.1 -Conclusions
The conclusions of this study are:
-The hypothetical dam failure at Watana produces a peak flood level at
Tal keetna 52 feet above the 1evel wh ich would be produced by the PMF.
-The hypothetical dam failure at Devil Canyon produces a peak flood level at
Talkeetna 17 feet above the level which would be produced by the PMF.
The hypothetical domino failure downstream effects are not significantly
different from those of the Watana dam failing prior to the construction of
the Devil Canyon dam.
-The hypothetical failure effects of Devil Canyon dam failing singly are less
devastating than those of the failure of Watana singly.
-The Devil Canyon dam will fail if the Watana dam fails.
-Peak discharges and elevations produced by the hypothetical Watana cofferdam
failure are less than those which would be produced by the PMF but
approx imately 4 feet higher than the 50 year flood at Tal keetna.
- A period of approximately 5 hours would elapse between initiation of a failure
at Watana and the arrival of the flood peak at Tal keetna.Addit ional time
_ITIig.ht_b_e_av_aLtabJe __prtor_tothe ··-fa-i-l-ur-e with···appro pri-ate-Hood-andoth-erevent-
warni ng syst ens.
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BIBLIOGRAPHY
Fread,D.L.,personal communication,December 12,1981.
McMahon,G.F.,"Developing Dam-Break Flood Zone Ordinance",Journal of the
Water Resources Planning and Management Division,October 1981,page
461..
1.Chow,V.T.,Open Channel Hydraulics,McGraw Hi 11,1959.
Fread,D.L.,"DAMBRK:The NWS Dam-Break Flood Forecasting Model,"Office of
Hydrology,National Weather Service,Silver Spring,MO,February 10,
1981.
United States Geological Survey,Water-Resources Investigations 80-44,
IIEvaluation of Selected Dam-Break Flood-Wave Models by Using Fie,ld
Data",NTIS PB 81-115776,August 1980.
6.Pennsylvania State University College of Engineering,"Analytical
Techniques for Dam-Break Analysis With Application to Computer Programs
HEC-1 and DMBRK-Short Course",July 1981.
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APPENDIX A
EXCERPT FROM DAMBRK:THE NWS DAM-BREAK
FLOOD FORECASTING MODEL (2)
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FlOOD FORECASTING HODEL
D.L.Fread
Office of Hydrology"Nat:ionaJ.l1eather Service (Nt-lS)
Silver Spring.Maryland 20910
FeBruary 10,198~
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cataSfropli:ic flash flooding occurs ...hen.a d.a.m is breached and t:he
impounded tilater escapes through the breach into the downstream.valley.
UsualJ.y the response t::Lme avcd.la.ble:for wa:tIling is m'Q.C.h shorter than
for precipitat:i.au-rtmof:f floods.Dam failures are often caused by •
overtcpping of the dam.due to inadequate·spillway capad.ty durlng large
iDflows to the reservoir f'T:Olll heavy precipitation runoff.Damfa:iJ.ures
'11lJ!lY also be ca.used by seepage or piping through the dam or a10ng intern.a.l
conduits,slope embankment slides,earthquake damage and liquefaction
of earthen dams from earthquakes,and landslide-generated waves ~I:h:tn
the'reservoir..Middlebrooks (1952)describes earthen.dam.fa:ilures
occurring within the U.S.prlor to 1951.J'ohnson and nles (1976)
SU1!JlDClrize 300 dam fa:f.lures throughout the world.
The potential for,catastrophic floodmg due to dam failures has ,
recently been brought.to the Nation's attention by several.dam failures
such as the Buffalo Creek coal.~te dam,the Toccoa Dam,the Teton
Dam,and the Laurel Run Dam.A report:by the U.S.Army (1975)gives
an inventory of .the Nation's approximately 50;000 dams 'With heights
greater than :zs:ft.or storage volumes in axc'ess of 50 o acre-ft.The
report also c.la.ssifies some 20,000 of these as being fI so located
that:·failure of the dam could result in loss of human 1ife and
apprecia9le property damage•••••1
o '
'!'he Nationa1.'Weather Service oms)has the responSibility to
adv1s~the public:of dOm1Stream flood.ing yhen there is a failure of
a dam.Although this type of flood has many similarities to floods
produced.by precipitation runoff,the dam-break flood has some very
important differences which make it difficult to analyze with the
common techniques which have worked so well for the precipitation-
runoff floods.To aid M1S flash flood hydrologists who are called
upon to forecast the downstream flooding (flood inundation :i.nforca-
tion and warning times)resulting from dam-fa:i.lures,a numerical lllodal
(DM!BRK)has been recently developed.Herein is presented an outline
of the model's theoretical basis,its predictive capabilities,and
yays of utiJ.i.zing the model for forecasting of dam-brea.k floods.
Ihe.~mRK mode.l may also be used for a multitude of purposes by
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I
planners.~liesignei:'s,.and analysts yho are concerned 'CoTith possible
future or historical flood inut1dation mapping due to dam-break.floods
and/or reservoir spill":Jay floods"or any specified.flood hydrograpb.
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The DAMBRX.model att:~pts to rep~esent the current.state-of-the-
art :in underst.anding of dam.failu:res and the utilization.of hydro-
dynamic:theory to,predict the dam-break wave f or.c:tati.otJ.and dmmstream
progressioa.The model has ;r.tde applicability;it:can function.Yith
various levels of :input data ranging froI:1 rough est::i.m.a.tes to complete.
data spee.ifica.tian.;the required data is readily ac::cessible;and it
is economically feasible to use,i.e."it requires a minjmal compu-
tation.effort em.large cccput::i.ng;facilities.
The J:rIiOdel consists of three ftmCtiona..l parts,namely:(1)de-
scription of the dam failure mode,i.e.,the temporal and geometrical '
descrlpd.on of the breach;(2)computation of the time h:f.story.
(hydrog:rapb)of the outflov through the breach as af~ected by the
breach description,reservoir ihflo'fol)reservoir st:orage characteristics"
spillway outflows"and dcw"'nstream tailwater elevations;and
(3)routing of the outflO'fol hydrograph through ;he dOw"nst:ream valley
:i.norder·to determine the changes in the hydrograpn due"to valley
stoiage,frictional resist:ance,downstreac bridges or dams,and to
determine the resulting water surface elevat~ons.(stages)and flood-
":Jave'travel t1mes •.
DAMBRX.is aD.expanded version of a practical.operational model
first .pr==ent:e~in 1977 by .the author ..(Fread)1977).'l11atmodel ..was .
casenonpreviOuS ~ork by-tfjeautliOr·onmodeliIi'gbreached dams (Fread
and Ha.rbaugh~1973)and routing of flood yaves (Fread)1974,1976).,
There have been a number of other operational dam-break model.sthaa:
have appeared recently in.the literatu.re,e.g.,Price,et.al.(1977),
Gundlach and Thomas (1977):t ThaDas (1977),Keefer and Simons (1977l~
Chen and Druf£el (1977)~Balloffet,et al.(1914),Balloffet (1977),
Browa.and Rogers (1977),Rajar (1978),Brevard and Theurer (1979).
D~!BRK differs frOll1 each of these models in the treat1:1ent of the breach
--fomat;[on-;-tne -outflcw-Iiydrograph-genera:tiOti;-and·-the"dowstream.fid~ci·_....rout:ffig~-------.--...---------------.------..-....
6.SUMMARY,AND CONCLUSIO~IS
A datl1""break._.floodforecastingmodel.(DAMBRK)is -desc"r:fJ:i'edand
applied to some actual dam-break flood waves.The model consists
of a breach component ~hich utilizes simple pa;rameters to provide
a temporal and geometrical description of the breach.A second com-'
ponenteomputes the reservoir outflo,",hydrograph resulting from the
breach via a broad-crested weir-flo,",approximation,'ilhich includes
effects of submergence from downstream tailwater depths and corrections
for approach vel.ocit:Les..Also,the effects of storage depletion and
upstream inflo'ilS on the computed outflO'fol hydrograph are accounted
,foJ:througlt storage routing within the ·reservoir..The third comp onett1:
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consists Cl.f·~'"dynamic.routing tec.lm.ique for determining the modifications
to the dam-break.flood wave as it.advances through the downstream
valleY'i'including its travel time and resulting water surface elevations.
The dynamic routing component is based on a weighted,four-point non-
linear finite difference solution of the one-di:mensional equations
of unsteady flow which allows va.ria.ble t:ime and distance steps to
be used in the solution procedureo PrOVisions are included for rout-
ing superc.ritical flows as well as subcrit.:f.c:alflows,and incorporating
the effects of downst4eam obstructions such as road-bridge embankments
and/or other dams.
MOdel data requirements are flexible,allowing minimal data input
..men 12:is not.ava:Uab1e while permit.ting extensive data co be used.
when a.ppropriate.
'!he mode1 yas tested.0%1 the Teton Dam.failure and the 'Buff.a.l.o
Creek coaJ........,;a.ste dam colla-pse.Computed out.flO'lJ volumes through the
breaches coincided.rlth the observed values in magnitude and t:imi:c.g.
Observed peak discharges a..lcug the dm.'"t1Sr.ream valleys yere sad.sfac-
tori.ly reproduc.ed by the medel even though the fl0t7d Y3Ves ':Jere
severely attenuated as they advanced dOWl1St:ream.'n1e computed peak.
f~ood.elevaticms ~e YitlD.a.an average of 1.5 f1:and 1.8 ft:of the
observed.ma:dmum ele.vatiOn.s for Teton and Buffalo Creek,res-peeti.vel.y.
Both the Tetea and Buffalo Creek.siculation5 iudica.ted.an important.
lack of sensitivity of downst1:e.am eU.scha:rge'to errors in the for~a.st
of the,breach size and timing.Such errors produced sigrdficant.
cli.fferenc:es in the peak discharge in the vid:c.ity of the dams;how-
ever,the differex::u:.e.s ...era·rapidly reduc~as the waves advanced
dcmnstteam.Computaticmal requirements of the model.are qu:Lte feasible;
CPU dme (IBM 360/l.95)was 0.005 second per hr per m:fJ.e of protot:ype
dimensions for tha Tetcu Dam.s:f.muI.a.tion,and 0 ..095 second.per hr per
mile far the Buffalo Creek.s:im:ulatiou.'!he more rapi.d..ly rising BuffaJ.o
Creek.~ve ('t'::II o.ooa hr as compared.to Teton where T ::II 1 ..2.5 hr)
required smaller ~t and A:t:.computational.steps;however,total.compu-
tation t::imes (Buffalo:l.9 see and TetctL:18 sec)were sim.:i:.lar since
the BuffaJ.o Creek -;wave atte.nua.ted to insignific.ant values in a shorter
distance downst4eam and in less time than the Tetoa.flood wave.
Suggested wys for using the DAi.'!B'RK model in.preparati.on of pre-
computed flood infarmatiaa and in real-cime forecasting were presented.
_.._.-~-_.._-~..._.....~-_._----_...._--~-_.._--_.__..~----~----~-_.-.~-~----_.._~_..__.._-~-_...------~..---~_.._---------------.._._-~_._--------------------
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APPENDIX B
SAMPLE DAMBRKOUTPUT
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CROSB-SECTION HUI1I1ER 14
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CROSS-SECTION NUMBER 18
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21 144.00 412.00 20 2.70 10.37
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i.:L.....5 .XlLI'"1:57.373 ~(lIUe 316.54 lI'Oe 316.51 K"2
l"l44 Xllla 157.047 Y(lIUa 318.9:•.lI'Oa 310.06 1\111 2
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l=137 XIU-154.760 )'(lIU"336.16 11:0=3J5.99 K=3
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l-132 xU.I"153.127 Y(lIL)-347.93 II~"347.90 K..2 j
II l=131 XIU-152.000 11'1:111.1"319.65 110 ..350.29 K"3
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l"129 XIlI"152.275 YOIU"350.02 110 ..352.71 K=4
y I'j l"120 Xlll-152.013 Y(IIU-350.52 110=352.09 1\:4 :~V lal27 XIUa 151.750 YOIU"351.40 110=353.27 1(-4
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I :.1 l-l24 Xille 150.963 VOIU-357013 11O-350.98 K"3 "
f,l=123 lIIU ..150.700 YlllUe 359.39 11'0·.359.05 1\..3 ',I""122 XIU-150.430 YOIU-361.60 110 ..361.2...K"3IF:"/
l-121 XIlI ..150.175 YOIU-364.00 110=363.53 1\-3 ..
i'i ""120 Xll)"149.913 hlL)-366.J4 110=365.01 1\"3
"=119 XIU ..149.650 YlHU"360.71 II~'360.17 K=3
I,l;'110 XIlI"149.300 YOIll-371011 110 ..370.52 K-3
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I.=114 XIU-140.140 'tOIU-304.29 1I0 a 302.95 Ka 3
1'1 l=l13 XIUa 147 ....00 V(lIU"309.73 110=300.45 K=1
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l.e lOO XIU="'5.300 YIIIll=415.28 1I0=-414.93 K-J
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l"101 XIU"n9.SS7 HIIll-460.74 lIit=467.51 K=3 :1,,1.~100 XII.I"IJO.606 Y(II11-175.10 II~=474.1 J K=J
l·99 XIU =IJ7.014 Yrllll=401-.50 110=400.50 K"J;l"98 XIll=136.943 "(I(U"487.96 110"486.00 K-3~":l l=97 Xq.I"136.071 YllIUa 494.49 110 ..493.30 K'"Jj.',!l=96 lIlll=IJ5.200 '(['11.1-501.12 110"49'1.00 K-J I
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teo 92 XIll=131.600 Y[l1L 1=530.76 110"536.68 K-J
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I,L"13 XCLI-63.000 yi[lIu=1::129.09 110=1525.30 K=3
I.-12 XliLl"56.000 y'IHU"1531.00 110=1610.45 K=7 i~!..,L ..II ')(IL)"49.000 '1'[111U =1659.46 1111=1667.36 K=4
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1 =B XI,U-30.541 V![IIL1=1903.""110"1097.37 K=4hI.'"7 XIL)-26.001 V,OIU-lH2.04 lid-19H.45 K=3 ..La 6 XI,U=21.622 yi(lIU"1995.04 liD"1993.4'6 1\=3I'L"5 )({>U-170162 yiOIU-20,10.14 110-2039.25 K=3..L ..4 XIL)-12.703 V![o(Ua 2000.06 110=2007.30 K=3 ",..
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V 1."'141 XI'U"156.067 V!OIU-326.33 110-3:u..tl K"3 "
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1.=130 XILI =155.087 y,OIL)-333.72 1Il1=333.53 K=3
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LR 135 XIU"154.107 Yilo(1.)-3:10.96 110-340.87 K=2,1.-134 X(U=153.780 ~rl(Ll=343.32 110"'343.27 K=2 '.I'I 1."'133 XI,U"153.453 VIOIU"3:15.64 110"3"15.64 K:It :!
I'110='..r'I.e 132 'X IL)"153.127 ViOIU ..:1~H.93 317.98 1\-2 1ft
I'L=131 X(U ..152.800 Yr[lIU-3:19.65 110"350.29 1\=3
I";L=130 XILl"152.538 '{[IIUe 349.77 110 ..3~jl'96 K"4 .,
1.-129 X(U-152.275 YrOIU"3riO.02 1I0 a 352.71 1\"4 "J L=128 ,XII.)..152.013 YtOIU-:150.52 IUI=352.89 K=..k l"127 'XCI.)"151.750 Vi IIIU "351.48 IlIi-353.27 K"".:1iileJ26IXILl"151.488 VioeUa 353.00 1I0 a 3:i ...00 K"3
L-125 :XCl)'"151.225 Y,(IIU-3ft4.96 110-355.24 Kc 3,!l=124 iX~Ua 150.963 V(IlU-357013 110=356.98 K=3r..l"123 'XIU"150.700 ~[IIU-359.39 110 ..359.05 K=3
1.1::122 'XIU-150.438 yrll U-361.68 110=361.26 K=3 ...!.!1.-121 X(Uc l:iO.175 Yt0IU-361.00 1111"36:1.53 1\..3 ~:I!.L=120 'X(Ue 149.913 yClll)=366.34 110=365.04 K'"3 "
1.'"119 'XtUe 149.650 -(IOIU=368;71 110=368.17 K-3 ':iI'I."II 8 'XIUe 149.388 -(('ILl=371011 110-370.52 K=3
I:';1."117 IXtU=149.125 V,Oll)-373.54 110-37::!.91 K=3 ~:JL:116 IY,IU=148.863 Y;OIU'"376.00 110-375.32 K=J
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l.e l13 'XIU,.147.600 "rIIL)=309.73 110=31l8.45 1\=4
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1."10<-Ixil )"144.460 Y[I(l)"425.18 111'1""124.00 1\"3
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l-99 XII.I-137.011 VI'lll ="81.50 110-4011.50 /<e 3I'"l-90 XIU-136.943 ¥II(1.1 =187.96 110 'i06.80 t(=3 I~I:,l-97 XII.)e 136.071 YI'I l)-191.49 110-493.30 K-3
t-96 XUI-13::;.200 VI'ltl-:;0 I.12 110=0499.DO t(=3
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L"'Ii XIUa 133.140 ¥lolll e :';18.05 110 •::;17.95 1(-3 I'.l.-93 Xll.)-132.::;60 VI'I l)·528.71 110-526.81 K=3
L~92 )(IU-131.680 YOIU-538.76 110-5H.60 1(=3 I'
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L-91 XIU-130.000 VlIIl)-519.10 110 0 546.64 1(-3 l'1.-90 XII.)-130.255 VI'II.I-5::;5.11 110-553.03 I(a :1
I-89 Xll,I-129.711)YIHU-~:-,9.09 110-S60.~1
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I L-87 XIl)-128.620 Yl'IL)-566.19 110-569.26 K&4
l-86 XIU-120.075 HIU-569.5'0 110-::;7:2.01 K-4~. I ':tL-85 XIL)-127.:0;30 ¥l'IU-571.06 110-576.111 1(&3
I"l..0 ..XIl)-126.985 Yl'IU-570.42 1I0~500.42 t(-4
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L-03 XIl )-126 ....0 YOIU-fo03.03 110-581.6"K-3 .--...
l-02 XIU-125.895 VI'IL )-587.83 110-509.13 Ke 3,L-01 XII )..125.350 YIHU-592.71 110-,593.03 t(-3'"
l=00 XIl)"124.805 VI'IUa 597.75 110·590.60 /<=3 _.
Ii 1.=79 XIU-124.260 YOIU-602.02 110-60:1.65 I\e 3IIIIL-70 XIU-123.715 YOIU-607.95 110=600.69 /<-3 '.JI I,l=77 XIU-123.170 VI'll I-613.13 1I0 a 613.79 K'"3
Y LI L-76 XIL)-122.625 YIIIlI-618.34 110-610.9"1\=3 .
"i II L-75 XIU'"122.000 VI.IU-623.59 110-621.1"l K=3
I:Ln 7 ..XIlI-121.535 YOIU-620.07 110-6:19.37 /<=3,.I L=73 XIU-120.990 YOIL..-1034.17 1I0a 634.63 K=3 o'
j .'L=72 XIU-120.145 YOIU-bl9.49 110-639.92 K-3I,L-71 XIl)"tt9.900 Y(llll-614.03 1I0 a '645.23 1\-3 ~IiLL=70 XIU-119.550 VlolL )-6"9.42 110=619.71 K-3
I.a 69 XIL)-119.200 Y('IUa 651.2 ..110=6:;4.25 K=2
I L-68 XIU-110.850 YI'IL )-659.05 110-658.95 1\:If 2 :1"L-67 XIUa 110.500 VI'll I-663.07 110=663.77 K-2
I La 66 XIU-110.150 ¥l'IL I-660.69 110=660.59 1\=:2 ':1
L=65'XIl)a tt7.000 Y('IU-673.51 110"673.41 t\=-2 ~IH
L-6-t XIU-117.450 H'IL 1=678.JJ 110-670.22 t(-2
L-63 XILI-117.100 YOIU=603.15 111I=683.01 i'=2
L"62 Xlll-116.750 HILI-607.97 110-687.86 K-2 <1I'L-61 XIlI-116."00 YOIll-6i'2.80 110"692.69 t\-2j':L-60 X'I L I"116.050 Y(lILI-697.63 110"697.51 1\::.:2 '~I
L-59 XIlI-115.700 H'IL I-702."5 liD"702.3"1\-2 :~r:La 58 XllI-115.350 Y1Hl)-707.28 110=707.16 1\-2r"I'L-S7 X11.)-115.000 YIIIl)-712011 liD"71t.99 t\a 2I:L=56 XIL I a Ili.650 yt)11I"716.95 110=716.82 1\"2"
~i L-55 XII.I-114.300 YIIIL )..721.70 110-721.65 t(=2
La 5i XIL)-113.950 'rOILI=726.62 110"7~6.19 K=2 I
0 I.-53 XIU-113.600 VI'IL I-731 ...5 110=731.32 1\-2
I.-52 XII.)-113.250 H.IL 1=736.29 110=736.16 K=2 'jj,.,La 51 XILI-112.900 Y/'IU-711.l3 IIn~HI.OO "Q 2 .L"50 XIL)-112.120 YIIIU~756.31 110=755.09 1\"3
La ·15'XIlie 111.340 VI'".I-769.99 1I0 a 769.72 K=2
Le.40 XIU-110.560 YII(L Ie 784.34 110=701.15 K=2
La 47 XII.I=109.700 Y(tILl-790.42 110"798.16 t\z 2
I Le 46 XILI-109.000 YI'llI=012.65 110 .012.30 t(=2"1 I.-45 XIll=107.700 YIJlL I"011.30 110-832.54 K-1
Le H XILI-106.-100 YOIll&860.06 110 '8:;6.97 t(=3II"13 XII 1=105.100 YIIII.1=007.07 110=81H .00 K=3.."l --12 Xlll =103.000 YlI(L 1=11.1.91 110=903.97 1,=3.I"11 XIU=103.267 '(III l)=9~'8.31 1I0 a 917.0"t("..I-L"..0 XII I"10:.'.73J H'llI=939.2]110-'1:n.ft ~ft\.,
1=39 XIU ,.102.200 '{I'{t I-5'19.73 llIli=911.7'1 D.'.I
.,~r 1 ~~.'-..-'.""'1 r'~.-.,~:'~';J r~"?":.,JQI.8~1)i i~(4)=.I
L.'";Sa )ttL,);"JI.J ~~.t»..IJ.Q ..11./'1'1.()t)1<.=0L~31 X0.)=99.750 I [lill.)-14:;4.98 '110=1499.00 K"1r:L=36 ,XlLl ..97.700 I [HllLl"1"55.00 '110"1520.99 Ke 1
"~.r.!1.==35 XlLlr.96.150 i [HIlU·1155.01 \io=1508.H K"4LJj~L"34 XlL)-94.600 i [¥lIIU·1455.02 '110=1502.63 K"4 tJriL=33 XII.)·93.050 i ['([llLl-l-t55.04 '110=1502.64 K"4
::II."32 XlU·91.500 i i '([II U"1455.08 '110"1502.66 1\-1
II Le 31 XlLl=89.633 i i 'I'll II.)=1455.12 '110=1518.60 K"4
;110='.l'i La 30 XlL)"87.767 i'l'lilL)"1455 ..7 1526.60 K=..
'1"lc 29 XlU·85.900 [nlU"1155.25 110=ar.?6.65 K=1,L"28 XlL)e 8 ••360 i '([I(U =1155.35 '110=1501.84 K=..I
L=27 XlLl·82.820 :l'([llu.1155.45 tiD-...89.50 K..4
L=26 XlLl-81.2801 !H,I(U"1455.57 '110=1489.60 K='I
i:Lr.25 XlU-79.740 i !'I'OlLl"1155.,.110-1189.71 K=1 :L"2.XlL)..78.200 i I '([llU"1156.05 110=1489.86 K=1 ,~
110.I.1'1 I.-23 XlU·77.220 I i Y(I(U.Hf,6.67 1481.50 K"4 . I
I·L-22 XlL)-76.240 i !'!'P(U ..1158.58 110=1477.66 K..4 I
!:L"21 XlI.)-75.260 i IYl)lU..-165.02 110 ..1178.93 K"4 jL=20 X(L)-74.280 I [nlU=1179.79 110"1483.10 K"3 .'L"19 XlU-73.300 I I'I'(IIU"1496.79 110"1493.71 K"3 "'j'XIL)"72 ..725 i ,
1496.61 K..4
;'1
L"18 .HilL)"1505.02 110"
I 1.=17 XlU-72.150 i l'I'(IlU-1510.59 110=1502.78 K"4
f"-L=16 XIL)=71.575 IYliIUc 1515.46 110=1509.68 K"3
l."15 XIl)-71.000 inlU-1:i;!0.30 lao-1511.90 K"31';L-14 Xll)c 70.500 IYl)lUc 2208.01 110 ..2213.01 1'''0
to I..13 XlL)-63.000 i inllU-2208.01 ItO ..2213.01 Kc 3
L·12 XlU-56.000 I [YOlU"2200.01 lao-2301.76 1'''4 'JI...II XlU-49.000 i IVl)lU·,2200.01 ho-2344.89 K"4 .._._.._-.'
9 i I L-10 XlU-42.000 I I nIlL)-2208.01 110 ..23 .....89 K..4
~H L"9 XlL)·35.000 IYl)lU-2200,(H lio:,2;144.09 K..5 !~IL-0 XIU-30.541 lYOIU·2208.01 110 ..2300.78 1'-4 '......--_..-!i I L=7 XlU-26.001 [YIIIU-2208.01 iao-2270.73 K=4aI'L-6 X(L)"21.622 iYI)IU-2208.01 Ito-2270.73 1'..4
n L..:I XlL)"17.162 iVOlU-2208.02 lio"2278.73 1\-1 .---_....-..~_.._..
II ,L-4 XIU ..12.703 j IYl)lU-27.08.0.3 110-2270.73 /\'"5
V I Lz 3 XIL)z 8.243 iytllL)-2208.08 110=2278.74 /\~5I.I .L"2 XIU'"3.784 iyO(u ..2208.38 ito ..2270.77 K"5 •
..._.~..._--.~--~.._..!:L"a il(u=0.000 i [Y(IIU~2218.54 ilo ..2271.80 K"5 (-
XI I):i ,,"I '1'(1(1)YHORIH I)•.I I O.OOi 2218.54 2226.18 [-.
E',2 3.70,2200.38 2101.7"I[i 3 8.24 2208.08 2133.28 I "..12.70 2208.03 2088.01.Iu:;17.16 2200.02 2038 ....[':.-1:I 6 21.62 2208.01 1995.0"',
7 26.08 2208.01 1942.01 I .;·1(J 30.54 2208.01 1903.14 [,..9 35.00 2208.01 1044.0:5 I ::1~.:10 42.00 2208.01 176~.a~iIt49.00 2208.01 165~.4~I ~j17-56.00 2208.01 153J:.o~[i,.1
IJ 63.00 2200.0J 1529,.09,[::11470.50 :!20a.Ol 1520.30 [15 7LOO 1~20.JO 1520,30 [''11671.5f!J515.16 1515.46 [I,
17 72.15 '1510,59 151~•.5~[
1'11072.73,1505.02 1505.02 I1973.30 '1496.79 149~.8~[I207.4.28 1479.79 1"791·9~I :'1 ;21 7,:>,26 1465.02 1462;.4~I ..:.1 22 76.24 14~8.58 1445,.11 I io
'..II 2J 7].22 1156.67 I 127!.9~!1./"21 7.8.20 14::;6.05 1110,"~[.I'-25 79.71 1155.74 13891.35
:16 01.20 1455.57 1368.46
:'7 112.82 1455.15 IH~.3~
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r 1 I ..,1 E';';".,~:7fl.B /}.I/.3..-Isr..>../1 Z4..70 I :I'·.•
:~'I lI:i.90 .4::;5.:~5 1279.:U Ir\,:10 Ill.]}1455.17 1256.77
:U 119.63 145:;.12 1210 ....•.·mL1iJ291.50 I ..~:;.OB 1102.66 if]3]93.05 1 ..55.0 ..1151.93 I
II_!
Jo\V".60 1-4S5.02 1120.69 .,
15 96.15 1455.01 1009.U I
36 97.70 .155.00 1060.12 !37 V9.75 145 ...90 999.41
I,·38 101.80 1455.00 949.73
39 J02.:!O 9"9.73 'Ii 9 •73
40 102.73 939.23 9J'l.23
"41 103.27 929.34 929.34
42 10J.00 913.94 913.9"tI ,
"43 105.10 807.07 887.07
H 106.40 060.86 060.06 I-45 107.70 9 ....30 941.30
46 109.00 912.65 812.6$j.
17 109.79 799.42 799.42
I 49 110.56 784.34 79 ...34 i
II 19 111.34 769.99 769.99 II:I,
50 112.12 756.31 756.31 i {
51 112.90 741.13 ",".13 '1:I 52 113.25 736:29 736.29 ;.:.,:U IIJ.60 731.45 731.45
!1II54,13.9$726.62 726.62
~j:S 114.30 721.79 721.78
II i 56 114.65 716.95 716.95 .,
Y 57 115.00 712.11 712.11 ·:1
I I $0 115.35 707.28 707.28
"I59115.70 702.45 702.45 I.
I 60 116.05 697.63 697.63 ··1
I
61 116.40 692.80 692.90 .,"1.',62 116.75 687.97 687.97
t.:J 117 ..0 683.15 603.15 "
64 117.45 670.ll 670.33
I_65 II 7.80 673.51 673.51
66 118.15 668.69 668.69 ;~I
-67 110.50 663.97 663.97 -,-
J
i 69 118.95 659.05 659.05
69 119 .20 654.24 654.24 --r:.
70 119.55 649.42 649.42.i 11 119.90 6H.93 6H.03 '~
72 120.H 639.49 639.49 'J73120.99 63'1.17 634 ..7
'"I:!1.53 629.97 628.97
;75 122.09 623 .59 623.59 ..,
I'...
76 122.62 619.34 610.34 i·1
77 123.17 613.13 613.13 ,.~
78 123.71 607.95 607.95 "',,1
79 12;".26 602.82 602.92 I
90 124.90 597.75 597.75 I
i ~III 12:1.35 592.74 592.'"i82125.89 587.81 597.03
03 1:!6.H 5113.03 593.0J
(14 126.90 570.U 578.12.115 127.53 57 ...06 574.06
06 129.07 569.99 569.99....,
07 120.62 566.19 566.19 '..I,00 1:!9.16 562.63 562.63 ·1
'II 09 129.71 559.09 559.09 .;fI90IJo.25 555.11 55~.11
,-'II 130.110 549.10 5,19.10 I
92 JJ 1.69 5311.76 530.76
93 132.56 ~28.7n 520.71
0.0400 ITERR ..0
2218.5 OUIIi)=i 428500.0 YUII/)-314.18 FIWI1=0.1.8 lFR"I FRH"O.OO IFI1=13
0.0400 ITERR"I
2218.5 OU(H)-I 429697.0 YU(H)..314.10 ffWI1"0.68 IfR=I FRH-O.OO Ifl1-IJ
I
0.0'100 11E~R =1
2210.5 OUU/)=429601.2 YIHN)=314.1R FIWII=0.68 (FR=I FRI1=O.OO IFI1"13
I 'H rn.....,.SIb.IS.>.s,~.c¥
95 13-1032 500.98 500.90
(i I jrO,96 135.20 501.12 ::'01.12
97 d6.07 49ot.49 49~.49LI:::98 136.94 497.96 487.96
lj:i 99 aJ~.el 401.50 40A.50
III 100 130.69 475.10 47::;'10
rI 101 139 .56 HO.74 46~.74
102 140.43 462.30 462.30P103141.30 455.49 455.49
1114 142.65 443.72 44:1.72
1115 IH.oo 430.10 430.10
106 IH·46 425.10 425.18:107 141.92 420.22 420.22
"100 1,,5.30 415.20 415.28
""I:;'
109 145.04 410.35 410.35
110 146.30 405.41 405.41
III 146.76 400.39 400.39
112 1~7.22 395.21 395.21
113 Ip.68 399.73 30y.73
114 148.14 384.29 30~.29I115148.60 370.50 --378.50
i-116 1~9.06 376.00 376.00
I 117 149.13 373,54 37*.5~
118 1~9.39 371.II 371.11
I-Il'J 149.65 368.71 3613.71
120 I ~~.91 366.34 361..34
121 llio.18 364.00 36~.0~
Y H 1~2 1;i~.44 361.69 361.69
~123 150.70 359.39 359.39,124 150.96 357.13 357.13
I'125 15i.23 354.96 35~.91.
~i;126 1::;1.49 353.00 353.00
127 15!.75 351.48 351.48
I,128 152.01 350.52 350.52II:129 152.28 350.02 350.02
130 152.5"349.77 349.77
!!131 152.00 349.65 349.65.
I\.i2 1:'iJ.13 347.93 347.93
133 tii3.45 345.64 34~.64
134 153.78 343.32 ~:g::;Ii 135 154.II 340.96
136 I:H.43 330.57 338.57d1371~4.76 336.16 336"~,,
33a.72j',138 155.09 333.72
155.41 I '139 331.27 331.27
f;140 lli5.74 328.80 328.80
141 156.07 3:!6.33 32~.3ls
142 156.39 323.81.323.81.
!I 143 156.72 321.10 321.40
I 'I'i IH 157.05 318.95 318.95
145 157.37 316.54 3Ib.5~
146 157.70 314.18 31~.1~,,IT z i ;0.0000 (ITIt ,,'
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I
i.PROFILE OF Ck£6T6 AIIO TINES FOR SUSI'"A RIVER
~ELOU NULIIPI_E fAILURES ,..
I'
'/II RVR NILE "AX ELEu "AX flO~TINE NAX NAX VEl NAX VEL FLOOI'El EV I JNF FI 000 HEu
II FRON .'AH (FT)(CFS)ElEuCIIR)(fI/SEC)IHIIIIR)(rr )(ltf():1'•"UHUH HUut ..............uu .........un o ..t .....Utuu...........
II -.: I 0.000 2228.27 257611 2.800 11.33 7.72 0.00 0.00 II-
i I 3.781 2208.40 317065 0.480 9.56 6 t'o 0.00 0.00 ,:1·I!....
y 0.213 2208.09 6215~6 0.100 8.69 5.92 0.00 0.00
I 12.703 2200.03 1117660 0.600 9.99 6.01 0.00 0.00 .1
I J7.162 2200.02 1910650 0.240 II .&7 7.6,}0.00 0.00 .:te21.622 2200.02 2920112 0.200 12.53 0.51 0.00 0.00
5 I::
26.001 2200.01 1234050 0.120 11.96 10.20 0.00 0.00
30.511 2208.02 5901127 0.200 17."7 11.91 0.00 0.00 •I 35.000 2200.02 7950011 0.200 17.35 11.03 0.00 0.00
!42.000 2200.03 IH~0996 0.120 10.00 12.07 0.00 0.00 :1I19.000 2200.03 18725301 0.010 J6.99 11.58 0.00 0.00 ':.!•56.000 2200.02 26391240 0.000 15.35 10.H 0.00 0.00
63.000 2200.01 35471500 0.000 13.96 9.5?0.00 0.00 -,r·'170.501)2200.01 42507424 0.000 62.18 42.40 0.00 0.00 '.1 tI.!!71.000 1007.19 U507424 2.520 75.10 51.26 0.00 0.00
.!Ii 71.575 18(,2.00 42517012 2.610 62.07 42.06 0.00 0.00
72.150 IO ..~.13 42417681 2.080 53.73 36.6"0.00 0.00 '!•72.72S 1834.87 42101500 2.960 <46.34 31.59 0.00 0.00.~73.300 1827.47 41820912 3.000 39.98 27.26 0.00 0.00i.:74.200 1819.]1 412]4012 3.040 ]7.01 25.2]0.00 0.00 :.,-75.260 101]016 10152496 ].000 34 .17 23.]0 0.00 0.00.-76.240 1000.46 39507136 3.000 ]0 ~46 20.77 0.00 0.00
\.77.220 1001.92 30556228 3.120 27.15 IO.7:!0.00 0,00 ;.~70.200 1002.10 37447756 3.120 24.53 16.72 0.00 0.00
79.740 1797.23 35802200 3.120 24.93 17.00 0.00 0.00
OI.:UIO 1791.10 34552012 3.160 25.66 17.50 0.00 0.00 t02.020 1782.83 33866440 3.200 27.12 10.69 0.00 0.00
U4.360 1770.60 33424950 3.200 31.75 21.64 0.00 0.00
1 05.900 1718.72 33102712 3.200 40.40 27.60 0.00 0.00 »~87.767 1l27.&3 32738712 3.320 10.28 27.46 O.OH 0.00
I 99.633 1701.16 3::!J71l]50 3.400 40.77 27.80 0.00 0.00
5 91.500 1678.24 31986112 3.410 41.7J :?8."S 0.00 0.00 .::;
I.93.0:50 1655,93 31726170 3.-140 12.10 28.70 0.00 0.00 ·191.600 1633.45 31497282 ].480 42.J8 28.09 O.IlO 0.00 .,
96.1:50 1610.53 31329138 3.520 n.ll 29.40 0.00 0.00 I"'II I.97 •.700 1507.09 312:?IIIB 3.520 41.0]JO.02 0.00 0.00
99.7::;0 1554.81 :U 140230 3.520 46.18 ]1.69 0.00 0.00 J'.
101.000 1486.]8 .J1111910 :J.520 60.02 ·10.97 0.00 0.00
102.200 139:1.66 ]1111910 3.560 89.69 {,LI!}'0.00 0.00
r-~~,....,..-.-,..--.-,r -'r-----,....----..-....~:-J r:--'l r::--~,oz .._I ,;..."'•...3 ....nil.!.3.~..y •',,,•..d ...•/'O 0.",,,,c.J.Io'V
10J.267'1287.H~Jl106220 3.560 79.59 54.27 0.00 0.00 ~~.Ir',P 10J.800 1252.4J Jll04928 3.560 69."5 47.:~:i 0.00 0.00
105.100'1187.22 ..3110710~3.600 60.15 .ol1.01 0.00 0.00[II!106.400 1130.05 31095154 3.600 54.05 36.85 0.00 0.00 f ,I
107.700 1075.58 Jl002102 3.6"0 50:,5J J4.45 0.00 0.00t,.1 1 109.000 976.75 31084596 3.640 65.95 "".97 o.em 0.00
I·!
109.700 960.00 Jl082242 J.640 50.40 39.87 0.00 0.00
110.560 942.65 31074044 3.600 53.34 36.36 0.00 0.00 J::!.!"
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1 i
PROfILE Of 'CRESTS AND Tjl"~s fOR sUSITHA RIVER I
I
b ~ELOU "ULjIPiE fAILURES -.-
J
.1 RVR "ILE flAX ELEV "AX fLOW 'TI"E "t'tX tlllX VEL "AX VEl-flOOD ELEV TUIE flOOP ELEV1 \fRO"[IA"efTl ecrsl 1 :ELEVUIRI IfT/SECI (tll/HR)(fT )CtIro"1 ......UH vuuuu vuuv ..~.lun..u U"U"H v"UH"vUHun H'UH",.
::I : I
"I
Ill.340 925.22 31071096 3.600 49'.60 3J.82 0.00 0.00 -..-
."w rl 112.120 907.10 3106030~3.720 47.09 32011 0.00 0.00 !:~If 112.900 807.83 31036JJ"J.760 45.75 31.20 0.00 0.00
!'I I1J.250 882.69 Jl03920""3.800 45.86 31.26 0.00 0.00 ;
,.1 113.600 877.71 31025504 3.840 45.80 31.28 0.00 0.00 "
~I.j 113.950 072.84 ~~~:~:~~3.040 45.90 31.29 0.00 0.00 :~J'114.300 860.19 3.920 45.88 31.28 0.00 0.00
....,.
2 i 114.650 863.87 i~:~~:~~4.000 45.82 31.24 0.00 0.00IL115.000 859.90 4.040 45.52 Jl.04 0.00 0.00
':1I'!tl5.350 856.53 30898216:4.120 45.26 30.06 0.00 0.00
115.700 053.47 30853J74 4.120 4".88 30.60 0.00 0.00 I".116.050 050.76 30799250:4.160 41.39 30.27 0.00 0.00.-
I 116.400 048.33 30736224 4.200 H.79 29.86 0.00 0.00
H
116.750 846.19 306651761 4.200 43.09 29.38 0.0'0 0.00
117 .100 844.26 ~~~r~~~~1 4.200 4 ..99 28.63 0.0:0 0.00
fi 117.450 042.51 4.200 41.18 28.08 0.00 0.00
-117.800 840.9.ol 30437978 4.240 40.35 27.51 0.00 0.00 :'j!<I 110.150 039.51 303551021 '''.240 39~52 26.94 0.00 0.00 -,
I 110.•500 OJ8.20 30278678 4.240 38~40 26.18 0.00 0.00 IL118.850 OJ7.00 30201-3 761 4.240 37.61 25.64 0.00 0.00
119.200 835.80 •30123054 4.240 J6.05 25.13 0.00 0.00 :J119.550 034.04 J00519621 !4.240 35.89 24.17 0.00 0.00
101 n 119.900 8J3.86 29902134,I 4.240 35.21 24.00 0.00 0.00
1-'I"120.445 031.86 298769001 4.240 35.12 23.95 0.00 0.00 '.-.I 120.990 02~.83 297808041 4.240 35.2'1 24.06 0.00 0.00 'I!,121.535 027.75 29690360 4.240 35.29 24.06 0.00 0.00 "!122.080 8::!5.61 29606J821 4.240 35.52 24.22 0.00 0.00 "it.1:!2.625 823'"1 29530492 ,4.240 35.63 24.29 0.00 0.00 :.:I:!123.170 821.14 29458900,4.200 35.95 2.ol.51 0.00 0.00 I
123.715 1110.78 293969841 4.280 36.17 24.66 0.00 0.00
124.260 016.33 293374501 4.280 36.58 :!-t.94 0.00 0.00
~I,124.80::;01·3.76 :'9287806!4.280 36.94 25.19 0.00 0.00
125.350 811 .05 292396581 01.280 37.40 25.55 0.00 0.00
'25.895 008.19 ;>9200138 4.:!BO 37.99 25.90 0.00 0.00..,-126.4'10 1105.13 29162536 4.200 30.69 26.38 0.00 0.00 "'I 126.90:;001.84 291307661 4.200 39.40 26.06 0.00 0.00 !127.530 798.28 29102700 4.200 40.31 27.48 0.00 0.00 .J'.120.015 794.38 290761041 4.200 41.JO 28.16 0.00 0.00
128.6:.'0 790.0~;29056406 4.320 "2.53 20.99 0.00 0.00
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LI.;131.600 7~5.U7'"20976520 4.360 51.05 34.80 0.00 0.00 ,.132.560 747.25 20950014 4.360 51.39 35.01 0.00 0.00 I',ItI '
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Ij1'RVR HILE HflX ELEII tlAX FlOU TitlE "fiX tlflX VEL "AX vn fI 001'ELEV TItlE FLOOIJ ELEV,FRlI"f'A"CFn CCFU ELEVIIIR'CfT/SEC'1"III1R)IF"clm,I,."................................................u ...n'...........:..H·';'I
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136.071 669.67 20926030 4."00 66.07 4~.59 0.00 0.00
'i ,136.943 656.67 209193 ...4.400 64.00 4,"24 0.00 0.00
t •137.0'"644.80 20910270 4.400 62.74 42.78 0.00 0.00,,.
138.606 633.24 20906220 4.440 60.97 41.57 0.00 0.00 ,:139.557 623.00 20892542 4.520 59.01 40.23 0.00 0.00
~i:140.429 615.04 20063014 4.560 55.99 3B.17 0.00 0.00
'Il..-,,'W 141.300 610.7-1 2B031564 4.560 52.52 35.01 0.00 0.00 ,
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1.5"144.000 524.60 20794700 4.400 70.99 53.06 0.00 0.00
144.460 ~16.52 20796170 4.520 />3.IB 43.07 0.00 0.00 ,"144.920 507.73 20796070 4.520 54.09 36.BO 0.00 0.00
",145.JOO 499.24 2079665 ..1.520 40.03 32.75 0.00 0.00 :
145.040 491.16 2B795200 4.520 43.65 29.76 0.00 0.00 j,1-16.300 40J.44 2B793132 4.560 40.33 27.50 0.00 0.00j"H6.760 475.90 2B793992 4.560 37.76 25.75 0.00 0.00I..~117.220 460.65 20793024 4.560 35.70 24.39 0.00 0.00 .,
II 147.600 461.:n 2B790260 1.600 34 oJ4 23.41 0.00 0.00
140.140 4fo3.49 207B0042 4.600 33.57 22.09 0.00 0.00 jr,&148.600 444.43 207B6930 4.600 34.12 2J.26 0.00 0.00
·148.063 441.21 20701:756 4.640 33.16 22..61 0.00 0.00
I'149.12fo iJO.ll 20779500 1.760 32.25 21.99 0.00 0.00
I 149.300 43::0.71 2B765716 5.000 31.20 21.J3 0.00 0.00
149.650 434.07 20733760 5.120 30.10 :'0.5:~0.00 0.00
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I149.913 432.89 7.0675600 5.120 20.59 19.49 0.00 0.00 ~!150.175 -132.04 :;lR593000 5.160 26.59 10.13 0.00 0.00I150.430 431.42 28~92502 5.j 60 24.71 16.05 0.00 0.00 :,j
150.700 130.96 20377526 5.160 22.63 15.43 0.00 0.00
150.963 -130.61 20259338 5.160 20.80 14.24 0.00 0.00 ::t
151.22~4JO.35 28142114 ~.160 19.09 13.02 0.00 0.00 :i
1510480 130.15 20027026 5.160 17.49 11.9:'0.00 0.00
151.750 430.00 27917000 5.160 16.05 10.94 0.00 0.00 I
152.013 429.00 27012036 501 60 14.76 10.06 0.00 11.00 .!.....~'I J
I IS2.275 ..29.79 27717316 5.160 13.67 9.32 0.00 0.00
l:i:l.:iJR i29.72 27630332 5.160 12.62 0.60 0.00 0.00 ~.:r'1:;2 oIJOO 429.66 27:;~J4S:!5.160 I 1.60 7.'J6 0.00 0.00 ;.III 1:13.127 127.05 276990142 5.160 11.90 0.17 0.00 0.00.-15J.153 426.03 27632390 5.160 12.19 0.31 0.00 0.00 .I
A5J.780 114.14 27570476 5.200 12.U I},47 0.00 0.00
154.107 122.I?27535142 ~.~oo 12.66 Ill.63 0.00 0.00
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155.087 415.76 27157812 5.200 13.52 9.22 0.00 0.00
155.413 H3.30 27'144142 5.200 13.87 9.46 0.00 0.00
155.740 410.83 27438440 5.240 14.27 9.73 0.00 0.00
J56.067 408.06 27435J56 5.240 J'4.72 10.04 0.00 0.00
156.393 "05.02 274390JO 5.200 15.27 10.41 0.00 0.00
156.'720 401.5S 27444002 :;.200 15.95 10.87 0.00 0.00
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3."17 .1 259199/•I I I J I
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Three dorsal fins,bases of near equal length;2 anal fins ;,.
........................................ATLANTIC TOMCOD,Microgadus tom cod (p.646)
Colour In the lower Great Lakes
region overall colouration of adults yellow,
light brown,or tan,becoming darker north-
ward;the background colour is overlaid by a
641
short,rays 8-16;second dorsal low ,base long,
extending onto caudal peduncle and joined to
caudal tin,rays 60-79;height of first dorsal
and second dorsal about 25 %of head length;
caudal rounded,joined to second dorsal and
anal fins,a deep notch separating fins,but
there is no free caudal peduncle;anal long
and low,lower than dorsals,rays 59-76;
pelvic fins jugular,inserted in advance of pec-
torals,rays 5-8,second ray prolonged;
pectoral fins rounded,short,paddle-like,rays
17-21.Scales cycloid,small,embedded,27-
29 between second dorsal and lateral line,
embedded scales on integument on base of
tins;lateral line complete.Pyloric caeca
31-150.Vertebrae 50-66.
Description Body elongate,robust,
average length about 15 inches (381 nun);
anterior to anus it is nearly round in cross
section,the body width to body depth ratio
about 1:1,sometimes wider than deep for
large adults;posterior to anus body distinctly
compressed laterally.Head triangular,broad,
depressed,its length 19.2-19.9%of total
length;eye small,its diameter 11.2-16.4%of
head length;snout projecting,of moderate
length 27.5-32.5%of head length;one tube
or barbel-like extension for each nostril open-
ing,each about t the length of chin barbel;
interorbital broad,its width 27.9-31.9%of
head length;mouth rather large,slightly sub-
terminal,maxillary extending to below orbit;
teeth in jaws and vomer slender,and in many
rows,no teeth on tongue or ma."l:illaries;a
slender barbel on tip of chin,its length 12.5-
29.9%of head length,higher values for large
fish.Gill rakers 7-12.Branchiostegal rays 7,
rarely 8.Fins:dorsals 2;first dorsal low,
Lota Iota (Linnaeus)
BURBOT
KEY TO SPECIES
1 Two dorsal fins,base of first short,length of base of second 6 or more times
that of the first;1 anal tin BURBOT,Lota Iota (p.641)
A "caER AU'lHORITl BESPONS~~!ALAS K .c·...'~:tklr¥.TO AGENCY COMMEN'lS ~N LICENSE .
APPLICATICN;EEIEBE~CE TC
CO 11 Ii :EN'!(S):c.72,1.87
IlI .
;':',both jaws
~'(-"ocat~d at~'I \vertebra
:.':001 seas
\
1.;rS of the
•..J
inae,which
111 "F fresh.1t\l~pecies,
.m the east-
\J
B.ini)I j
iff\'rmpressed;
Jlnes;the nu-
dl~;Y only.A
nl "I5ns are allit~l ..supported
lrded hypural
m:Hous,and
tt:l led to the
gsmaller pos-.
:lilfied in 5
.1 It·f h.;I1_.:.lan res
,
'1,
I
------,------,
Biology The burbot is one of the few
Canadian freshwater fishes that spawns in
Systematic notes Hubbs and Schultz
(1941),in a study of northwestern North
American fishes,described Lata lata leptura
as a new subspecies,found in northwestern
North America and western Siberia,distinct
from Lata lata lata of Eurasia and Lot(J.lata
maculosa of eastern North America.Subse-
queiiUY,ilie nameL.I.miiculosiiwasreversed-
to L.I.lacustris (Speirs 1952).Studies by
Lindsey (1956),Lawler'(1963),and
McPhail and Lindsey (1970)have shown
some evidence of dinal variation.Hence,in
midwinter,under t
November to MaYl'
distribution,but
March in Canad_.
evidence that burbc
some areas but th,'.
1-4 feet of water I
in shallow bays,0.0,
deep.Although th:
lake they are alsc;..1
to spawn.Male bt
grounds first,follo\'
females.The actual
to take place in a \1
diameter,which l
is made up of 10-
standy moving incH 'I
place only at ni
deserted in the dt.
of the water duri~
usually.33 °_35°:r
built by this sped J
young.Average d ..
eggs of burbot has t
Manitoba (before r
Minnesota and .I
number (calculate
45~600,ilia 343~i
for a 643-mm fe '1lacelikePiltternofdarkbrownorblack;at tbepresent state ofour knowledge,the recog-Eggs hatch in.30c
times,especially in inland lakes,adults may nition of subspecies seems unwarranted.therefore,appear :.~
be uniformly dark brown or black.On young
fish,1.6-3.6 inches (40--90 mIll),the speck-Distribution The burbot is generally Growth in the :.'b .life is relatively r:cledpatternisconspicuousandadarkpigmen-distn uted,In all suitable habitats,in the fresh -
d f .I E .....T I is 3.craJunl dcc.;te margin may occur on the posterior por-waters 0 contmenta urasia and nort 1 ~increase in wei,!;::tion of the second dorsal and somet.imes on America,southward to about 40 0 N.It is
............-~~a~~~~w:~[~~;~:dt~~.~~~d~~~~;_~~::t~t··::~en:rlJt~~R~f~o~[l.~~~t~~~~,;;~~~~~a a~J --__-~~..~~~~;~~\~.~I
the fin.'-_..__.most islanos,anirfromtn.e west coastof--·---········..hths}..hurhot m L
about 21.5 inches (Norway.It is present in southern England and
on Kodiak Island,Alaska.2-3 pounds.The.j'
In.Canada this species occurs in New was a 13-year.
Brunswick,Labrador,Quebec,throughout (838 mm)totaller .
Ontario,Manitoba,Saskatchewan,Alberta,is a growth differt;.:~~*~k~nn~~~~t;ls~~~~~~i~~~f~o:~;~~~~n~~:~:;~~1::)
ernmost tips,to central and eastem ..I3litish ~n!~5;~~~~6~e.~:
Cblumbia::lt is absent from Nova Scotia .and I
the Atlantic islands.~~~~~t;ni~~:etc
during the third c
and 18.9 inches
,I
·'0
J-.
'j
642
Heming L,Man.L Simcoe,Ont.L.Erie,Ont.
(McCrimmon &
often mature at a smaller size.
The following comparison of age-:l.ength
relations reveals that growth rate for the
species increases from Manitoba through
Ontario to its highest in Lake Erie.
It would appear that the maximum size
known for burbot in Canada is 38.3 inches
(937 mm)fork length and 18.5 pounds from
Great Slave Lake.Elsewhere·in the world,
the species is reported to attain lengths in
excess of 46 inches (1200 nun)and a weight
of 75 pounds.Maximum age in Canada is
probably between 10 and 15 years...
In central and southern Canada tI1e bur90t
is usually a resident of the deep waters of
lakes whereas in northern Canada it is also
present in large,cool rivers.It has been taken
as deep as 700 feet and throughout the sum-
mer is restricted to the hypolimnion.Optimum
temperature for this species is 60°-65°F
(15.6°-18.3°C)and 74°F (23.3°C)
would appear to be its upper limit.Burbot
move into shallower water during summer
nights when they are active and in certain
areas they definitely move into shallower
water to spawn.Also,there is often a post-
spawning movement into tributary rivers
during late winter and early spring.During
this period of concentration they are some-
times readily caught in large numbers.In the
north,summer habitat is often in the river
channels of lakes and young-of-the-year and
yearling burbot are frequently found along
(Clemens 19S1b)
AvgSL
(mm)
210.0
322.7
376.5
424.0
492.1
539.9
557.8
579.1
590.6
616.0
Devitt 1954)
AvgTL
(mm)
165
305
432
483
546
572
635
673
737
762·
787
812
837
(Lawler 19(3)
Age AvgTL
(mm)
1 147
2 246
3 279
4 323
5 366
6 399
7 429
8 465
9
10
11
12
13
midwinter,under the ice.It spawns from
November to May over the whole of its wofId
distribution,but mainly from January to
March in Canada.There is circumstantial
evidence that burbot spawn in deep water in
some areas but the spawning site is usually in
1-4 feet of water over sand or gravel bottom
in shallow bays,or on gravel shoals 5-10 feet
ueep.Although they usually spawn in the
lake they are also known to move into rivers
to spawn.Male burbot arrive on the spawning
grounds first,followed in 3 or 4 days by the
.females.The actual spawning activity is said
to take place in a writhing ball about 2 feet in
diameter,which moves over the bottom and
is made up of 10-12 intertwined and con-
stantly moving individuals.This activity takes
place only at night and the grounds are
deserted in the daytime.Surface temperature
of the water during the spawning period is
usually 33°_35°F (0.6°_1.7°C);no nest is
built by this species and no care is given the
young.Average diameter for the semipelagic
eggs of burbot has been recorded as 0.5 mm in
Manitoba (before extrusion)but 1.25 mm in
Minnesota and 1.77 mm in Ontario.Egg
number (calculated)increases from about
45,600,in a 343-mm female,to 1,3.62,077,
for a 643-mm female weighing 6.1 pounds.
Eggs hatch in 30 days at 43 ° F and the young,
therefore,appear from late February to June.
Growth in the first 4 years of the burbot's
life is relatively rapid but after that time there
is a gradual decrease in length increment and
increase in weight.The young attain a length
of 3.0-8.25 inches (76-210mm)by the end
of the first growing season.At age 5 (by oto-
liths)burbot iil Lake Simcoe,ant.,average
about 21.5 inches (546 mm)long and weigh
2-3 pounds.The maximum size in that lake
was a 13-year-old female,32.9 inches
(838 mm)total length and 9.5 poundS.There
is a growth differential between the sexes and
at 4 years of age females become significantly
longer than males;this condition prevails.The
length-weight relation in Manitoba is log
W=2.52+3.164 log L,where W=weight in
ounces and L=totallength in inches.Sexual
maturity in the burbot is usually attained
during the third or fourth year between 11.0
and 18.9 inches (280-480 mm),but malescoJ.\s one of the few
shL~f that spawns in
".knowledge,the recog-
'c:1~'mwarranted.
I J.-e L _rbot lSgenerally
·le habitats,in the fresh
P-·rasia and North
!I01~out 40 0 N.It is
lcha.:ka Peninsula of
;cotland,Ireland,and
m!"le west coast of
so,'~1ern England and·
, 1
(:l,
:·.:ies.occurs in New
C!.Fbec,throughout
I iki ~hewan,Alberta,
';i~n'of the Northwest
.:.!dusive of the north-
:1 i ti eastern British
lID!I Nova Scotia and
643
j
I
I
·1
I
I
scarcity ...,"aJ
notcd that along tht
theflcsh was Cor i •.."1
food purposes :
Indians.In Wyo'mt
(1940)to have ,[,
sourcc of food.~.1
courage public a
Canada as a qualiir .
industrial use hav,.c.'j
to date.
When availab
burbot may be use
ranches and in the ~l
oil.The vitamin ~
is stated to be at.,-.
gram and analyses.c
of the oil obtaine')·
shown it to be as
cod liver (Branion'
was abundant in L
men,who regula:I
Nomenclature
Lata lata '-I'
Gadus Lata Linn'"
Gadus lacustris
Gadus maculosus
Gadus (Lata)mal
Lora maculosa (L I
Lota lata maculas,.
Lota lata (LinI1a~';1
Lota lola lqcllstrii j'
leeches,molluscs,and crustaceans.The bur-
bot,througbout its range of distribution,is
one of the important second intermediate
hosts of Triaenophorus'nodulosus.Detailed
accounts of the parasites found in or on bur-:-
bot from various parts of Canada have been
published by Bangham and his co-workers:
for Lake Erie by Bangham and Hunter
(1939),for Algonquin Park lakes by Bang-
ham (1941),Lake Huron and Manitoulin
Island by Bangham (1955),and from British
Columbia by Bangham and Adams (1954).
For a summary of parasites of this species
in North America,see Hoffman (1967).
rocky shores and sometimes in weedy areas
of tributary streams.All movement seems to
cel!Se by July and the large fish penetrate to
the deep water where adult burbot share the
hypolimnic habitat with lake trout,white-
fishes,and sculpins.
The burbot is a voracious predator and
night feeder.Small burbot,2-12 inches (51-
305 mm)in length,in streams feed on
GammarzLs,mayfly nymphs,.and -crayfish.
The diet of young burbot,to approximately
19.7 inches (500 mm)in length,consists
mainly of immature aquatic insects,crayfish,
molluscs,and other deepwater invertebrates,
especially Mysis relicta,but relatively few
fishes.Burbot over 19.7 inches (500 mm)Relation to man In Canada the burhot
long feed·almost exclusively on fishes such as populations are not exploited commercially
ciscoes,yellow walleye,yellow perch,alewife,and the species is almost universally regarded
kokanee,smelt,sculpins,trout-perch,stickle-as a coarse fish.by management agencies and
backs,freshwater drum,logperch,and white fishermen alike.Records of commercial
baSs,depending on what species are available.catches are not usually entered in statistical
In summer large burbot sometimes feed ex-summaries (except in Ontario)and thus cur-
clusively on M.relicta in rivers,and the winter rent or pOtential yields are difficult to assess.
food of adults consists of invertebrates brow-The species may occur in considerable num-
sed from the bottom,even though (presum-.bers in inland waters but not in the Great
abJy)fish are as available as.in the summer.Lakes where conditions have changed drasti-
Bti~bot captured on cisco spawninggrciunds cally in recent years.The writings of Dymond
ar~.often~gQrge.d wiib~cis~o~ggs.The litera-(1926),Dymond,et aI..(1929),and Kolbe
tui:'contains many detailed analyses of the (1944),among others attested'to flieformer
fcodof burbot (Van Oosten and Deason abundance of the burbot and also that it was
1938;Clemens 1951a;McCrimmon and once considered to constitute 11 serious
Devitt 1954).nuisance to'the commercial fishery in the
Since the burqotshares thel1ypoliml1ipll Great Lakes.In other Canadian lakes it is
with such commercially important species as sometimes thought to be a serious predator of
lake trout and the whitefishes,since it cats the more valuable species and to compete with
same food,and since individual burbot have such species for food.
been reported to consume as many as 179 fish,Provincial agencies engaged in coarse fish Et)mology,
--iCis an ifnpcftranrdirect-competitor-of-these"removal.-programs-ocGasionally-harvest'bur"'-..-.'__.-----,I
.--species.--Gf-the-deepwater-fauna-iLwoulL.bQLfI:om_ialaad lakes during the.winter---...",Commonnam~
appear that the burbot is a predator only on months.One such operation in Manitoba
eggs and young of the cisco.In the Susque-(Anon.1964),using trapnets,yic~lded 50,000 (Saskatchewan,'0
lawyer (Great L,:..·'j'hanna River,of the northeastern United pounds of burbot in 3 days'fishing,indicating
States,where burbot occur with large num-that high yields may be obtained if the fish
bers of brown and.brook trout,it was con-are harvested during the winter months,when
sidered a negligible predator of these sport concentrated because of spawning activities.
fishes.Intheirtumyoungburbot areknownAJtllQtlgh the"Y.llJte,J~a.~yflesh is palatable
to be part of the food of smelt,yellow perch;and nutritious it is not highly.esteemed inmost
and-othetfishes........_...•..••.•.•.••....~....Pl1J!S......()Lc:l1~.~9:l:l:aI1cie~enearly .reports .con-
In general,burbot harbour a wide variety cerning its palatability'are ofien contradic-
of parasites including protozoans,trematodes,tory.As early as 1836,Richardson stated
cestodes,nematodes,acanthocephalans,.that the "flesh was eaten only in times of great
i
I,
.1
l.
644
-Linnaeus 1758:255 (type locality Europe)
-Forster 1773:152
-Walbaum 1792:144
-LeSueur 1817b:83
-Richardson 1836:248
-Jordan and Evermann 1896-1900:2550=-Hinks 1943:85
-Dymond 1947:32
-Speirs 1952:100
:meims.The bur-"
I"'\'distribution,is
!;cl intermediate
I )i[OSllS.Detailed
Jrd in or on bur-
!l:tada have been
i [lis co-workers:
In and Hunter
"::fakes by Bang-
lrod Manitoulin
;.nd from British
.'~ams (1954).
e;;IOf this species
I1~~l:1 (1967).
lil.waa the burbot
I
:d commercially
':rs:llly regarded
J ::!.t agencies and
('If commercial
'd in statistical
l)and thus·cur-
!ll;:ult to assess .
.liderable num-
a in the Great
:i1anged drasti-
rgs of Dymond
!),and Kolbe
:.to the former
lso that it was
:te a serious
fshery in the
:an lakes it is
'us predator of
compete with
scarcity ...,"although Melvin (1915)
noted that along the east coast of James Bay
the flesh was considered to be excellent for
food purposes by both Europeans and
Indians.In Wyoming it was said by Bjorn
(1'940)to have long been regarded as a
source of food.Nevertheless,attempts to en-
courage public acceptance of the burbot in
Canada as a quality food fish or processed for
industrial use have not been very encouraging
to date .
When available in sufficient quantities
burbot may be used for animal food on fur
ranches and in the production of fish meal and
oil.The vitamin A potency of burbot liver oil
is stated to be about 500 units or more per
gram and analyses of the Vitamin D potency
of the oil obtained from the large liver have
shown it to be as good as that obtain~d from
cod liver (Branion 1930).When the burbot
was abundant in LalCe Erie,poundnet fisher-
men,who regulady handled tar-soaked net-
Nomenclature
Lata lata .
Gadus Lota Linn.
Gadus lacllstris
Gadus maclilosus
Gadus (Lata)maculosliS (Cuvier)
Lota maclilosa (LeSueur)
Lata Iota maculosa (LeSueur)
Lata lata (Linnaeus)
Lata Iota lacustris (Walbaum)
ting,sometimes used the liver oil on their
hands as a protection against the ravages of
the tar.Burbot livers are eagerly sought in
many European (especially Scandinavian)
countries and are a valuable commodity when
smoked and canned.Heavy infections of T.
nodulosus in the liver however .often prohibits
this use.The Fisheries Research Board of
Canada has experimentally'canned Canadian
burbot livers and the product is considered to
be of high quality especially for such use as
the making of canapes.
In Canada the burbot is caught incidentally
by anglers while "ice-fishing"for lake trout.
In recent years fishing through the ice for
burbot has become a popular sport in some
areas of British Columbia and in the state of
Wyoming (Simon 1946),and in the latter
case a closed season has been established.In
paftS of Europe and Asia the subspecies L.l.
lata is a recognized food fish and is commer-
cially exploited~
645
Common names Burbot,American burbot,ling,eel pout,lache,freshwater cod,maria
(Saskatchewan,Manitoba,northern Ontario),methy (northern Canada),lush (Alaska),
lawyer (Great Lakes states).French common name:lotte.
in coarse fish
"'harvest bur-
g:the winter
in Manitoba
!idded 50,000
irg,indicating
,!Ii if the fish
l".onths,when
~iIg activities.
;ll is palatable
:mJ.ed in most
reports con-
'n:.contradic-
edson stated
iines of great
Etymology Lota -the ancient name used by Rondelet.
~ALASKA PO~ER AUTHORITY RESPONSE
TO AGENCY COMBENTS eN LICENSE
APPLICATION;EEFEBENCE TO
COMMENT (S):C.90
SUMMARY OF BOTANICAL RESOURCES SECTION
EXHIBIT E,CHAPTER 3 OF THE
SUSITNA HYDROELECTRIC PROJECT
FERC LICENSE APPLICATION
BASELINE DESCRIPTION
Threatened or Endangered Plants
The Susitna River watershed upstream from Gold Creek was surveyed at
I
selected habitat sites for plant taxa under consideration for threatened or
endangered status.Access routes,borrow areas,and the intertie corridor
were also surveyed for the presence of these taxa.No candidate threatene~
or endangered plants were fo~nd.Further endangered plant surveys will be
made in the Healy-to-Fairbanks and Willow-to-Anchorage transmission
corridors during the detailed design phase of project development.
Plant Communities
A diversity of plant communities occurs within the areas potentially
affected by the project.The types of plant communities encountered and
their areal coverage within a 20 mile (32km)wide area spanning the Susitna
River between Gold Creek and the Maclaren River,include:Coniferous forest
(351,640 ac),.consisting of woodland,open and closed spruce (black and
white spruce);mixed open and closed conifer-deciduous (56,500 ac);
deciduous forest (10,860 ac),consisting of open an~closed birch,and
'-"
closed balsam poplar vegetation types;tundra (283,490 ac),consisting of
wet sedge-grass,sedge scrub,herbaceous alpine,and mat and cushion
vegetation types;shrubland (438,020 ac)consisting of open and closed tall
shrub,and birch,willow,and mixed low shrub vegetation types;herbaceous
(44 ac),and grassland (2,670 ac)communities.
60751/SUM 1
..
Wetlands
Wetlands within the Susitna project area primarily ~nclude locations within
riparian zones,ponds and lakes and adjacent areas on upland plateaus,wet
black spruce woodland,and wet tundra.Concentrations of wetlands occur in
the ~icinity of upper Brushkana Creek and Tsusena Creek,the area between
lower Deadman Creek and Tsusena Creek,the Fog Lakes area;the Stephan Lake
area,Swimming Bear Lake,Jack Long Creek,in and near the many lakes of·the
Watana watershed,.and along the transmission line corridors betw~n Willow
and Knik Arm and in the Tanana Flats area.e
.,
.)
\
.I
1
.I
II
.j
\
J
60751/SUM 2
.i
IMPACTS
This section summarizes botanical resource impacts that are of sufficient
magnitude to influence mitigation planning.Impacts are grouped into one of
three categories (direct loss;indirect loss;and alteration of
communities),based on resource vulnerability,the probability of the impact
occurring,and the duration of the impact.Direct losses of vege.tation are
judged most important because of the certainty and permanence of the impact.
Plant community alterations are judged to be less important than vegetation
losses.These impacts are less predictable and often of shorter duration
than vegetation losses.
Direct Loss of Vegetation
Direct losses for the Watana project include 31,300 acres (12,667 ha)of
vegetation for the dam,impoundment,and spillway.An additional 4300 acreS
(1742 ha)have been designated for use as camp,village,airstrip,and
borrow areas.These potential losses account for 1 percent of all
vegetation in the middle Susitna basin,and 3.6 percent of the vegetation
present in a 20 mile (32 km)wide area spanning the Susitna River from the
mouth of the Maclaren River to Gold Creek.More importantly,substantial
losses of certain vegetation types will be sustained during construction of
the Watana Dam.Losses of forested areas may total 8.3 percent of the 20
mile (32 km)wide area.Losses of open and closed birch forest will be
greater than 20 percent Eor the 20 mile (32 km)wide area.
Direct losses for the Devil Canyon project will include 5871 acres (2376 ha)
of forests,tundra and shrubland.Negligible amounts of tundra and
shrubland (less than .05 percent)will be lost,but 0.7 percent of all
forested lands in the middle basin (1.8 percent of the 20 mile (32 km)wide
area)will be affected.Because of the steepness of Devil Canyon,these
losses are relatively smal~compared to the Watana site and are
comparatively less importan'for wildlife.However,18.6 percent oE the
closed birch forest within the 20 mile (32 km)area will be eliminated.
6075l/SUM 3
.'"
The Watana access road will result in a loss of approximately 568 acres (230
ha)of mixed tundra vegetation types.Additional losses of about 494 acres
(200 ha)for access roads and 193 acres (78 ha)for rail will be produced by
the Devil Canyon facility.Direct losses within transmission corridors will
occur from construction of access tails,tower sites,and substations.
Indirect Loss of Vegetation
Additional losses of vegetation may ~cur due to erosion,permafrost melting
and subsequent land slides and slumpage,ORV use,blowdown of trees,and
other causes.While some of these losses will be short-term with typical
vegeta~ion succession ensuing,or with shifts to new vegetation types for
that area,long-term vegetational losses enduring for 30 to more than 100
.years may occur on sites of continual erosion,land slumpage,or ORV use.
The amounts that will be lost because of these factors are small compared to
amounts inundated by the reservoirs.
Indirect losses of vegetation are projected to be greatest at the Watana
site where areas on the south side of the are underlain
'J,
by 200 to 300 feet (60 to 90 m)of permafrost at near melting temperature.
Also,because of the large size of the reservoir",other erosional processes
such as wind erosion,together with effects of dust,may cause very
localized vegetation loss,especially in wind-exposed areas.The smaller,
steeper nature of De:vil Canyon will limit indirect losses of vegetation.
---·--·-Except~for-the-.possibilitJ.,-of_one_mas.s.iY..e_..f_townear River ~ile 175,rock ._~__._.
--------------·----···~~-sl:i-dt=soc·curring-above-the·i-mpoundment-r epresent;---t;-he--g-rea-t;-es·t--t;-h·rea-t-s··~-·---..--
and these will result in only small scale losses.
Some indirect loss of vegetation is expected due to erosion caused by
changes.indrainaage p'at~ert:1s .an(tdustcieposit~Oll aJongthe access road
edges.Increased,utliliza.tionbyORV.s alQnggcceSS r:ga.ds li.I!ciroj3.d
maintenance may damage adjacent~~e~~Little indirect loss in transmission
1\
line corridors is likely as a result of clearing or construction,but
uncontrolled ORV access could affect vegetation on and adjacent to
corridors.
!J
t
J
\
"(
6075 SUM 4
Alteration of Vegetation Types
Alteration of vegetation types will be caused by changes in drainage
patterns,altered river flows,and fire.In many instances,natural
succession of cleared or disturbed areas not subject to inundation,will
result in vegetation type changes.For example,primary he~aceous and weedy
vegetation and secondary shrub growth may follow·clearing of sites.There
may be development of alga~species and aquatic vegetation in shallow areas
of the impoundments.
The most important change to existing conditions that will result from the
Watana and Devil Canyon dams will be in the downstream floodplain between
Gold Creek and Talkeetna,where annual spring and summer flooding and scour
by ice jams will be reduced.As a result,some of the previously pulse-
stabilized communities will mature.The willow and balsam poplar shrub will
eventually change to mature balsam poplar and then to spruce.Within the
license period,new vegetation on the newly exposed banks and island will
develop into medium and tall shurubs.
"'f
,iI '11 "f',h'd'hPot~~t~a y s~gn~~cant ~mpacts may occur to t e vegetat~on surroun ~ng t e
Watana Reservoir.Disturbance may cause warming of the soil,melting of the
permafrost,and deepening of the active layer.In well-drained areas,this
may result in increased growth and productivity by the existing plant
community,but in waterlogged areas a shift to bog vegetation is likely.If
the organic layer is lost during disturbance,long term losses of
vegetation may result.Most forest and shrub areas disturbed near the
reservoir will recover naturally.The ensuing patterns of vegetational
succession will be enhanced if the organic layer is retained,and if root
suckers or seed of vegetation remain.
Outside the actual impoundment and dam site,very few alterations of
vegetation types are anticipated at Devil Canyon.Forest types will be
subject to minor alterations,primarily near borrow sites G and K,and near
camp and village sites.Likewise,changes in drainage,waterlogging of soil
6075l/SUM 5
or permafrost melting,will be highly localized because the soil is
generally very rocky and well .drained,with only sporadic occurrences of
permafrost.The smaller,steeper character of Devil Canyon will also act to
limit microclimatic and mesoclimatic alterations.
The access roads between the Devil Canyon and Watana sites,and between
Watana and the Denali Highway,as well as rail construction between Devil
Canyon and Gold Creek,will alter surface drainage patterns and may induce
dust-related alterations in vegetation at roadsides.Selective clearing or
top-cutting of tall vegetation for transmission line corridors will result
in local shifts in plant types from trees to shrubs.Wet and moist tundra
areas and their peripheries will be more susceptible to water logging due to
vehicular traffic,with subsequent development of bog species and/or black
spruce in place of cottongrass and shrub species.
Mitigation Summary
Mitigation plans for botanical resources have ~een developed primarily to
".su p-por tl:l1.EL""gcl.g~e~~~si~~t i<:lJ:l~~<>-~J:"am~1:'i~~=:<t~:~()~_~~a brief synopsis
of the mitigation plan elements:I :r·--~····
I
)
l
.I
1-
2.
3.
Minimize facility dimensions.
Consolidate structures.
Site facilities in areas of low biomass.
I
)
s.
6.
7.
Site facilities to minimize clearing of vegetation types
productive as wildlife habitat components.
Minimize volume requirements for borrow extraction.
Dispo~e of spoil within the impoundments or previously excavated
--areas •.
.1
8.Design transmission corridors to allow selective cutting of trees
and to accomodate uncleared low shrub and tundra vegetation within
rights-of-way.
6075 SUM
9.
10.
II.
12.
13.
"Ij 14.
15.
16.
17.
18.
19.
·~..,.~
Dismantle nonessential structures as soon as they are vacated.
Develop a comprehensive site rehabilitation plan.
Monitor progress of rehabilitation to identify locations requiring
further attention.
Acquire replacement lands for implementation of habitat
enhancement measures.
Plan and develop an environmental briefings program for all field
personnel.
Avoid the Prairie Creek,Stephan Lake,Fog Lakes,and Indian River
areas by access routing.
Restrict public access during construction by gating the access
road.
Use signs and possibly establish regulatory designation and
measures to discourage use of ORVs and ATVs.
Phase implementation of the project Recreation Plan with
interagency review and concurrence.
Site and align all facilities to avoid wetlands to the maximum
extent feasible.
Involve agency coordination and participation in detailed
engineering design and construction planning of civil engineering
measures to minimize potential wetlands impacts.
20.Conduct high-resolution mapping of wetland vegetation within the
project area,in coordination with COE and USFWS representatives
(scheduled for 1983).
60751/SUM 7
.
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SAL SALMON PRESENT
;it.~·~~~~G~I~S~~~LE'i°7vJ:~~M1E ~~~~~:BUFFER ZONE I-$-ACTIVE NEST SITES 19BO'81 IWITH 1 MI.RAO,BUFFER ZONEI
GE GOLDEN EAGLE REVISIONS (12/12/83)
BE BALD EAGLE
GF GYRFALCON __Approx.trans.corridor shown
~~~~~~~~~in 2/83 License Application
VEGETATION BOUNDARIES
WSG WET SEDGE GRASS
SP F WET SPRUCE/POTENTIAL PERMAFROST AREA
BIOLOGICAL
()I,2,&3 Hist.peregrine falc.sites noted in respons
.,.•••,J 1
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NORTH
STUDYAREA
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LOCATION MAPINO SCALE
-n.;~_~.+.r::""~:"-~~~"'<f1--f-_"':""":I+,-'__-;-':""'-If~'';i",_-".,..;".:..••:..:..:..,_•.:..'--;---'"i,
I "
HOMING OF TRANSPLANTED ALASKAN BROWN BEARS
STSRUNG O.MILLeR.Alaska Department of Fish anlll Game.333 Raspberry Road.Anchorage.AK 99502
WARREN B.BALLARD.Alaska Department of Fish anlll Game.1'.0.Box 47..Glennallen.AK 99588
Abstract:Forty-seven brown bears (Ursw arctos)were captured and lTansplanted in Alaska in 1979.
Post-release data were adequate to evaluate the survival and homing movements for 20 adults and 9 younS{.
At least 12 adults (60%)successfully returned &om an average lTansplant distance of 198 km.Age (for males)
and distance lTansplanted (sexes combined)were directly related to observed incidence of return IP <
0.05).Sex or reproductive status did not appear to be related to observed incidence of return.Initial post-
release movements of non-homing as well as homing bears indicated that most bears were aware of the
correct homing direction.None of the lTansplanted females was known to have produced young in the
year following transplanting.Six of 9 cubs or yearlings lTansplanted with their mothers were lost.Trans-
planting nuisance brown bears does not appear to be a reliable management procedure.
J.WILDL.MANAGE.46(4):869-i176
Wildlife biologists frequently are re-mental area.This paper reports on the
quested to resolve conflicts between bears rates and frequency of return of the trans-
and man by t:ra.ilsplanting the bears away planted brown bears.
from the area of conflict.Most biologists Financial support was provided by the
recognize this approach as ineffective be-Alaska Department of Fish and Game
cause the bear may become a problem (ADF&G).Additional support was pro-
elsewhere or because it returns to the site vided by the Bureau of Land Manage-
of capture.This general premise is,how-merit,U.S.Department of Interior.We
ever,supported by relatively few pub-gratefully acknowledge the field ass is-
lished data,a situation which led Cowan tance provided by employees of ADF&G,
(1972)to recommend careful documen-and the skills of our pilots:V.Loftsted,
tation and publication of transplant re~K.Bunch,A.Lee,and R Halford.We also
ords.Homing of transplanted nuisance acknowledge C.Gardner (ADF&G)for
brown or grizzly bears has been reported assistance with data collection.The
---~---hyGraighead-andGraighead(-191-2kGole--Alyeska-Pipeline Service--eompanywas
(1972),Pearson (1972),Craighead (1976);cooperative in permitting access to the
and Meagher and Phillips (in press).Typ-right-of-way of the Trans-Alaska Pipe-
ically,these bears were transplanted dis-line.K.Schneider,K.Pitcher,and D.
tances of less than 100 Ian and high fre-McKnight (ADF&G)reviewed earlier
quencies of homing were observed.As drafts of the manuscript.
part of a study on the impacts of brown
bear predation on moose (Alces alces)STUDY AREA AND METHODS
populations (Ballard et al.1981;Ba!lard Bears were captured in the headwaters
---~--~--~~-----------~------et-al:;'unpubl;,rep~;~Alaska-Dep~Fis-h-and-ofilieSusTtria~iver-insoulli central AlliS':··'
........---.----~----Game-Fed.Aid~Proj.Wcl-7,,:9,W--l1-10;-W--·-ka;-The-al'ea~was--hordered-on-th-e-m:,rth··
17-11,and W-21-1,1980),brown bear by the Alaska Range,on the east by the
densities were artificially reduced in a Clearwater Mountains,on the south by
portion of south central Alaska.This re-Butte Creek,and on the west by Well's
duction was accomplished by capturing Creek.Topography,vegetation,and cli-
and transplanting as many bears as could mate of the area have been described
be found within a well-defined experi-elsewhere (Skoog 1968).Bear densities
l.1
J.WildI.Manage.46(4):1982 869
870 HO:\.lING Of'TRAJ.'iSPLA1'JTED BEARS'Jfiller and Ballard
in this area were considered equivalent
to that in the areas of south central Alaska
where captured bears were released.
Bears were captured from 22 May
through 22 June 1979.They were initial-
ly located from fixed-wing aircraft,im-
mobilized from a helicopter (Bell 206B),
and transported to a nearby highway
where they were weighed and measured,
specimens were collected (teeth,hair,and
blood),and bears were marked with lip
tattoos,ear tags,and ear flags.Radio col-:-
lars (Telonics,Mesa,Ariz.)were placed
on bears estimated to have completed
80%of their growth.Reproductive status
of females was detennined by examina-
tion of the vulva.Immobilized bears were
transported by an open pickup truck
either to their release sites or to an airport
where they were further transported with
fixed-wing aircraft (Cessna 206)to remote
airstrips.Ages of the bears were estimat-
ed from counts of tooth cementum .lines
in a premolar (Mundy and Fuller 1964).
ThirtY-six bears were immobilized ini-
tially with phencyclidine hydrochloride
(Sernylan,BioCeutic Laboratories,St.Jo-
seph,Mo.)at doses of 0.5 mg/kg of esti-
mated body weight Sernylan was also
used to maintain immobilization during
transport for all but 6 bears at doses of
0.2-0.5 mg/kg.Bears not immobilized
(N =9)or maintained (N =6)with Ser-
nylan were given a mixture of ketamine
hydrochloride (Vetalar,Parke-Davis and
Co.,Detroit,Mich.)and xylazine (Rom-
pun,Cutter Laboratories,Inc.,Shawnee,
Kans.)(Hebert and McFetridge 1979)at
doses of 2.3 mg/kg of estimated body
weight for initial immobilization and 1.3-
2.3 mg/kg of measured weight for main-
tenance.Ketamine hydrochloride/xyla-
zine mi.xtures were discontinued for im-
mobilization maintenance because
recovery was unpredictable and thus
constituted a hazard for handlers.Two
cubs were transported in cages and were
not immoblized during either capture or
transportation.
Bears transported by truck were ob-
served until mobility was regained.
Twenty-four bears remained immobile .
from 6.4 to 26.2 hours (.t =14.4 hours)
from the time of initial capture.Recovery
was not observed for bears transported by
aircraft (N =13),but all release sites were
checked to verify that bears had re-
covered and moved away.
Bears were transplanted in easterly di-
rections to several places in the vicinity
of Mentasta Pass,in southeasterly direc-
tions into the Wrangell Mountains or
along the Copper River in the foothills of
the Chugach Mountains,and in
southwesterly directions along the lower
Susitna River (Fig.1).
Twelve fixed-wing aircraft flights were
made to relocate radio-marked trans-
planted bears in 1979 (1 in May,4 in Jun,
3 in Jul,2 in Aug,1 in Sep,and 1 in Oct).
Other location data were collected from
miscellaneous radiolocations and hunt-
er kills in 1979-81.Locations were plot-
ted on U.S.Geological Survey maps
(scale =1:250,000).Distance transplant-
ed and distance between subsequent
si~htings were measured as a straight line
without regard to topographic or hydro-
graphic features.Rates of movement were
calculated by dividing the distance be-
tween consecutive sightings by the num-
ber of days between sightings.The di-
rection of movement was defined as
homing if the direction taken from the
previous sighting was within 35 degrees
of the direction required to return to the
capture site.
The criteria used in making a deter-
mination on when a particular bear had
returned were subjective in some cases.
J.Wildl..\lanage.46(4):1982
·'
HOMING OF TRA.'lSPI..A.'\fTED BEARS ~.Hiller and Ballard 871
/
- j
f,i'~-~J
;
...",••t.PI••,
"".-
ALI..-.....~._-........1'"---
,-
I/~
'a a '0 20 :aD ''0 50 .0 ••
Ii
i
.----.----.--~-------.-~-------.-----~~----~-I--------------~i·-IS.--~~--c---'----.-./
~/
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~v.k1n ......
\!·'.........r--'J"""
~.R!!l-liASIi SIT!!1'01'1 RIiTURNINO~!!AA .'"Rlil-eASE SI1'!!FOA'NON~AI!TUANINO aeAR
Previous studies in this area (Ballard et
al.1982)indicated a mean adult home
range of 572 km~using minimum home
range polygons (Mohr 1947).A home
range of this area,if circular,would have
an a.v~I'a.gehoijie range diaiIlet:er (.c.\HBD)
of 27 km.All bears classified as returned
were within 1.2 AHRD of their capture
sites.except for 2 bears.Bears #244 and
#273 were 3.8 and 2.3 AHRD,respec-
tively,from their capture sites when clas-
sified.as.having.retumed on the basis of
.(
I
J.Wildl.~(anage.46(4):1982
872 HOMING OF TRA..."lSPLA..'iTED BEARS •L\-tiller and Ballard
Tablsl.Mov~m8l1tdata for transplanted brown bears known to havs returned to capture areas in south central Alaska.
DIl'flCt distance No.days
transplanted Distance from No.from
from Dil'flCt capl\l!'e site when ,elO<:OJjons ,el"ase
Agct(yT)capture sile distance .."Willed returned ;\lo.until
(reproouetiw retumed Prflo Post--younll return
Bear 1lI stalUS)km AHRO"(km)km AHRD~,etum retum lost ven6ed
Males
237
b 10.5 145 5.4 145 18 0.1 1 4 19
b 215 8.0 215 33 1..2 0 5 13
212 9.5 209 1.1 209 13 0.5 2-3 39
218"5.5 230 8.5 215 23 0.9 0 1
268"4.5 255 9.4 258 '14 0.6 0 1
i 7.5 211 1.8 208 20 0.7 24
Females
213 11.5 (2 cubs)113 6.4 173 14 0.5 '7 2 2 74
236 5.5 (estrus)145 5.4 145 6 0.2 5 7 43
240 5.5 (2 yrIgS)207 7.1 208 3 3 ?92
251 10.5 (2yrlgs)211 1.8 211 13 0.5 3 14 2 33
269 16.5 (2 yrlgs)199 7.4 199 12-0.4 3 4 0 69
244 6.5 (1 yrlg)201 1.4 106 103 3.8 3 4 1 82
273 3.5 (estrus)188 1.0 135 61 2.6 3 3 133
.t 8.5 189 1.0 168 35 1.3 12
All belU'S
J 8.2 198 7.3 173 28 1.0 58
•Average home range diameter ..21 km.
•This beu was tr:uIsplanted twice•
•No rodlo collar,bear shot by hunter.
nondirectional movements which sug-
gested they were in familiar territory.
Differences between means were exam-
ined with Student's t test.
RESULTS AND DISCUSSION
Forty-seven brown bears were cap-
tured and successfully released.This in-
cluded 2 releases for 1 male (#237),which
was transplanted twice.Homing data
were available for 34 of the releases.The
homing data were derived from reloca-
tions of radio-collared adults (N =20).
from young accompanying radio-collared
females (N =11),or from hunter kills of
marked but nonradio-collared bears (N =
3).In 1979 and 1980,127 relocations were
obtained for the transplanted bears (ex-
cluding cubs and yearlings)(Tables 1,2).
The fates of 13 transplanted bears (in-,
eluding 3 yearlings)w~li'e not deter-
mined.These animals werk too small for
radio collars and did not appear in the
hunter harvest.
At least 5 of 9 adult males and 7 of 11
adult females returned to their capture
areas (Table '1).There were no differ-
ences (P >0.10)between the mean dis-
tances that returning males and females
were transplanted (Table 1).The time
from release until return was verified and
was much greater for returning females
than for males (Table 1).However,bears
actually returned more quickly than in-
dicated (Table 1J because of delays in
verification of date of return.This delay
resulted from infrequent monitoring
flights.For example,the mean number of
days from the previous sighting until the
J.Wildl.~[anage.46(-1);1982
HOMING OF TRA..'lSPLA."ITED BEARS';\-filler and Ballard 873
Tal:llfJ 2-Movement-data for nonreturning brown bears transplanted in south central Alaska.
Direct dlsl:olnce
from
Oirectdistuu:e So.capture site
Age(yr)tnmp!allted locations to I..t,location So.
(repiixluetlve after voung:
Bear *swus)km AHRD"Oates under observation release km AHRD"..lost
Males
211 5.5 268 9.9 31 May-12 Sep 1979 5 185 6.9
265 4.5 268 9.9 4 Jun 1979-10 May 1980 (shot)6 .'303 11.2
246 4.51'211 7.8 25 May-23 Sep 1979 (shot)1 218 8.1
230 10;5 256 9.5 1 Jun 1979-24 May 1980 (shot)2 105 3.9
; 1
216"11.5 178 6.6 2.2 ~1ay-15 Jun 1979 4 166 6.2
2470 8.5 240 8.9 26 May-31 May 1979 1 201 7.4
2580 21.5 286 10.7 30 May.,.27 Jul1979 1 305 11.3
x 6.2 251 9.3 3.5 202 7.5
Females ,)209 5.5 (estrus)260 9.6 4 Jun1979-8 Sep 1981 (shot)8 298 11.0
215 3.5 (anestrus)168 6.2 24 May 1979-15 Aug 1980 8 113 4.2
248 4.5 (estrus)249 9.2 26 May-30 Sep 1979 6 190 7.0
261 7.5 (2 yrlgs)1~6.8 1 Jun1979-q Jun 1980 4 210 7.8 1
x 5.3 215 8.0 6.5 202 ..-1 •.::1
All bears
i 5.8 233 8.6 5.0 202 i.5
•Aver.age home r:mg8 diameter •27 km;~\•So radio•
•Insufficient data.not included in caJeuJations of means.
time a bear was verified as having re-er-killed bears as hunters may select for
turned was.33 days but ranged frQm~lLto~~largel:Jolder)-bears..When-hunter-killed
----------._.._-'_.-..._-----"'--------84 days.The sum of the distances be-bears are excluded,the mean age of re-
tween sightings until return for 10 radio-turning males (10.0 years)was different
collared bears averaged 107%of the (P <0.005)thari that of nonreturning
direct distance back (61-130%).This sug-males (4.8 years).No females were shot '1
geststhatreturning bears moved back by hunters in 1979 or 1980.Excluding
with a minimum of nondirected move-hunter-killed bears and combining sexes,
.ments.there w~s a difference (P <0.05)in age
Eight adults did not return to their cap-between returning (i ::;:8.8 years,N ::;:9)I
._..._.._...__.__'__tur~:Lardieas-(Iabfrle-2).-Eor-these-bearths'thl e-and-nonreturning--hears-(:r-::::-5:3 years,--.'.
.mean'stance om capture site_to_e_o=:_N ::;:-5)..,.-----.-.---.-..---..------
-.----.--~..---cation last observed was 87%(41-115%)Both returning and nonreturning bears
of the distance transplanted.Nonreturn-included females in estrus and females
ingbears were transplanted farther than with offspring.Reproductive status
returning bears (Tables 1,2);this differ-therefore did not appear to be a deter-
ence was significant (P <0.05)only when minant of whether a female returned.
data for both sexes were pooled.......j)aIlymoverI1 ent.rates of returning
.Ther~were no differences in mean ages bears were compared with those for
.of re~!!1!:I!g..aIlcl--IlonIetul'Iling.bears.of Il()nreturn.ingbears ••an(I\,vitb.tb.Q~e of re-'\
either sex (P>0.10)(Tables 1,2).These turned bears.Returning bears had great-
data may be biased by inclusion of hunt-er (p <0.01)movement rates (.r ::;:3.6 kmJ
].WildI.~Ianage.46(4):1982
814 HOML.'l'G OF TRANSPLAi.'i1.'ED BEARS 0 ('\.filler and Ballard
day)while traveling back than following bear traveled eastward and in fall 1981
their return -(x =0.6 kmJday).Returning was shot by a hunter 298 km from her
bears had greater (P <0.01)movement capture site.Male #230 lost his radio col-
rates than did nonreturning bears (i =lar 2 weeks following release at a point
1.4 km/day).Nonretuming bears had 249 km southeast of his capture site.This
.greater (P <0.05)daily movement rates bear was shot almost a year later (~lay
than did returning bears subsequent to 1980)150 kIn southeastofhis capture site.
return.These results would be expected Travel routes followed by some trans-
from nonretuming bears attempting to planted bears may ha.ve been influenced
establish themselves in a new area rela-by natural or man-ma.de barriers.Five
tive to homing bears on their way back or bears (#'s 209,211,265,261,and 269)
subsequent to return.These data do not that originally headed directly back to-
accurately reflect actual movement rates wards their capture areas reversed direc-
because of varying,and long,intervals tion prior to crossing the wide and braid-
between sightings.Intensive studies of ed Copper River.Only 1 of these bears
21 undisturbed brown bears in the study (#269)eventually crossed the river and
area indicated daily movement rates av-returned to its capture area.Another
eraged 7.7 kmlOOy (Ballard et aI.1982).(#209)eventually crossed the Copper
Returning bears moved in a homing di-River (by Sep 1979),but still did not re-
rection for 87%of the distance between turn to its capture area.Two of the 5 de-
..sightings axid for 89%of the days be-fleeted bears had yearling offspring (#'s
tween sightings.Nonreturning bears 261 and 269).Five other radio-collared
moved in a homing direction for only 39%bears released east of the Copper River
of the distances between sightings and (#'s 258, 230,273,272,and the 2nd re-
for only 27%of the days between sight-lease for #237)crossed the Copper River.
ings.Initial post-release movements were None of these bears had offspring.
in a homing direction for 5 of the 10 ra-Movements of 3 bears (all females with
dio-collared bears which returned and for offspring)appeared to have been briefly
5 of 7 radio-collared bears which did not.influenced by highways.These 3 bears
This suggests that many of the nonreturn-eventually returned to their capture areas.
ing bears initially knew the proper direc-For example,female #213 (with 2 cubs)
tion to return home,but for unknown rea-moved in a dire9t homing direction
sons did not return.(northwest)following release until she
It is possible that some of the 11 bears encountered the Glenn Highway,8 days
classified as nonreturnirig actually re-and 21 km north of her release site.~l'ine
turned but were not discovered due'to days following release she lost her cubs;
radio failure.When last located,6 of these _she remained within 1-8 km of the Glenn
bears were closer to their respective cap-Highway for at leaSt 2 more weeks until
ture sites than they were at the point of she crossed the highway on a direct route
release (Table 2).back.Similar short-term apparent deflec-
Two bears classified as nonreturning in tions from highways were observed for
1979 moved in homing directions in 1980.females #240 and #244,both with year-
Female #209 was observed in May 1980 ling offspring.
198 km south of her capture site.In Au-These observations of apparent deflec-
gust 1980 she was only 118 km southeast tions or delays in homing caused by rivers
of her capture site.Subsequently,this and highways may indicate an aversion
J.Wildl.~tanage.46(4):1982
:
HO:\lUNG OF TRA."l'SPL.~'l'TED·BEARS'.'vI iller and Ballard 875 ,
by some bears,especially females with she had no offspring when observed on
young,to cross such obstacles.However,18 July 1980.Female'#215 was not no-
such,barriers do not consistently deflect tably in estrus when'transplanted,but was
bear movements.In September 1973,a seen with an adult bear on 3 July 1979.
3.8-year-old male from Cordova was She had no offspring when observed on
transplanted 93 km by boat to Montague 15 August 1980.Bear #269 successfully
Island in Prince William Sound,Alaska.homed with both of her yearlings in 1979.
Within 28 days the bear had returned to She had 0,0 young with her in September
thecapfuresite (J.Reynolds,pers.com-1980.This bear was .shot by a hunter in
mun.).Only 2 retutningroutes were fall 1981,reportedly without offspring.
available,both would have required'These observations suggest the possibi!-
swimming long distances (15.1 or 10.5 km)ity of lowered productivity by transplant-
across strong tidal currents.ed females,possibly related to trauma as-
Of the 9 young transplanted with 5 ra-sociated with transplanting,homing,or
dio-collared females,only 3 (2 returns and re-establishment in a new area.
1 nonteturn)were still with·their mothers Three transplanted males were seen
when last observed in 1979.One addi-with smaller,presumably female,bears
tional female (#240)was not observed af-subsequenfto release.Trauma associated
ter her return to the capture site in 1979 with transplant may have less effect on
so the status of her 2 yearlings could not male breeding activity.
..beverified:A:vailable data areinade;,There were n.oe\lideIit differences in
quate to compare the observed rate of off-ability to return related to the type of drug
spring loss with that of natural popula-used for immobilization or for mainte-
tions in this area;however,we suspect nance.There were also no evident dif-
the transplanted young had higher than ferences in homing ability related to types
nonnallosses.The time that the lost off-of transportation (truck andlor aircraft).,
,spring survived varied from 0 to 36 days.Homing bears were transplanted an av-:f
...-'-""..'-~'---~-~:;[:~ed~f~~~l~~~o:~~n;i:~~~~d~f-~:~~;~;·t~~4-~~i;~~~7~~~~·~:::;:=;~-·:·il-:
lone cubs have been reported (Johnson were probably totally unacquainted with
arid LeRoux 1973);'we suspected that theil-release sites.However,the direc-
most died.It is a reasonable 'speculation tions of movement following release,for
that these offspring,teleased into terrain both returning and nonreturning bears,
which was unfamiliar to their mothers,suggested that most transplanted bears
would have been particularly vulnerable sensed the correct -homing direction and
to preda~on by resident male bears.that successful homing was not depen-
-----Six-of-H-radio-eoHared-adult-females-dent-on-random--movements-untiHami1iar~-
----were-observed-in-1980,-but-none-was-aG--ter:ra-i-n-was-enc0untered-.·J",entfer-(-1-9i-2,..
companied by offspring.Two (#273 and 1973)suggested that polar bears (Urslls
#209)were in estrus when captured in maritimus)inhabiting drifting pack ice
1979.Female #244 had a yearling in 1979 are able to navigate,without physical ref-
which she lost by 2 July 1979.She was erenee points,to maintain their position
observed with an adult bear on 15 Sep-or to find a seasonally recurring area of
tember 1979 but had no offspring when food abundance.Homing brown bears
..seeri.iri JtilYT980.Ferriale#251 had 2 may be able tonaviga.te in a similar fash-
..yearlings which she Iostby.19June-1979;ion.·-··...
J.WildI.Manage.46(4):1982
'j
·1
I
!
i
876 HOMING OF TRANSPLAJ."ITED BEARS 0 Miller and Ballard
Although nonreturning bears were
moved farther and were younger than
homing bears,no threshold distance or
age beyond which bears could or would
not return was demonstrated.Undoubt-
edly,a threshold distance exists but our
results suggest it is greater than 258 km,
the longest distance returned by a trans-
planted bear.The average age of nonre-
turning bears (greater than 1.5 years old)
was 5.8 years.However 5 bears equal to
or younger than this average age returned
to their capture areas suggesting the ab-
sence of an age threshold.Many nuisance'
bears are accustomed to feeding in gar-
bage dumps;such bears may find natural
habitats at transplant sites to be less de-
sirable than such dumps.Corresponding-
ly,transplanted nuisance bears might be
expected to show even higher rates of re-
turn than demonstrated by the non-nui-
sance bears transplanted in this study.Al-
though transplanting problem bears may
be occasionally justifiable by social or
economic factors,we conclude that such
efforts have high probabilities of failure.
LITERATURE CITED
BALLARD,W.B.,S.D.MILLER,.-\,,'10 T.H.SPRAKER.
1982.Home range and daily movements of
brown bear in southcentral Alaska.Can.Field-
='Iat 96:1-5.
--,T.H.SPRAKER,AND 1(.P.TAYLOR.1981..
Causes of neonatal moose calf mortality in south
'central Alaska.J.Wildl.Manage.45:
335-342.
COLE,G.F.1972.Preservation and management
of griZzly bears in Yellowstone National Park.
Pages 274-288 in S.Herrero,ed.Bears-Th~ir
biology and management.Int.Union Conserv.
='Iat.New Ser.23.Morges,Switzerland.
COWAN,1.M.1972.The status and conservation
of bears (Ursidae)of the world-1970.Pages
,'343-.'367 in S.Herrero.ed.Bears-Their bioi-
ogy and management.Int.Union Conserv.Nat.
New Ser.23.Morges,Switzerland.
CRAlGHEAD,F.C.1976.Grizzly bear ranges and
movement as determined by radio-tracking.
Pages 97-109 in M.R.Pelton.J.W.Lentfer.
andG.E.Folk,eds.Bears-Their biology and
management.Int.Union Conserv.='Iat.='lew Ser.
40.Morges,Switzerland.
CRAlGHEAD,J.J.,A.'1D F.C.CRAlGHEAD.19i2.
Grizzly bear-man relationships in Yellowstone
National Park.Pages 304-'332 in S.Herrero,ed.
Bears-Their biology and management.lnt.
Union Conserv.Nat.New Ser.23.~torges,
Switzerland.
HEBERT,D.~t.,AND R.J.MCFETRIDGE.1979.
Chemical immobilization of ='Iorth American
,game mammals.2nd ed.Fish and Wild.Div.,
Alberta Energy and Nat.Resour.,Edmonton.
250pp,
JOHNSON,L.J.,AND P.LERoux.1973.Age of self-
sufficiency in brown/grizzly bears·in Alaska.J.
Wildl.~tanage.37:122-123..
LENTFER,J.W.1972.Polar bear-sea ice relation-
ships.Pages 165-171 in S.Herrero,ed.Bears-
Their biology and management.Int.Union
Conserv.Nat.New Ser.23.Morges,Switzer-land:
-.1973.Discreteness of Alaskan polar bear
populations.Proc.Int.Congr.Game Biol.11:
323-329.
~lEAGHER,M.,AND J.R.PHILLIPS.In Press.Man-
agement of grizzly and black bears in Yellow-
stone National Park.Bear BioI.Assoc.Conf.
Ser.4.
MOHR,C.O..L947.Table of equivalent popula-
tions of North American small mammals.Am.
~tidl.Nat.37:223-249.
MUNDY,1(.D.,AND W.A.FULLER.1964.Age de-
termination in the griZzly bear.J.Wild!.~lan
age.28:863-866.
PEARSON,A.M.1972.Population characteristics
of the northern interior grizzly in the Yukon
Territory,Canada.Pages 32-35 in S.Herrero.
ed.Bears-Their biology and management.Int.
Union Conserv.Nat.New Ser.23.~lorges,
Switzerland.
SKOOG,R.O.1968.Ecology of caribou tRan~ifer
tarandus granti)in Alaska.Ph.D.Thesis.Univ.
California,Berkeley,699pp.
Received 7 April 1981.
Accepted 12 -"larch 1982.
J.Wildl.~lan'l.ge.-46(-4):198:2
Abstract:Productivity and utilization of browsed and unbrowsed Scouler willow (Salix scOt/Zenana)
was measured in a 1971 bum and in an adjacent 70-year-old mature black spruce (Picea manana)for-
est.Production of available willow browse in the bum increased from 8 kg/ha in 1973 to 22.6 kg/ba in
1974.The greatest production came from branches which had been browsed the previous winter.In
the bum in 1974,an average browsed branch produced 4.0 g of new growth,whereas an unbrowsed
branch produced 2.4 g.The available willow browse produced in the control in 1974 was 9.9 kg/ha,
with a browsed branch producing 2.8 g and an unbrowsed branch 0.8 g.Willow shrubs are able to com-
pensate for loss of biomass due to overwinter browsing by increased productivity of browse-damaged
stems.
JERRY O.WOL~Museum 01 Vertebrate Zoology.University 01 California.Berkeley 94720.----
LGL AlASKA
ANCHOP.AGE
STUDY AREA
The 2 study areas were located in a 70-
year-old mature black spruce stand (con-
trol)and in 50 ha of an adjacent 6,300 ha
J.WILDL.MANAGE.42l1}:13S-140
135
During the later 1950's,moose popula-
tions appeared to increase throughout inte-
rior Alaska (U.S.Fish &Wildlife Service
unpubI.reports,Coady 1973)concurrent
with an increase in seral range created by
wildfires (Hardy and Franks 1963,Barney
1969).Early seral stage communities cre-
ated by fire can increase the carrying capac-
ity of winter range (Spencer and Chatelain
1953,Leege 1968,1969).
The dominant species in mature forests of
interior Alaska is either white spruce (Picea
glauca)or black spruce (P.mariana),with
woody shrubs present at lower densities
(Viereck 1973).The biomass of forage
available to moose at various successional
stages has not been determined for this
region of interior Alaska,though it has been
done elsewhere by Bishop (1969)and Milke
(1969).I compared current annual growth
of browsed and unbrowsed Scouler willow
on a bum and on an adjacent mature black
spruce forest.The role of fire in improving
winter moose habitat through increased pro-
duction of woody browse was also exam-
ined.Data were collected in 1974 and 1915.
ALASKA POHER AUTHORITY RESEONSE
TO AGENCY CO~MEN1S ON LICENSE
APPLICATION;EEFERENCE TO
CO M1'1 EN 1 (S):F • 5 0
BURNING AND BROWSING EFFECTS ON
WILLOW GROWTH IN INTERIOR ALASKA 1
J.Wildt Manage.42(1):1978
1 This work was supported by the Institute of
Northern Forestry,USDA Forest Service,Pacific
Northwest Forest and Range Experiment Station,
Fairbanks,Alaska 99701.
During winter,moose (Alces alces)in
Alaska feed primarily on shoots and
branches of willow (Salix spp.),birch
(Betula pap yrife ra ),aspen (Populus tremu-
loides),and balsam poplar (Populus bal-
samifera)(LeResche and·Davis 1973,
Cushwa and Coady 1976).These hard-
woods are frequently associated with plant
communities characteristic of early succes-
sional stages after burning;(LeResche et al.
1974,Viereck 1973).Browse production in
early seral stage development is high,and
the shoots and branches of woody browse
species are numerous and within reach of
mammalian herbivores (Spencer and Chate-
lain 1953,Leege 1968).Klein (1970)sug~
gested that quality and digestibility of for-
age are as important as quantity and
availability,and Cowan et aI.(1950)and
Leege (1969)stated that quality is related
to successional stage.Trees and woody
shrubs often grow out of reach in later suc-
cessional stages and thus the number of
small twigs and branches available as for-
age is reduced (LeResche et aI.1914,Spen-
cer and Hakala ·1964).
I
I
I
~
J.Wilcll.Manage.42(1):1978
j
1
I
I
1
I
j
I
j
1
.!.j
~~i,:
f'i!i,"
-"r.
',Jc·
.:...~
~.
shrubs in each plot.Shrubs in the control
had been browsed by both moose and snow_
shoe hares (Lepus americanus).Produc_
tion of new growth from branches brOWSed
and not browsed the previous winter was
compared on the same shrub and between
shrubs.Samples were oven-dried for 48
hours at 65 C and weighed.
Browsing Simulation
All twigs were collected from 2 un-
browsed willow shrubs in the bum in April
1974 before growth began,then in Septem-
ber 1974 and September 1975 after new
growth ceased.This simulated 100 percent
browsing with the intention of showing its
effect on productivity.
METHODS
136 BURN AND BROWSE EFFECTS ON ALASKAN WILLOW •Woift
1971 bum.These are at the Wickersham
study site of the USDA Forest Service,50
km northwest of Fairbanks along the Elliott
Highway.Prior to the wildfire,both areas
were dominated by black spruce with scat-
tered alder (Alnus crispa)and willow
shrubs in the understory.
Browse Utilization
Willow shrub density was estimated in 20
10 X 100 m plots in each area.Fecal pellet
group counts (Neff 1968)were made in
the same plots.A shrub was defined as a
plant with a variable number of stems origi-
nating from the same root system.Thebio-
mass of forage available and consuined was
estimated using the Shafer twig-count RESULTS AND DISCUSSION
method (Shafer 1965).Available browse
included all twigs less than 4 mm in diam-Browse Utilization
eter lying between 50 em and 4 m above There were 400 :!::13.4 (b~)and -489 ±
the ground.In May 1974 anq,;1975,the 16.3 (control)willow shrubs/ha.Willows
total number of browsed anq iimbrowsed in the bum arid control averaged 17 and 9
branches was counted on 200;randomly stems/shrub,respectively (Figs.1 and 2).
selected willows in each area..Alder was The greater number of stems on willows in
"-.not=utilized-:.as-forage_by_moose and was the bum was due to heavy browsing inten-
not included in the samplings.The diaineter-'sity'by-snowshoe__~during 1971-72
at point of browsing (dpb)was measured which resulted in multiplebranCliingsat-
on 50 browsed branches.-Fifty unbrowsed the root cr()VVD'In the bum,browse utiliza-
twigs of the same diameter were clipped,tion was 44 percent and 45 percent in 1973
o'Ven-dried,and weighed for mean weight and 1974,,whereas in the control it was 34
per twig.The weight per twig was multi-percent a:nd8 percent (Table 1).Browse
plied by the number of branches available production and utilization was not quanti-
.per..s~and the number of shrubs/ha to fled in the control in 1973.-Milke.(1969)
_g~the total brorriassofbtowseavailable-to.iQ!!!!Q~~hrowse removed.by moose from
moose/ha.Tneorowse-available-was,multi-,_various WilIl5WSpecies·'during-one.winter
plied by the percentage of browsed'twigs to to range rrom-O;l-to--33.8--percent._In~,.
get an estimate of browse consumed per lS-year-old willow stands along a flood-
hectare.plain in interior Alaska,I recorded browse
utilization of 55 and 56 percent (Wolff
Browse Production 1976).Spencer and Chatelain (1953)mea-
'...•Irie~lrSeptember1974,cl,trrentannual suredbrowse utilization in 4 areas on the
~0vvtl1{detel"Illine~bYblld scale scars)~'Kenai from 1950-1952 and found an aver-
_was collected from'BO'·selected willow .•a.getitiIi2:::iti(jI1of4~pe;~e~t.'
BURN AND BROWSE EFFECTS ON ALAsKAN WILLOW·Wolff 131
J.Wildi.Manage.42 (1):1978
Fig.2.Photo of a willow shrub In the 70-year·old black
spruce forest.
In the burn,browse consumption in-
creased from 3.5 kg/ha during the 1973-74
winter to 10.2 kg/ha during the 1974-75
winter (Table 1).This 3-fold increase coin-
cided with a similar increase in food avail-
ability.
During the 1973-74 winter,9 (±O.lO)
and 7 (±O.OB)pellet groups/ha were re-
corded for the burn and control,respec-
tively.At an average daily consumption
3.5 44 1.6 :!:0.5
10.2 45 4.5 :!:0.6
34
0.8 8 2.0 :!:0.5
0_0_............3:...3:...0'"~Q-e-~;-.li."J:lO ..-;:"'U3:8 il:::i5 .."'::.;:jJ:lE '~~dQ"Q~-;"~!=."eo;-a
Mea ~a =::1S ~8 E;CI~lll_tJu_
Fig.1.Photo of a willow shrub In the burn 3 years after
fire.
•Carrying capacity and utilization computed on an aver-
age daily consumption rate of 5 kg woody browse/moose/day
(Gasaway and Coady 1974).Moose d ..ys/h..(M.D./ha).
b Production and utilization of willow browse was not
quantified in tbe control in 1973.
Burn 1973 11.0 8.0:!:2.5
Burn 1974 52.5 22.6:!:3.2
Control 1973b
Control 1974 21.1 9.9:!:2.5
Table 1.Production and consumption of willow browse in
the burn and control study siles at Wickersham for 1973 and
1974.(:!:SEl
r j
I j
J.Wildl.Manage.42(1):1978
138 BURN AND BROWSE EFFECTS ONALASK.AN WILLOW'Wolff
Table 2.Production ot hardwood browse from browsed and unbrowsed brenches in the burn end cOntrol study ereas 8t
Wickersham during the 1974 growing season.(:!:SE)
No.of New New Total }No.of No.of browsed growth I growthI Total hardwood
willow branchesl branches I browsed unbrowsed new growthl browse/hll
Area shrubs/hll shrub shrub branch (g)branch (g)shrub (g)(kg)
Burn 400±13.4 42 ±4.15 19±3.01 4.0:t:0.35 2.4 ±0.21 131.2:t:17.20 52.5 :t:6.88
Control 489±16.3 19 ±2.68 14 ±4.81"2.8 ±0.64 0.8 ±0.05 43.2 :t:3.89 21.1 :t:3.92
•Branches in the control browsed by either moose or hares.
rateoL 5kg woody prowse for an adult
moose (Gasaway and Coady 1974),the
forage available in the burn during the
1973--74 winter would have supported 1.6
moose-days/ha.However,only 3.5 kg of
woody browse/ha were consumed in the
burn,equivalentto 0.7 moose-days/ha.Nine
pellet groups/ha were counted in the burn
and at 0.7.moose.-days/ha this expands to
12.9 pellet groups deposited/moose-day.A
similarfigiifewasobtained··£rom..the,pellet...
counts in 1974-75.These results agree with
the report by Julander etaI.(1963)that
the defecation rate for moose was 13 pellet
groups/day.
,.
mean weight per twig of 1.3 ±0.02 g;some
new growth (32%)had a diameter greater
than this and was presumably unpalatable
to moose.Therefore of the 52.5 kg of woody
browse produced,only 22.6 kg should be
considered as usable moose forage (Table
1).In the 1973-74 winter,there was a
greater portion of browse.available which
was less than 4 mm in diameter,conse~
quently,the percent of total production in
1Q7?::74.Vl'hich was available was greater
than inl97~75.
Willow browse was not quantified in the
control in 1973;but in 1974 there were 21.1
kg/haproduced,9.9 of which was.available
to moose.Branches previously browsed by
Browse Prpduction moose or hares produced 2.8 g/br and un-
...·····~Ifi:4:974';unbrowsed~winow=bnniches in browsed branches,0.8 g/br.This may be
the burn produced 2.4 g of new growth per .somewliaf1:liasei:l;-however,as-the-branches.
branch.J g/l:>Z:),V\Th.~r~as.a ....previously which were .previously browsed were prob-
browsed branch produced 4.0'g/br (Table ablymoreproductiYe gll(L\V~reselected by
2 )..Browsing illtensity .from ••the .previous the moose.Browsed branches were closer to
winter ranged from ()to'lOO percent Pro-the groundthanthellnQz:o\Vsedolles,most
duction of new growth was greatest on those of which were above 2m.One possible rea-
shrubs which had been browsed most heav-son for this is that branches which grow
-.ily..the_PIl:!vipus winter.Kreftinget al.close to the ground may have a high crude
-··.---C~)found a simiIarrespOnStfWith-moun-..protein.contenL(.Baij~y.)967).The lower
tain maple (Acer spicatum')~"-----.---~branches~are also easier for·mooseto-feacn.
The total current annual growth of willow --.-----'--.--.-..,...--...-'...
product;ld'in the burn in 1974 was 52.5 Browse Simulation
kg/ha.About 25 percent of this was less'The 2 willow shrubs which were totally'
than 50 cmabove the ground (mean snow clipped produced 90,289,and 693 g (April
depth frOID mid November through March 1974,Sept 1974,Sept.1975)and 124,317,
was 48 em),and.W8SI1()ta'laiIableduring and 7QOg~Some of this (an estimated 2.5%)
the 197~715 winter.Also,thedpb uegetex=".Was gr~ater than 4mm'iIj .d.iaI'[leter.and
ceeded 4.4 mm (x =3.75 ±0.03}with a~'''shol.1ld·,notbe consig~x:ed:~moosefoiage.
BURN AND BROWSE EFFECTS ON ALAsKA."l'WILLOW'Wolff 139
I I
I __~,J
Both shrubs were browsed by moose or
hares in the 2 winters prior to my experi-
ment.
GENERAL DISCUSSION
Although browsed branches produced
more than unbrowsed branches from 1973
to 1975 (Table 2),continuous browsing
over several years might eventually deplete
plant or soil reserves causing eventual de-
cline in productivitY (Menke 1973).Aldous
(1952)reported that paper birch could
withstand clipping of 50 percent of the cur-
rent year's growth over a 6-year period
without loss of production.Krefting et al.
(1966)found that mountain maple with7
stood 100 percent simulated browsing for
10 years and still produced more annual
browse than a non-clipped plant.They sug-
gested that a lower browsing intensity may
have better long-term effects,and several
authors have suggested that 50 percent
browse utilization may give maximum sus-
tained production of hardwood browse
(Krefting et al.1966,Spencer and Chatelain
1953,Wolffl976).
Production and utilization was assessed
only in Salix scoulerlaTUl.There are 34 spe-
cies of willow in Alaska (Viereck and Lit-
tle 1972),and all species may not respond
to browsing in the same way.However,per-
sonal observations of S.alaxen~,S.plani~
folia,and S.inte~also indicate that
browsing stimulates production.Moose
seem to prefer some species over others,and
the degree of utilization may differ con-
siderably (McMillen 1953,Murie 1961,
Milke 1969,Coady 1974).Though nutritive
value of a plant may be a good indicator of
preference (Albrecht 1945,Cook et al.1956,
Heady 1964,Hurd and Pond 1958),other
inherent characteristics of individualspe-
cies seem to be important in determining
palatability.
J.Wildl.Manage.42(1):1978
LITERATURE CITED
ALBBECKl',w.A.1945.Discriminations in food
selection by animals.Sci.Mon.60:347-352.
ALoous,S.D.1952.Deer browse clipping in
the Lake States Region.J.WildI.Manage.16
(4):401-409.
BAILEY,J.A.1967.Sampling deer browse for
crude protein.J.Wildl. Manage.31(3):437-
442.
BARNEY,R.J.1969.Interior Alaska wildfires
1956-1965.U.S.Dep.Agric.,For.Serv.,Pac.
Northwest For.&Range Exp.Stn.47pp.
BISHOP,R.H.1969.Moose report.Alaska Dep.
Fish &Game Annu.Seg.Rep.Vol.X.W-15-R-
3.152pp.
COADY,J.W.1973.Interior moose studies.
Alaska Dep.Fish &Game Annu.Proj.Seg.
Rep.Fed.Aid Wildt Restoration,Proj.W-17-
6.53pp..
--.1974.Interior moose studies.Alaska
Dep.Fish &Game Annu.Pro;.Seg.Rep.Fed.
Aid Wildl.Restoration,Pro;.W-17-6.11pp.
COOK,C.W.,L.A.STODDART,AND L.E.HARRIS.
1956.Comparative nutritive value and palat-
ability of some introduced and native,forage
plants for spring and summer grazing.Utah
Agric.Exp.Stn.Bull.385.39pp.
COWAN,I.McT.,W.S.HoAR,AND J.HATTER.'
1950.The effect of forest succession upon
the quantity'and upon the nutritive value of
woody plants as food by moose.Can.J.Res.
28(2):249-271.
CUSHWA,C.T.,AND J.W.CoADY.1976.Food
habits of moose,Alces alces,in Alaska:a pre-
liminary study using rumen contents·analysis.
Can.Field-Nat 90(1):11-16.
GASAWAY,W.C.,AND J.W.COADY.1974.Re·
view of energy requirements and rumen fer-
mentation in moose and other ruminants.Nat.
Can.101(2):227-262.
HARDY,C.E.,AND J.W.FRANKS.1963.Forest
fires in Alaska.U.S.Dep.Agric.,For.Serv.,
Res.Pap.INT-5.163pp.
HEADY,H.F.1964.Palatability of herbage and
animal preference.J.Range Manage.17 (2):
76-82.
HURD,R.M.,AND F.W.POND.1958.Relative
preference and productivity of species on sum-
mer cattle ranges,Bighorn Mountains,Wyo-
ming.J.Range Manage.11:109-140.
JULANDER,0.,R.B.FERGUSON,AND J.E.DEALY.
1963.Measure of animal use by signs.Pages
102-108 in U.S.Forest Service range research
methods.U.S.Dep.Agric.Misc.Publ.940.
172pp.
KLEIN,D.R.1970.Food selection by North
American deer and their response to over-
utilization of preferred plant species.Pages
25-46 in A.Watson,ed.Animal populations in
140 BURN AND BROWSE EFFECTS ON ALASKAN WILLOW'Wolff
relation to their food resources.Blackwell
Publishers,Oxford,England.477pp.
KREFTING,L.W.,M.H.STENLUND,AND R.K.
SEEMEL.1966.Effect of simulated and
natural deer browsing on mountain maple.
J.Wild.J.Manage.30(3):481-488.
LEECE,T.A.1968.Prescribed burning for elk
in northern Idaho.Proc.Tall Timbers Fire
Ecol.Conf.8:235-253.
-.1969.Burning seral brush ranges for
big game in northern Idaho.Trans.N.Am.
WildJ.Nat.Resour.ConI.34:429-438.
LERESCHE,R.E.,AND J.L.DAVIS.1973.Im-
portance.of non-browse foods to moose on the
Kenai Peninsula,Alaska.J.WildJ.Manage.
37 (3):279-287.
---,R.H.BISHOP,AND J.W.COADY.1974.
Distribution and habitats of moose in Alaska.
Nat.Can 101(1):143-178.
McMILLEN,J.F.1953.Some feeding habits of
moose in Yellowstone Park.Ecology 34(1):
102--110.
MENKE,J.W.1973.Effects of defoliation on
carbohydrate reserves,vigor and herbage yield
for several important Colorado range species.
Ph.D.thesis.Colo.State Univ.,Fort Collins.
·283pp.
MILKE,G.C.1969.Some moo5e-\villow rela-
tionships in the interior of Alaska.M.S.thesis.
Univ.Alaska,College.79pp.
MURJE,A.1961.A naturalist in Alaska.The
Devin-Adair Co.,New York.302pp.
NEFF,D.J.1968.The pellet-group count tech-
nique for big game trend,census,and distribu-
tion:A review.J.WildJ.Manage.32 (3):597-
614.
SHAFER,E.L.,JR.1965.The twig-count method
for measuring hardwood deer browse.J.Wildl.
Manage.27 (3):428-437.
SPENCER,D.H.,AND E.F.CHATELAIN.1953.
Progress in the management of the moose in
southcentral Alaska.Trans.N.Am.Wildl.
ConI.18:539-552.
---,AND J.HAKALA.1964.Moose and fire
on the Kenai.Proc.Third Annu.Tall Timbers
Fire Ecol.Conf.,pp.10-33.
VIERECK,L.A.1973.Wildfire in the taiga of
Alaska.Quaternary·Res.3 (3):465-495.
---,AND E.L.LITTLE,JR.1972.Alaska trees
and shrubs.U.S.Dep.Agric.Handbook 410.
265pp.
WOLFF,J.O.1976.Utilization of hardwood
browse by moose on the Tanana flood plain of
interior Alaska.U.S.·Dep Agric.,Forest Serv.,
Pac.Northwest For.&Range Exp.Stn.,Res.
Note PNW-267.7pp.
Received 18 October 1976.
Accepted 12 August 1977.
J.Wildl.Manage.42(1):1978
\
j
i.t
t
I
I
-,;....,...
ALASKA POWER AUTHORITY RESPONSE .
TO AGENCY COMMENTS eN LICENSE
APPLICATION;REFERENCE TO
COMMENT (5):Fa 50,Fa 51
~·~t~~
.~.'.··L~i~:~~~;~t
I
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::/-;"',.1
I
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~~~§rll~~"';::tA\~M~£~~?bltf~-''-~--j~~Xr1:~i~~3~~r~-"-'!1~t'!i c-,:';:f:1li!:C~,,-,.....--.....
".,J
217
GASAWAY,W.C.,A.W.FRANZMANN,AND J.B.FARO.1978.Immobl11z1ng
moose w1th a m1xture of etrophlneand xylaz1ne hydrochlor1de.
J.Wildl.Manage.42:686-690.
GEIST,V.1963.On the behavior of the North Amer1can Moose 1n
Br1t1sh Columb1a.Beh.20:377-416.
McGOWAN,TERRY.1970.Report on potential moose hab1tat 1n the
Powderhorn Creek area.Bureau of Land Management,Denver'Serv~ce
ctr.Typed,5pp.
RITCHIE,8.W.1976.Moose ecology.Job Prog.Rep.Ida.Dept.of
F1sh and Game.W-160-R-3.15pp.
"
..."'D"
213
,j,'''ITAT J\Ntl fOREST SUCO£SSf'"U'""""",
IRIvtR FLOODPLAIN AND YUKON-TANANA UPLAND
I I '
Je~ry ?Wolff,Inst1tute ,of "prthern Forestry,
USDA Forest Serv1ce,Fa1rbanks,Alaska,99701 and:I "j j Museum of Vertebrate Zoology.
,uriv~lrslty of Calffomia.Ber~eley.94720
I '
I'I and
JOhJc·1 Zasada.Institute (Jf'"l)r~hem Forestry,
IUSDA Forest Service,fairbanks,Alaska.
I l',1 :
j ,
Abstract:PrO,duc 10n,availability,:and utilization of woodyI I ,,;browse by moos~1n w1nter were recorded 1n;stands of 16
different ages'l on Ithe Tanana River f1b,odPla.ln and the Yukon-
Tanana uplands,of Alaska.Thes~stands represented primary
and secondary ~uccesslon follow1ng fire,flooding,and clearing.:I .:
The forage ava11abre 1ncluded 198 kg/ha1n a l-year-01d aspen
stand,167 kg/ha ~n an ll-year-old'blrchsJ;and,and 66kg/ha
I I ,!1n'a 16-year-old w~llow stand.Stands greater than 25 years
1 !•_.iPost-disturban~e had less than 10 kg ofbr~se per hectare.
Aspen stands p~ovI~e the most browse 1-5 ye~rs Post-disturbance,
whereas birch ~nd ~111ow stands.prov1dethe,most browse
between 10 and 116 years.Browsing 1ntensit1es ranged from 0%
'I ,!to 561 In most stands,suggesting moose are ,below their habitat:I ,,carrying capacities.The use of browse aval,lab111ty and,I .,,consumption rates to determine carrying capacities and moose-
days of useareld1s~ussed.
i ii
i I •
'.During winter,mOos el (A lees azJes)1n A1a~kai feed Pr1marfly on shootsi.'.I .----r-:""
and,branChes of w111~s (Sali:l;sPp.),paper b1rch (BetuZa f!.GPYrifera).
aspen (Populus tremulJideJ),balsam ,poplar (~.balsamifera).,and cottonwood',
j
~..'.
•.:....T~'.~~::;~;~~':2~:,~.:"::~L...:-_""~.~~Q'1'J'!,~r.~~~iG'f·,.ri:~.;~~lNi~Jl~'t,~W~",'r","1;~:f..'i",\-.....
I
:at<»i@8mtiM.:S::@!l9}§i$!l4WllSe:uw:::;a:;jiShU .==_
~~,W~i;~~':iihflil<!~fl.!l1~~·IW;7;'W¥tf'~
.....
214 215
STUDY AREAS
pattern 3 is primary succession.For variations in these patterns see Viereck
(1975).
Table 1 presents general site and vegetation data for the areas Included In
this study.A further brief description of each follows:
Patterns 1 and 2 are secondary succession andbypoplarandwhitespruce.
The major objective of this study was to compare browse porductlon In
different age communities following different types of disturbances to determIne
the capacity for providing moose winter range.These observations were made on
the Tanana River floodplain and the adjacent Yukon-Tanana uplands.
(P.trlahocarpaJ (leResche and Davis 1973,Cushwa and Coady 1976,'Wolff
1978).These hardwoods are ,frequently associated with plant communities
characteristic of early sera1 stages (LeResche et al.1974,Viereck
1973).8rowse production in early seral stage development is high,and
the shoots and branches of woody browse specIes are numerous and within
reach of browsing mammals.Trees and woody shrubs often grow out of
reach in later successional stages,and thus the number of twigs available
,Is reduced (LeResche et al.1974,Spencer and Hakala 1964).In the
Tanana regIon these early seral-stage plant communities are created by
deposition of sand bars resulting from floodplain processes.by wildfire.
and to a lesser extent by logging or other man made disturbances.The-predominant climax plant communities in the taiga of Interior Alaska are
either white or black spruce (Piaea gtauaa,P.~).
Forest succession and rate of change are determined by a host of
factors.Among these are species composition of the disturbed community,
nature of disturbance.site conditions.and availability of seeds and
other reproductive materials.These factors,acting in concert.produce
three basic successional patterns (Lutz 1956,Viereck 1975).The first
Is termed autosuccession,that Is.a disturba1ce in black spruce,white
spruce,bIrch or aspen results In the return of the same species In
relatively pure stands.Willow,alder and other shrubs are common in
the early stages of this successional pattern.Second,a disturbance in
white spruce results tn regeneration of birch from seed or stump sprouts
and/or aspen primarily from root suckers followed by white spruce.The
1-to lO-year-old aspen and birch stands are highly productive and have
been well documented as providing prime moose winter range (Spencer and
Hakala 1964).The third pattern Is characteristic of the floodplains
of Alaska's rivers,wherein willow or willow-alder stands are replaced "
Uplands
·Wickersham (W).The Wickersham fire occurred in 1971 and covered
about 6 000 ha.Wickersham-I (W-l)is located in an area which was classifIed
as a heavily burned.black spruce stand.Site W-3 is located In a large,
unburned black spruce stand across the fire line from W-l and Is representatIve
of the conditions in W-l prior to the fire.Wlckersham-2 (W-2)is an aspen
stand burned at the same time as W-l (wtllow)and located several kilometers
from W-l.Wlckersham-4 (W-4),the most severely disturbed site.was
cleared for homesteading.Stands adjacent to the clearing are similar to
WC-3.During the clearing,mineral soil was exposed placing the succession
on this site somewhere between primary and secondary.
Murphy Dome (MD).Murphy Dome 1 and 2 (MO-l,MD-2)are located in a
2 000 ha area burned in 1958.
Goldstream (GS).This area burned in 1966.
~r~:"'~-~~\
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.,.--::-----i 1'-__0'.~~
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310 1 ..10 ..11 fI..'IQ •-""
110 10-11,..11 fire IIll'Ie -",
110 $II ......II
_t
1t71 I "",-'"~oj....
'"uo 0 _II III.1/1.••t.)O .......'"
UO •..II 1/1.III.n ,.....,
1»•_II 1111 1/11 1'.11 """""'»..II 1111 1111 ,Ill "'...,
,.1..
n .......__A',..~__"""s-'-'!"_~,_Dr....."-_Tno_oI'__'...._.,"""SU.-Tno'If-"-...I...4'"•__.1.
C'IU ~..~-....
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,&".'"--,~'"--"""'---"'-,,"""1181'''.--511.
l!!JJ!!lJ.
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re'*"••....,.,cI_....'_.r••_••lIt-el....I."-I_
-,.....1..........-,••.-,,lIt".44I..'_1.._1,--
~,
'_11 ....'_orIll_.11 ...., I....T_........1 __1....11 ....,I....
'_11_,.1....111_.11 ...., I....T_I._c1 ....I11 ....Sll_••...,.....,.,..,..flM •...,'00.
..t ..~
TIIIII.I.'...eo ....""""""_.,tl"".,,_'I....
Ill......ta...looll &".51""""....tt.--51.,.1 llro'",T.,.,.1 ,....,5_',""
&".....Il......'.....4'"....~.i.
,,"'•1...--..-,...
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111_1 CI...cc.U....,....,1011 ,IIC-......-41&....05 _II fI..lin J.'.S -1'7
'1oc11_1_''.1
1'_'.1__'_10'...lIo1ll.••4Ille III S$II II ...11 fI...lin I.''''--.-I._S cl~·c.tf....,••..,I.p .1lC-.,...."'"41&I!...11 fI..1_TI.,....-.,
"...-1_n.1I
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111_cll'loellc..fop.'0.",1.,,lit.........4W 100"..II .....-1M'II .-..,en
"ocII'_1-.1_..
11l..t.l......1_....._.lOt ...Ih~••"<MI.sa:ZCl ..II fI..IIll'SII -.,.
_.11'dI
lJ!.t",')-10'--cJ....~.,...llt_.1It-...te,lle •'·1 -....fI..~-'II -.,.locII_1-
........,_1 cI_at.......Itll lot ...110111.-..-770 0
_to
fI..IISII 1'.11 -.,
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......
l
I
I
'218 ''----
Parks'Highway (P)and Elliott Highway (E).These stands are representative
of sapling-and pole-sized hardwood stands which cover large areas of the
Yukon-Tanana upland and were burned 30-50 years ago.
Bonanza Creek (BC).This site was a mature upland forest harvested In
1977.Stem density of the trees prior to harvesting was 323 birch.132
whIte spruce,and 43 aspen per hectare.
Floodplains
Tanana River (TR).Tanana River-l.-2.-3,and -4 represent several
stages of primary successional sequence on floodplains.
METIIODS
'1
219
weighed in order to determine the mean weight per twig.The weIght per
twig was multiplied by the number of twigs per shrub and number of shrubs
per hectare to provide an estimate of the total biomass of hardwood browse
available to moose per hectare.The mean diameters at point of browsing-"-'-_..~.--'-'"
(dpb)and weights per twig (Table 2)were used to compute the amount of..-.."-.
browse available per shrub and per hectare.An estimate of browse consumed
per hectare was obt~ined by multiplying the total browse available by the
percentage of browsed twigs.Estimates of available browse included
growth less tha~4 mm:in diameter between 50 em and 3.5 m above the ground ..1
"(i --""--~,-.
Table 2.The Dla.,.ters at Point of BrllWSIII9 and Twig Velghts of
the Browse Plant Speths Sampled.
"II111ows 1ntlude Port w'llow,till bh..bel'\')'w111"".8«bb will"",
dl...,.,dl..r willow,and ,rlylaar "nl"".
Preference indices (P.I.)were determined for stands that had two or
more browse plant species to see if moose were selecting certain plant
species to the exclusion of others.The index is defined as Pib/P is where-~
DI .....t.r at
point of browsing
aft,(1 s.t.)The amounts of browse available to moose and their browsing intensities
were measured in May of each year after snowmelt.One 10-ha plot was
established in each stand,except the Bonanza Creek area which was only 1
ha.Each plot was considered representative of the stand.The densities.
of trees and shrubs were determined by the point-center-quarter method
(Cottam and Curtis 1956)using 40 points.Four trees or shrubs (160 per
site)were sampled at each point,and the n~nber of browsed and unbrowsed
twigs on each plant recorded.A shrub consisted of single or multiple
stems arising from a single base.'A twig was a sin91e branch less than 4
mm in diameter.usually a portion of the current annual growth.The Shafer
(1963)tw~g-count method was used to estimate the availability and utilitatlon
of hardwood browse.This procedure was similar to that of Joyal (1976).
The mean dl~meter at point of browsing was determined by measuring the
diameter of 25 randomly selected browsed branches of each species.Twenty-
five unbrowsed twigs of the same diameter were clipped.ovendrled.and
--~--=-.::.
i
Brows.spedas
Stoul.r willow
Faltl..f willow,
Sandbar willow
Balsa,.popllr
Cottonwood
BI~h
",pen
Alder
Hlghbush trillb.1'\')'
Willows'
3.6 1.02)
3.8 1.(4)
2.11 1.(4)
4.1 1.01)
6.01.14)
3.1 1.04}
3.1 I.DC)
2.9 I.OJ)
3.0 I.OJ}
3.0 (.06)
Twig Vt.
g,(1 S.t.)
1.021.Dl}
0.84 1.02)
0.56 I.OJ}
1.32 1.01)
2.36 1.24)
1.02 1.04}
0.91 (.DJ)
0.68 1.(4)
0.32 1.1D}
0.6J 1.07)
..;;....-----'\,../--:---
.;.~'f.t:;.,•.:,--".----i"'L I '-PI'"'ea&\t~
220
RESULTS
Production of Available Browse
Figure 1.Amounts of woody browse available by
species 1n stands of different age classes.
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!11.::"I.-.......~_Ii r.i a
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I Alpe~eWillowoBirch
8 12 16 20 24 28 '74 78
Age of Stond (years)
4oo
20
40-,0
C
::Jo
E
ct
o
~20011:i:I''
:i ieO~
.D
.!:!'0
~120..
..100~
m eo>-'t'j 60
Pi!!.Is the proportion of the lth species in the diet.and Ph is the proportion
of that species in the stand.Preference 1ndices were computed using three
sets of data:number of stems.number of twigs.and biomass.These,computations
gave somewhat different results due to the large dffference 1n nurilber of
twigs per stem and weights per twig.
Tree and shrub densities and production of available browse are shown
1n Figure 1 and Table 3.Thes!results are presented below Bnd organ1zed
"by stand type.
Tae ••1.'M......ttll Ultltnlta _~fNfa~OB b,Sp::lt.tcan fOIl'\lIJlcft41aell 'lail '16'8 SUn lib thQ f6Nl:Q:!l,.'YW O,..tA9I15 ..-ee.oUIld.G
'n'~t"*,,l1
SIlM1lI 'hoI'"f_f ...............Ir"Odt",f_,IS eet..or'lial~It)!
5,",,1..IN>.-...UII>'01 ...11...101 coo.-I.~"r oI!lIC.0"Site "'"(l $.1.1 Ii S.I.1 -.W bi,kt!fWI o k,I --....blip '.tClltGU
~_I ·11 Will ...11011&6.1(0.11 U 4S.!!IS••141 54 l.l 1.&1.1.......2.OD 3.310."J.a I.'0 Ii 0 0 0 I
.1....2.031-1.110.'1 J.B 7.1 •0 0 0 0 0
I!Illte._..!om.Il 8 ..L ..!L ..!0 ••0
10.118 111.1 15.5 iicle
~_,...II....'.01lIIl IM(MI 18.1 U .•4.1 I IS I ••..,0••
um...••no UIO.II J.e l1Il.1 Z••10 zo '.1 1.1 1.1
...11fI •...--1.2!!!l 61 &..L ..L ..!!..0
15.6111l,Z411 111.1 1.J ieO
CoI.1ind •11 Will •11.751 S.Slo.SI I.'SI.'0 •0 ·N
N
.1....I'll J.o(1.51 S.I 1.1 0 0 0 N
lI't.",aar ...L!I£!.J(O.'I J.f ...L!a I 0
lS,zlonal J'J.'
1111.'II...,~......4.nl e ••0 ••......I,ISI •• I •0 I •"'.:~....1"'•...-.!..m e e •0 0 0
1.111l1,0a71 '\
h .....I....,.1 ......1,"1 0 I 0 0 0 I
.:IS .1.....Zll 0 0 0 0 0 0...,"'.--l!i 0 ••0 e a
1.IM
,....NlflooOI'oI ..-l.mll"l a 0 0 a I 0
<10 "'-II ,IZOCI.ml 1.010.01 1.0 11.1 9.1 n 71 0.7 0.'O.S
.......creo!!>1 gird!-!!!!1!!J.7t.4(S.11 40.1 .!.l 11 !!.'Ill l.l 1.1 1.1
11,911 11.1 IS.O i04i
!.;,'
\--'---'
IIJ
TaIlII S.,..lIa1lUt.,.U..llu........1_,...,........b,,-I..,.....1....eM fl_Pl"'"Sit..I.lIlI 1_11_DrI'..91-C'O.'......
511.....'f_'tI'
,.",......,....,....f ...........1.....101 '_r It CIlIta....MtI'~
Site "'"Spec,..III .-...lIoa.oI .'."lble,C".,11_'"teatl,0'no.at:11 U.I II I.E.I Slo .....'I ....k,....t,I 0CCIIrl'IMI .'-C.'il olaM"./1_11_1
~'~'I.S00'"111 ..,wm.••281 J.llo.sl J.I 11.1 5.'M 1.1 1.0 1.0
~r ••UClt J,JJ1 S.1(o.51 1.1 11·~7.1 1.0 sr If D.I D.7 1.0
"'''IIOPII.L.m 1.0(0.11 1.1 l(bY....L!"'8:0<,1 14 I.D \.'1.0
14.04&(S,07S1 :It.a 11.1 i-51
11_1'_1 ..f.m..,_m ..10,eM'S.I(O.II S.O (IL».I D 0 a_••m..s.al4 !.Slo.11 1.0 t(U 1.1 0 a a
.....popll.!.!.2!.I.4(O.SI S.Z ",'.k !.!9.I a N •11.16111.11411 -47.1 0 a Nw .
fl_I'__I
•10 f.IUo'_til..t.W S.llo.lI 1.1 25.7 I.'11 I'0.1 1.1 1.1 ~5_.wll1..S.411 JoIlo.1I I ••I,el 1.5 1.1 40 IS t.o 1.1 Z.I
.........11.!..m 1.'10.51 t.1 3f~.!!:.!...-1.....!I D.S O.S o.Z
17,Hll(l.SSDI SO.D 1.0 i.lI
fa""I'..,..'."f.ltlo'_m ..11,"21 S.lll.SI Z.I 19.7 U l'19 a.'D.'a.'SIaItbIr .e 110lll 1,170 1.010.7 I z.a 7.a I.'u so 19 1.7 1.1
.....,."I.r 1,170 1.'(0.1'1.1 10.S 0 I 0 D a a j.....-2!!I.SlS.1I S.I ..u 9-9.D "17.S11(1lII1 ".,ID.I i-z...
1
t .......at..,...,\,'18 hlt_PGIlllr 1,11&a a a D •D'1-7.641 1.110.11 D.I 1.1 •D D'oltt...,w,ttClllt -!l!0.110.11 2.!U 9.9.D9,llI(SOII 1.1 D 1 D I
!_J i.~...
--
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.,-:;'\
/,r~_
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--.~-_.~,.•-..--~.
...:.......--;-..;.::.~_.~---'------,~...~'.z,.:...._..:....-~-"'
224
...""Ir
225
I ~j i!l:i~!~~~~~~~~'~~il~I ::::'"~~'"A ......
J !~II J~.!
i i .!i i I f!.f-~!.~_'Ii!J1!1:"-f _ ,
o'l:!:;llol -t.1i :;oI:;;tf
~I ..;,.....i j:,c
'";;:;;
.!5 I I J!l!!
----...,""""-e !!!!i
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ca:'00-:...:
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f E~'I
f ..fi1\~I ...-,-,b
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:iI,..'e i ..
!:--
.!;'1-:~..~.!~
f li:-
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c ' _
j 'll~/!._-..-..
:1
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C!"1"!-..........000....
ei";.
9:!!
:II!!l:!I :I
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....4"-=•..:-.:-..
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., ,
Ill"·
a.a ef!:!
.&
....:j"..a:i '.v--
...."'J-:i2lqji
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o •Dlo
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I
\ I Uplands
Wickersham:In W-l (wIllow).browse production increased from 6.5 fo'
'I \
44.1 kg/hat 3 to 7 years after the fire.All b~se consIsted exclusIvely
I I'
of post-fire vegetative sprouts of Scouler trlllow.The increase in productIon
I 1wasduetoanincre&se in number of shrubs for the first 5 years and anII,,
increase·in number of twigs per shrub for all!7 years.
Browse prod~ct~on in W-2 (aspen)was greatest the 1st year after fIre
1 I
(198 kg/ha).decreas~d to 113 kg/ha 4 years after fIre.and Incrf8sed to
134 kg/ha 7yearl af1ter the fire.The high Pro.ductivity 1 year after fIre
1 .,
was due to a large nUmber of stems with one twig/stem.whereas at 7 years
Ii"•the number of stems\~ad decreased.but the'n~er of twigs per stem had
.' I
increased to 6.4.This stand or.iglnated,from.",root suckers •,I i
N-3.the unburned stand of black spruce;supported 489 willow shrubs/haII..• . I
The blomass of avalla~le b~se was less than 10 kg/ha for the 5-year
sampling period.IThe\number of twigs per shr~b In the unburned stand
i i
varied from 13,to \19 ~ompa..red to 68 twigs/Shryb In the 7-year-old burn.
I .
Some of the shrub~ha~branches 5 m high and were out of browsing reach.i .i
W-4 (birch clearing)had 11.065 stems/hat 7.645 of whIch were birch.
I I I
The mean number o~tw~gs per birch stem was 19.7 and yielded 153.7 kg/ha of
i ibrowse.Willows.aspen.and alder yielded another 53.6 kg/ha for a totalI1."
of 207.3 kg/ha of b~se.This stand resulted from the establishment ofii'" "I·,".I,seedings and was the most productive of all stands sampled.
Murphy Dome:\Br~se production in Mo-r w~~66 and 60 kg/hat 16 and
! \
19 years post-fire :respectfvely.Productfonof willow and birch b~e\i
decreased from 66 tb 52 kg/ha during the 3-year period as alder made up 8tIi,
of the woody browsel in !the older stand.White spruce wa~also becomIng mo~'
predominant in the ~ta~d at 19 years attaining a'density of 3.334 stems/haII. . i I
. I
I'
I
i
~..--;.F •.•»•••...:,-;--;;-;;.::;;.-,-.%-_.---,i I..==zzcuz.ww.ac.stC&&MaU:J44£J&SltiMUZSCC •zg D£&JJ4aaW44AJ&zFUliWCZ:d caeecEltih_.....41
I
\'i,''','.,.,,,.,I~_.u !It!,eep iPNiilildS21..1JUl4t !til
"~~~~ir''''''''~m1't:llWJill({iL "..',,,,,~r.M1l1_:]in1~,,~j \w;~WiL::~~J/il":,,1.#t .,;",;",;ypJiaemk ait -;,k ~..J.oo_..-·..·~~·~-.- "••
____"...•"~_4_._""'__'-:"'_'."'.__--L........_""._••__
....""I\If
226 227
and &height of 1 to 2 meters.
At MD-2,browse production was 119.7 kg/haG The number of willow
stems per hectare was greater than birch,but the larger number of twigs
per stem (18.3 for birch and 4.7 for willow)resulted in a greater production
of birch browse.Alder was not present in the birch stand.but white
spruce density was 3.906 stems/haG The birch stems averaged 6 m in height;
consequently,about 25i of current annual growth less than 4 mm fn diameter
was above browsing height and was not included in the sampling.The browse
at both Murphy Dome stands resulted from seed.
Goldstream:This ll-year-old willow stand had 25.9 kg/ha of browse.
The majority of this was produced by three species:grayleaf (Sali%glauca)
feltleaf,and dfamond leaf willow (s.ptanifolia).none of which were
identifiable to species at the time of sampling.Birch and poplar were
less dense in the stand.Spruce seedlings were abundant but all were less
than 30 em tall.
Bonanza Creek:This stand had 11.820 aspen stems/ha yielding 11.8
kg/ha of browse.T~ese stems were root suckers and were about 1 m hi9h.
Birch regeneration was from stump sprouts which averaged 39.4 twfgs /stump.
Birch seedlings were also present but were less than 10 em tall.All
browse sampled in this l-year-old stand was above snowline and available to
moose as forage.
Elliott Highway:This SO-year-old stand of birch.alder.·and white
spruce had no browse within reach.The birch had a d.b.h.of 6 to 8 em and
8 height of 6 to B m.The canopy was closed.and there were no other browse
shrubs fn the understory.
Parks H1ghway-l:'This 35-year-old aspen stand had 6.618 stems/ha;
however.the mean d.b.h.was 10 em,and the nearest twigs were 5 m from
I
I
i
I
the ground.The stand had grown out of reach of browsing mammals.and
there were no other woody shrubs in the understory.
Parks H1ghway-2:Trees in this homogeneous.70-year-old aspen stand
had a d.b.h.of 20 em;and the dominant trees were 21 m.No twigs were
within browsing range of moose.and there were no Moody shrubs in the
stand.White spruce Mas present in the understory.
I
Floodplain
Tanana River:Browse production at the TR-l increased from 39.8 to
49.9 kg/ha between Band 11 years 'of age.Feltleaf willow was the most
common species present with sandbar willow and balsam poplar also present.
Alder was also present in the stand but did not show up in the sampling
until 11 years.The number of twigs per stem varied from 2.4 to 5.0 for
all browse species.The number of stems per hectare and twigs per shrub had
not changed from g to 11 years which suggests that maximum production of
browse had probably been reached.Most shrubs Mere 2 to 3 m tall and
within browsing reach;however.about 51 of the feltleaf willows were
taller,than 4 m and out of browsing range.
The 28-,ear-old alder stand.TR-2,produced only 6.4 tg/ha of browse.
6.1 of which was alder.The alder'was 4 to 5 m tall.and the poplar was 9
m tall.All poplar twigs were higher than 4 m.Alder and poplar had taken
over the stand Mhich presumably was dominated by willows in its earlier
succession.
The forage available at TR-3 (willow)Mas 112.5 and 98.2 kg/ha at ages
16 and 19 years.The number of willow stems per hectare decreased substantially
between 16 and 19 years.while the number of alders increased.This
suggests that annual productivity 1s probably declining.The method
,--_.,,",,---,_.;::'.\
e--~....~~~.._.........__.....""_...._..._........;..._.,.;.,_..;;.,-::.,-~----.;:;.
~..--_:===......._.-~~.
~~
,
'---,',liII"'---,:JU
--'-_.'.;.~..-...
229228
used for sampling the 16-year-old stand differed slightly from the method
used for the 19-year-old stand.This may have resulted in an overestimate
of the 16-year-Old stand and may account for the large difference in available
forage.The decrease in forage available was real however.as evidenced
by a large number of decadent willow siems.
The formation of the Tanana River stands (primary succession)was a
more complex process than those resulting from secondary succession on the
upland sItes.The majority of shrubs on floodplain sites are believed to
be of seed origin;however.an unknown percentage are of vegetatlv~origin.
These have resulted from production of new plants from broken branches
deposited and burled during periods of high water.Shrub origin of,thls
type is similar to seed reproduction In that the plants must establish root
systems.The other exception to seed origin is that sandbar wllloW:and
balsam pOplar can expand vegetatively by root suckers.The point to be
made Is that shrubs and trees of seed origin do not have the advantages of
sprouts which arise from established root systems with stored reserves.
In the aO-year-old poplar stand.TR-4.browse production was limited
to 4.3 kg/ha of alder.The poplars were 20 m tall with a d.b.h.of 20-25
em.No other woody browse was available in the understory.
Browsing Intensities and SelectiVity
Uplands
Browsing intensities and preference indices lire shown in Table 3.
Wickersham:'Browsing Inten~lties it 11-1 (wfllow)ranged from OS to
45%during the 5-year sampling period.The heaviest browsing intensity was
at 4 years.the lowest.no browsing.was at 6 years.During the years in
whIch browsing was recorded.671 to 771 of the shrubs had been browsed to
....'"'II'
I
I I '",i \some extent.Most shrubs which were browsed had less than 50%of thefr
1 l'available twigs cli~ped and rarely was 1001 of th~twigs bft'a!given shrub!
,I I ,:
removed.This w~s ~rue for all stands sampled.
\:.
Browsing intensilty in W-2 (aspen)was 100%1 year after the fire;
however.this wa~dJe entirely to snowshoe ha~s (lepus ameri4anus).MooseII",i''!'browsing intensity was 19%at 4 years and 0%at 7 years.\dBrowsinginien$~ty in the unburned stand.11-3.was 34%a~d 8%at 75
,.!j :..j 1and76yearsres~ctfvely.then decreased to 0%and 1%for the next 3
" I Iyears.I,
I i
:I,.".'.:::IBrowSlngin~ens1ty at 11-4 (birch dearing)was 231.A preference was
shown for aspen ion~ed by Scoulerwlllow'.birch.and alder.i This was theI ,
only stand inwhl~h ~lder was browsed.,,
Murphy Oome:IB~Sing Intensities at the MD-l.16 and 191 years.
wereB%and 26S rbs~ctlvelY.At HD-2broWsing intensity was 6%.Preference\f ....
1 i
Indices showed a aeffnite preference fori willows in the birch ~tand.r I .,
IIlllows consfsteJ of!Scouler and feltlea'f willows which were b~sed at
I I ,"i ,..';equal Intensities',.When using the preference index computed by number of, I '
stems.however.J pr~ference was shown for birch in the birch ktand.TheI\"",idifferencesinre~ul~s are due to a larger nUlliler of twigs perl stem on
birch as compared(wi~h willow..):
Goldstream:INo\browsln g by moose was recorded lit the ll-~ear-old
stand at GOldstre~m.Browse was plentlf~l i~~his stand and w~thin reach.
i i·.',but no browsing w~s r,ecorded.There was no evidence of browsi~g durfng the
previous two wintlrs.1
:i
Bonanza Creek:Browsing intensity at the'logged stand wa~81%.Thfs,I
was the highest bfowsllng intensity recorded.,A ,.lfght prefere~ce was shown
for birchi howeve~.bfth aspen and birch were\bruwsed at higWi~tensitles.
'j
.\"ii,I~~'.',,',~~_.MMii&\£....*!H'd
--_...I ~L '''''''l.'''_
.,.....
.__...._..__._.._1
230
.~o browsing by moose was recorded in the adjacent unlogged 130-year-old
stand.
Tanana River:Browsfng intensities at TR-~ranged from OZ at g years
to a maximum of 56~at B years.Preference fndfces showed sandbar wil~ow
to be a preferred species;however,feltleaf willow also had a preference
Index greater than 1.Poplar had a low selectivity value,and alder was
not eaten.No browsing by moose was recorded in
TR-2.
Browsing fntensities at TR-3 were 55%and 131 at 16 and 19 years,
respectively.A slight preference was shown for feltleof willow when the
stand was sampled at 16 years with tall blueberry willow,park willow,Bnd
poplar consumed to a lesser extent.Sampling was conducted before budbreak
at 19 years,so tall blueberry and park willOW could not be differentiated.
~o browsIng by moose was recorded tn the SO-year-old poplar stand,
TR-4.
DISCUSSION
Species Response
.'
Production and utilization of browse is determined by the interaction
of prior stand density and composition,regeneration characteristics,
growth rate of browse species.site conditions,nature of.dlsturbance.and
the impact of browsing on the vegetation.
Aspen.Aspen was present in three of the upland stands.It occurs on
relatively wano,permafrost-free,upland sites and is uncommo~on floodplains..
Because of its abf1Uy to produce root suckers following death of the
parent stem,substantial amounts of browse are produced the first full
growing season following disturbance.Density and distribution of stems in
.-"'"_..--~,-
--I
231
young aspen sucker stands is relatively unfform compared to the aggregated
or clurepy nature of bfrch and willow stems of vegetative orfgln.The
genetfc composftion of sucker stands is such that one genotype (a clone)
\may cover a large area.For example,clone sizes up to 40 ha have been
reported fn North Amerfca (Kemperman and Barnes 1976).In the other major
browse species,each stem or multi-stemmed group is genetically different.
I
These genetic patterns could have significance with regard to selection and
palatability of browse.Aspen seed reproduction is common in this region.
but pure stands resulting from seed are not known.
The Wickersham aspen stand (W-3)exhibited the classic response to
fire.The browse available at the end of the first growing season was the
greatest observed in this study.By age 7,stem density was reduced to
about 101 of that at age 1,while available browse declined to only 681.
Maintenance of browse availability at higher levels is the result of the
formation of lateral branches in older stems due to browsing effects.Few,
if any.lateral branches are produced by l-year-old aspen suckers.The age
at which browse is no longer available depends on site quality and other
variables.Observations made fn 17-and IS-year-old aspen stands Indicated
that the lowest branches were 2 m from the ground and 75 percent of the
current annual shoot growth was over 4 m above the ground.The 35-and 60-
year-old aspen stands produced no available aspen browse.
In the severely disturbed homestead clearing,W-4,aspen occurred as
wfdely spaced single stems suggesting that they were of seed origin.
Observations ~de fn this study do not allow a comparison between browse
production in seedling and sucker stands,however,our observations elsewhere
fn this region suggest that seedling growth is ~ch slower than sucker
growth and that 3 to S years or more are required before seedlings are tall
,,
,~.._.==-,,-.-;K~""':--~...····=----~~-~y------~~l;:_~
232
'~i,;~QAii~i:iE'\);--,~.~--=--.c~~-=__.3
.,......
233
Aspen,Veoerellv.Fl.producllon
-?
enough to provide winter browse.The result of slower growth would be to
offset the·productiv~perfod by this number of years.Relative rates of
browse production by seed and vegetative growth are summarized in Fig.2.
c>
.ao
15><t..
WI
~o..m-o..
C::>o
E
<t
.~
'0
";
a:v..J !J !J J I !I !I ~tr !
o 4·8 12 14 1822 26 30
Years
Ffgure 2.Rates and relative amounts of browse produced by aspen,
willows,and birch by seed and vegetative growth indifferent
aged stands.
Birch:Birch,which occurs primarily on upland sites,was i major
component in six of the stands examined.It is also found to a limited
extent in older successional floodplifn stands.Birch has a wider tolerance
than aspen in that it occurs on the same sites plus somewhat colder sftes
(Gregory and Haack 1965).
Regeneration of birch occurs from.seed and stump sprouts.Stems
resulting from vegetative reproduction of birch Ire fast growfng and
produce moose browse at the end of the first full growing season (e.g.
,.,
I
i
I.,
"I
I
~l
I
·l
i':1
I.
!.
sta.nd BC.Tabl~3 and rig.2).The structure of the stand is one of ~ultf-.f-i
, i
stl!!1lllt!d clumps \ari~ing from the stumpS!of e~r1i"r m8ture.~~.The··t:ap,1~1
.Of II1ature b1rc~\to\produce pOst-disturbance is prouts decreases after 40-60
years.and by age 100 only about one-half Of the cut trees appear to produce
!i
basal sprouts (b.Zasada.unpubl).
I.1
In or~er:Ito obtain stands withe 'structure and densit,y simflar to
aspen.itis ne~es~ary for seed reproductionito fill in the gaps between
i !-
the-llkJlti.stenrJdg~OuPS.Birch produces v~h quantftiesof seed at frequent
!i -.-.-...intervals (Zasa~a a~d Gregory 1972).Establfshment'of seedlfngs is greatest
on Illin~ral soil l,but\CilROCCUr on disturbed o~ganic matter.Growth of
seedlingSiSS1~er\than sprouts.Unpublished data collected at Bonanza
"i,Creek Experimen~l ~orestindicated that average seedling height in clearcuts
was about 70 em rnd\maximum hefghtabout 1.2 III at age 5.Birch sprouts in
the same area av~raded 3-4 m.
i,I ..Available lI100se browse varied from!4kg/ha at the l-year-old Be stand
to 154 kg/ha at ~-4.\No birch browse was 'available In the 50-year-old birch
I ,
stand.With the\exc~Ption of stand W-4.broWse production was mostly
produced by spro~ts.\At W-4,the most productive in terms of available
,i ...'..birch browse,th~st~nd was composed entirely 'of stems resulting from seed
regeneration.JJ Olhemeyer (pers.communication)recorded an annual productfon
;J
I I_of from 79 to 1511 kg1ha of browse In 25-year"-old birch stands on the Kenai
National Moose Ra~gel
1 iWillow:Wil~ow~are primary forage'sPecies following disturbance in
---.I I ,:j :
black spruce commUnfties on uplands and on newly formed sandbars of flood
'i Iplains.Althoughlthere is some overlap in species compOsitfon betweeniI.._..up~ands and 10wlands.1 the sites in this.stud,-had only feltleaf wfllow
occurring on bothlgen~ral types.Willow standiformation on aplandS followfng i
I I
\'\I '
·.~'\..,.•,
234
1(':1.7.,0"I!":'i-....,.-....-_------....'-..6lii.i .M =_............."'.u _
........,
235
__..LI
Table C.Il!!sponse of lllllows at Tln.n.Rhe....l SIte to
R!IIOva 1 of 1Ibo""..round Stees.R.C
production were determined in Hay 1975 (befo~cuttIng),Hay 1976 (1 year
after cutting),and Hay 1978 (3 years after cutting).
Cutting resulted in a 36%reduction in the number of willow stems per
plot after 3 years.The number of shoots per shrub increased by 29 and 56t
1 and 3 years respectively after cutting.Browse production was 82t of
predisturbance condition after 1 year and slightly greater 3 years after
I
clipping (Table 4).i These results indicated that the specIes on this
floodplain site respond in a manner similar to that of willow on uplands •
fire tends to be predominantly from sprouting.Sprouts can altain'heights
of 50 to 80 em in 1 year.while seedlings take a~least 3 years to attain
this height.Stand formation On floodplains is a mixture of stems formed
from seed and buried branches.In the case of sandbar willow,addItional
stems are produced by root suckering.
On upland sites.where Scouler willow predominated,stems were available
above snowline the first 2 years after fire,but these were completely
.consumed by snowshoes hares (Wolff 1977)~Four(.years after the fire,
browse production was twice as great in the burn as in the unburned stand;
7 years after the fire,it was five times greater.Willow browse at MD-l
(birch)was less than at W-l (wIllow)and probably reached peak production
between 15 and 19 years post-fire.It is projected that browse production
In W-l will peak between 10'and 15 years after the fire and decrease by 20
I
Tlln
lIne,
tuttlng
Stetl!l
per
plot
T"lgs
per
Ihrub
.!'OWI'
per
plotll
years.
At TR 1.a flooplaln site.browse production increased from.8 to 11
years,and it appeared to peak between 10 and 11 years.In the adjacent
28-year-old alder stand,TR-2.willow production was negligible,and alder
was domInant.Alder was Invading the l'-year-o'd stand,and It is projected
that TR-l will be domInated by alder and balsam poplar by 20-25 years.
A sImilar pattern of production and succession was evident at TR-3.
Production declIned between ages 16 and 19.Alder was beginnIng to Invade
thIs stand;according to the predicted successional pattern for the flood
plaIn.it will dominate the stand along with poplar in the next 10 to 15
years (Viereck 1970).
In unpublished work we assessed sproutIng capacity (rate of secondary
succession)of floodpliln willows by conducting •cutting study at TR-l.
All willow stems were cut from four.l00-ml plots.Stem density and browse \
II
I
6,,,
Before cutting 253(C2)Y 1.9(.3).37(.02)
1 151(2C)2.C(.C).301.01)
3 161(27)3.1(.S).CO(.05)
lI"'ltlply by 100 for tg/ha.
Y Shndtn!'rror of tile '"Un of parentlltsu.
Browse Preference:Browsing preferences were difficult to obtain
because of homogeneity of stands.Over the 4-year sampling period at
TR-l,a preference was shown for sandbar wIllow followed by feltleaf
willow and balsam poplar.At TR-3,feltleaf willow was preferred over
tall blueberry willow,park willow,and balsam poplar (Table 3).
Willows were preferred to birch in the .ixed stand at MD-2 and W-4.In
Quebec,Joyal (1976)also found willow to be preferred over aspen and
birch.In the one instance where aspen occurred in mIxture (W-4).it
_....-U....~....-.-=4i&1l&2
~'.-~--._~_-.:.~..:.......,--~
236
.~:~......----;-
"'.
237
~'"~
was preferred to bfrch.Oldemeyer et al.(1911)found that alder and
birch supply hfgher wfnter levels,of protein.but wf110w fs more digestible;
because of variation in nutrients.trace elements.and digestibIlity
among species.they'suggest that variety fs important in the dfet of
moose.
Preference for a species was dependent in part by its abundance in
the stand.When willow had a low frequency of occurrence,it had a
hfgher selective value than when ft occurred in higher densities;'(Ffgure
3a)."Preference fndfces using number of stelllS.branches,or bi~ass
gave a similar result.The same pattern did not,hONever,hold for
birch (Figure 3b).Small sample size prevented statistical analysis of
these differences.
....
4 •(A)~,,,
(BI Birchc:-:3 1 ---••u 2c •OJ I ••••..•~0 ! !.!,•..0 20 40 60 0 20 40 60Q.
%Composltlon In Stand
Ffgure 3.The relationshfp between percent composf-
tion in the stand of willows (A)and bfrch (B)and
moose preference indices.
Due to low browsfng intensitfesfrt most stands throughout this
study.it was difffcult to obtafn a quantitatfve measure of browse
preferences or even stand-~pe preferences.Browsing fntensities were
high at Bonanza Creek.but thfs was 8 small stand,and stands wfthin 200 m
I'
I
I
/'
.!
,
Ii'"experfenced lower browsing intensities.In larger stands such as the
i I _..i
Murphy Dome or Wfck~rsham sites,moose ,had u~limited forage and could be
ii''more selective.I In,fact in W-2 (willow)browsing by moose,was not
I I .,:
recorded at 7 y~ars.but browsing in W~l (Willow)was 19%.On the KenaI
i i .,"iNationalMooseRangewheremoosepopulationscare high and food is limIted.iii.all ~r~se p1an~sp~cies are consumed at high levels (Oldemeyer et al.
i :
1971).Similar 'observations were made in McKinley National Park from
1915 to 1978 Wh~re ~!hi9h moose poPulationh~~been browsing over BOlor
!Ipreferredwillow!sPicies (J.Wolff,unpubl).,
Using data ~n ~hiS study and unpublished olservations,we have
I!:,:i
attempted to list.~e browse species pref~.~nces.Sandbar willow is theI.1 ..,
preferred spedes fl:111owed by other willow speetes,birch,aspen.cottonwood,
I I'poplar,highbushlcra,nberry,and alder.'Willow species,which are COlmlOn
\\"':
In Interior A1as~a ard are used extensively by moose,include S.aLa%enaia.
s.planifoZia.a~d if arbuaeutei.dea (Milke 1969,Hachida 1979).Alder
I '."
was reported consume~by moose along the Colville River on the North
!I
Slope of Alaska (Coa~y 1974).
i I
In this study,no attempt has been made to determfne palatabilityI\•"".i
of indfvidual shrubs!other than developing 8 !p.reference'Index for eachIi,",,i '.spectes.Nonrand~b~sfng by moose on Individuals within a species has.ii,
been suggested bYllle~eseche Dnd Davis (l971).and was tluantlffed by
i i
Machida (19.79).'The !Inutrient content.dfgestib..ilfty,and inhibitoryI·.'.icompoundswhicharep,resent in dffferentconcentrations in differentII"\species and between shrubs within a species have an effect on palatabfl ityII;\:':
(Cowan et a1.19sq.O~demeyer et al.1971).Shru~s which have b~n
I I,i "browsed for several consecut ve years may contain inhibitory compounds,I
which reduce pala,abi~ity and inhibit further'browsing;however,Hachida
.•._..-'.....__.......-.•..--._.__...~...~.......__..~.-:..-~.:=..:.:....::...::.:::.~-=.:=-~••-;,,1:.-....\ij,.::;;,.:.;.~'i.:'~J.~lam;..:I;.::.·l't.'i...'.',i·.J•.,.,I ._O•.,',':I ,;.:',;_~-..;!;ll"t.·'iIi:'"
238
I
I
I
-~_....~~-----=.-
""-...
239
Figure 4.Maximum and adjusted carrying capacities and
amounts of browse consumed by llIOose in each stud,y area.
,
considered a generalization and should be further adjusted to speclffc
stand conditfons.
.Moose population densities during the period of this study (1972-
1978)were not measured for the study sites.However,during this
period populations were generally considered very low (Coady 1976).The
implications of these low populatfons to browse utilization are two-
fold.The ~ost obvious is the relatively low level of browse utflized.
During the course of this study,all areas obSl!Tved had been browsed to
some degree during at least 1 year.With several exceptfons,however,
Moole days/heclare
4 8 12 16 20 24 28 32 36 40
iii iii;iii I i I •iii I i
u.o.fmum CDrt"Jino CapaeU,014"""''"0 IOO~...ailabll
b<'o....il palatabll)
17':1 Allj..-tl"Carr,i"O Capaelt,
""'"'TS~PolalabllJ
• B......Aclual1,Conlume"
~7/21 I,/
~
Wickershom-'
Wlckershom-2
o~
3..
S
&
7
I..
7
TS
76
Wlckershom 13 7T
79
TV
Wlcker.ham-4 II
Murphy Dome-I ::
Murphy Dome-2 19
Goldslream 1/
'8
Tanono Rlver-'l~
1/
Tanana Rlver-3 :;
Bananza Creek
(1979)found that moose may select the same shrub for at least 3 consecutive
years to the @xclusion of others.Therefore.only a portion of the
biomass of browse availabl@ in a stand may b@ pilatable to·moose.
Carrying capacity and utilization of browse in a stand'was computed
using an av~rage daily consumption rate of 5 kg browse/moose/day (Glsaway
and Coady 1974)and recorded in moose days per hectare (M.D./ha)(Wolff
1978).Carrying capacities and utilization for 811 stands which produced
woody browse are shown in Figure"and Table 5.Maximum.carrying capacity
15 based on a dany conslJ1lption rite of 5 kg/moose ass\lllling all browse
available is palatable~In this study,a maximum browsing intensity of
56%was recorded.On the Kenai Mattonal Moose Range,J.Oldemeyer
(pers.cOl11T1Unication)found that moose-which were taking 85~of the
available browse were starving and were undergoin9 high over-winter
mortality.In McKinley National Parle,I recorded a brOlfSing intensity
of between ~and 90%;calf production and winter calf survival there
were low (S.Buskirk,National Park Service,McKinley National Park.
Alaska,pers.comm.).Therefore,at a browsing intensity of between 60%
and 85%.moose are probably reaching the carrying capacity of palatable
browse.Based on these figures and observations,we have adjusted the
carrying capacity of palatable browse to 751 of total browse available
which probably represents the'crltical threshold in most stands below
which moose can still select palatable browse.After 751 of the browse
has been consumed.the remaining browse is not only less nutritious but
more scattered and energetically more costly for the moose to locate and
eonsume the remaining 25%.The maximum sustained browsing intensity
whIch a shrub can withstand is prftbably between 50%and 751 (Kreftlng et
al.1966,Wolff 1978).The 751 adjusted carrying capacity must be
~.;---.-~r"~--ll ~..".:..,....,----T·::'"
.'~.I.~ifAf.Ilt1!!'w~iiiJ$"''"1(rl~~}"'f~l®.'1~~Ei~i::......
'~~:;'..:;C"..t[e~':~t,,r,
",,,'''C:''fl~""":.cie:•...,,,~.",.....--.','•..-l---................~__~.~,J"~~.k;~r ;';g~i'~;,~'~'~-';1.!~~~ii·,:.1'\',,'",,'",'.':'i'','.-----....-.~,-.-.-.-,'---'--'1.,.......i1t~~,....;'l;k-ml~~4',I ,':tJllf:Wi~.~,.Ji'l/;~r.:(;'?J'.jj;;,.,"'j..-,.';",:.",'.J ..l.·"it:-,'....,:,:{.,;"..,..,.\',:.... .~:,i~""..":'l fif.~{'.,.,,',>'liY :'~;"?'?:<~'rl!?t"",~',',...".".'.:;,.;,
"",,',c-':c':'",,,.....•#~_.'R J U II ._~I,I '-----.•:.....,..
,
240 I:
Ii
Tlbll 5.CII:1:"V Clpeelty IIId lrowsl IItl1bltlOfl for SlIDCtIcI Uplalld llId Flood Pliln l.
ISt<llIds In the .....Rt ..r Drllnag••!
....1_Adjustlcl Tot<ll
If'1lWJI carryIng carryln;browsl Actull
...f1lbll capeelty tlpeelty eons..-d utl1lutlOfl
St<lnd Ag.19/hl 'I.O'/hl 1l.0./hl 19/hl 1l.0./hl
iltehrsh_l +3 G.5 1.3 1.0 2.'0.8...19.3 U 2.'8.7 1.7
+S 28.5 5.7 4.3 7,4 1.5
+S 37.1 7.4 U 0 0
+7 44.1 8.8 8.8 .8.4 1.7
Vlettrth&l>-2 +1 198.4 39.7 29.8 0 0
+4 112.'22,8 17.0 21.5 4.3
+7 1)'.2 2&.8 20.1 0 0
Vlettrth_3 +7 '.5 I.'1.4 3.2 0.6
+76 '.5 1.t 1.4 o.e 0.2
+n 1.5 1.7 1.3 0 0
+78 8.6 1.3 1.0 0 0
+79 8.3 1.7 1.3 0.8 0.2
Vlet...halll-4 +11 187.0 33.4 25.1 44.e '.0
Ilurphy 1krnt.1 +18 85.9 13.2 •••5.5 1.1
+1'S2 ••10.5 7.'IS,S 3.1
Ilurphy 1krnt-2 +"11'.7 23.'17.'7.3 1.5
lloldst.....+11 35.9 7.2 5.4 0 0
Tlnlna Rlver·1 .8 39.8 8.0 8.0 22.4 4,5.,47.8 9.5 7.1 0 0
+10 SO.O 10.0 7.S 8.0 1.8
I+11 48.0 '.8 1.2 10.5 2.1
Tlnlna ftlvlr·3 +15 112.5 22.5 18.'81.7 12,3
+1'82;7 12.5 t.t 12.9 U
\80nanti C....t +1 1 15.1 U 2.4 13.0 2.6 I,
J
241
browsing intensiiiesiwere generally less than 50 percent;and in four s~nds
no browsing was dbse~ved.Although carrying capacity fs:not lnown for luge
i l ..!..!
areas within this region,the data suggest that moose have not been food-i I . ."'
limited,and IllIcfi,wi~ter range is not being exploited.
I,'IiSecondly,mdde~&te browsing intensities·on trees and woody shrubs in young
!,:1
stands may actual~y ~ncrease the amount of browse in future years (Spencer and
,""'!I:I ..IChatelaIn953,Krefttng et Ill.1966).Wolff ',(978)observed that browsing has
j I
a pruning effect in ~hat browsed branches produced more vegetatIve growth the
:Ifollowinggrowing!season than unbrowsed branches.ThIs is true for young and
"i i ••"","old stands but has II greater positIve effect on young,shrubs or trees.Hultlpl'
\
stems and late.ral :brapching of main stems of willows at Wickersham are the
!
result of heavy b~ows~ng by hares and moose the fIrst 3 years after fIre.The
large number of ~igs\per stem of birch atW-~:and Murphy Dome are lilewise the
result of abroomi'ng ~ffect following sev,eral consecutive years of browsing on
I,I
tenninal shoots.;ar.oolrSing hlld not occurred at ithe Goldstream sHe for severel
years,and currenf an~ual growth on willows was less than 0.7 g/twig.Current
':j
i I·( )annual growth tn browsed stands was greater than 1.0 g/twig;Wolff 1978..i
reported current 8~nuAl growth of browsed,twigs·at W-l to be 4.0 g/twlg.Heavy
'.i 'i..j,!._;,IibrowsingintensitYjne~r lOOl for several years may.however,lower current
Ilnnual growth and ~n ~ome cases lillthe plllnt.
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••••••_•...-.....~_...!_••
"}l "t·~.~IJ;'·''!f!-.__:~:__"'~'1-!~~~!t"".I....;..':v'tIL :\__.. .~::
.,.......
242
SUMMARY AND CONCLUSIONS
1.Seral communities important to moose winter range production
result from both primary and s@condary succession.The most common cause
of the latter is wildfire.however,forest harvestIng and land clearIng
also fall into this category.Primary successIon'occurs on newly deposited
sandbars along the Tanana River and its tributaries.
2.The dominant trees and shrubs in these seral communities are
several species'of willow.birch,aspen,balsam poplar and alder.All of
these species,but particularly aspen,are capable of producing some browse
wIthIn one g~owing season after dIsturbance,provided that vegetative
regeneration Is possible.If they must regenerate from seed,a minimum of
3-5 years is requIred before browse production begins.
3.The time of maximum production varies with species,site conditions,
and severity of disturbance.Aspen sucker stands.are most productive up to
10 years old.Willow sprout stands reach maxImum production between 10 and
16 years with a marked decline after 20 years.Birch is simIlar to willow.
4..DurIng peak production,aspen s'tands appear to produce more
biomass followed by birch and willow,in that order.This is probably due
to the dense aspen stands formed by root suckers.
5.One or more willow species are preferred to bIrch,aspen.balsam
poplar.and alder.
6.The realized carrying capacity of a stand may be only 75 percent
of total browse available.
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243
LITERATURE CITED
Coady,J.W.1974.InterIor Hoose Studies.Alaska Dept.of Fish and Game
Annu.Proj.Seg.Rep.Fed.Aid.Wildl.Restoration,Proj.W-17-6.
IIp.
•1976.Status of moose populations in InterIor Alaska.------w"i~l~d~l.--Information Leaflet No.2.Alaska Dept.of Fish and Game.
Juneau •.4p.
Cottam,G.and J.T.Curtis.1956.The use of distance measures in
phytosociological sampling.Ecology 27(3):451-460.
I
Cowan,1.M.,W.is.Hoar,and J.Hatter.1950.The effect of forest
succession upon the quantity and upon the nutritive values of woody
plants used as food by moose.Can.J.Res.28 Sect.D.(5)249-271.
Cushwa.C.T.and J.Coady.1976.Food habits of moose (Alcee alcee)In
Alaska:a preliminary study using rumen contents analysis.Can.
Field-Nat.90(1):11-16.
Gasaway,W.C.and J.W.Coady.1974.Review of energy requirements and
rumen fermentation in moose and other ruminants.Nat.Can.101
(1/2):227-262.
Gregory,R.A.and P.M.Haack.1965.Growth and yield of well-stocked
aspen and birch stands in Alaska.USOA Forest Service Res.Pap.NOR-
2.28 pp.Northern Forest Exp.5ta.Juneau,Alaska.
Joyal,R.1976.Winter foods of moose in La Verendrye Park,Quebeck:'an
evaluation of two browse survey methods.Can.'J.Zool.54(8):1765-
1770.
Kemperman,J.A.and B.V.Barnes.1976.Clone size in American
aspens.Can.J.Bot.54(22):2603-2607.
Krefting,L.W.,M.H.Stenlund,and R.K.5eemel.1966.Effect
of simulated browsing on mountain maple.J.Wildl.Manage.
30(3):481-488.
LeResche,R.E.and J.L.Davis.1971.Moose Research report.Fedl.
Aid.Wildl.Restoration.Proj.Rep.,W-17-3.Alaska Dept.
of Fish and Game.Juneau.B8p.
and •1973.Importance of nonbrawse foods------Tto~mo~o~s-e-o-n the Kenai Peninsula,Alaska.J.Wildl.Manage.37(3):
279-2B7.
,R.H.Bishop,and J.W.Coady.1974.Distribution and---~h~aTbT,it~a~ts~of'moose in Alaska.Nat.Can.101(1):143-178.
.....---",............wsWi&£it!if&i__
.----I ,r(,ft~~':'lr-""'>-ii.~1;i '---"..---·dei~\F.\li~-------~
.4 ....',~:'''\I~'~~.-.~:cs:~:.~._..--....:.':.~.~=-'~~:~:~~..~;'-;--'-;~~Jhf.----'~"·'lj~i~~'··"'----':------'...--,;~.---........----...---.~,--.'!·~'·~;'\'f'·'i:~'·',.)~\!W,'~·~I'\/'·'F:',)',.';'._.;;•.d.'."',dr'
',;\V t~'i',I!__.~___It .•y .•••••.~~...,~,;,
....V
I.~..,
.",
244
Lutz,H.J.1956.Ecological Effects of Forest Fires in the Interior
of Alaska.'USDA Tech.Bull.No.1133,121p.
Machida,S.1979.Differential use of Willows by Moose in Alaska.
unpubl.M.S.thesis.Univ.of Alaska,Fairbanks.
Milke,G.C.1969.Some moose-willow relationships in the interior of
Alaska.Unpublished M.S.thesis,Unfv.of Alaska',Fairbanks;82p'-
Oldemeyer,J.L.,A.W.Franzmann,'A.L.Brundage,P.D.Arneson,and A.
Flynn.1977.Browse qualfty and the Kenai moose population.J.
Wtldl.Manage.41(3):533-542.''.
Shafer,E.L.,Jr.1963.The twig-count method for measuring hardwOod
deer browse.J.Wildl.Manage.27(3):428-437.
Spencer,D.H.,and E.F.Chatelain.1953.Progress in the management
of the moose in southcentral·Alaska.Trans.North Amer.Wildl.!
Conf.;a:539-552.
,and J.Hakala.1964.Moose and fire on the KenaI.---'P""'r-oc-.~T"'h""ird Annu.Tall Timbers Fire Ecol.Conf.,pp 10-33.
Viereck,L.A.1970.Forest succession and soil development adjacent
to the Chena River in interior Alaska.Arct.Alp.Res.,2(1):1-26.
___~~~~.1973.Wildfire in the taiga of Alaska.Quaternary
Res.3(3):465-495.
•1975.Forest ecology of the Alaska Taiga.Proc.---'CM{~rc~u~mp~o~lar Conference on Northern Ecology.Ottawa.p.1-22.
Wolff,J.O.1977.Habitat utilizatfon of snowshoe hares in interior
Alaska.Ph.D.dissertation.Univ.of Calif.,Berkeley.150pp.
•1978.Burning and browsing effects on willow growth tn---~1r-nT"te"'r"'ior Alaska.J~Wlldl.Manage.'42(1):135-140.
Zasada,J.C.lind R.A.Gregory,1972.Paper birch seed production in
the Tanana Valley,Alaska.USDA Forest ServIce Res.Note 177.
7 p.
./,.,·i:
245
I \
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AN EXP,ERIHENTAL It)OSE 1100 ON IIECLA ISLAND,MANITOBA
I L!.
i ',Vince F.J.Cricht6n ,.
Manitoba De~ar nt of Mines,Natural ~esources'and Environment
'J'Winnipeg,ManitOba,.I ',
I.1\:,
Abotraat:EV~de~ce suggesting that the ~pse herd on IIecla Island,
located fn Lake Winnipeg,had surpassed the car~ing capacity of,ItheIslandre~ul~d in the Implementatfon of a controlled moose
,hunt in the f~ll ~f 1978.Two seasonswe~held,an early fall,I •
season limited tol 150 bow hunters and a winter season restrfcted
to 100 hunters.All licences were obtained via a draN.80w hunters
t I '!harvested 3 bull moose while rifle hunters:took 37 moose (18 bulls,
t,I ','15 cows and 4icalves).The lungs,heart,liver,kidneys,f~le
reproductive iract,stomach 'sample,jaw,f~nt leg bone and bloodi.I .i
samples were ~bta1nedfrom most animals.;In addition,live and/or
dressed weight's were obtaIned from IIIOst animals.A sUll1llary of the
analysis of th'~b'Ol09ical IIlBterfal collect,ed fs reported.An
economic anal.Y~is 10f the hunt showed thilt'll)1 rtt'1e hunters spent
a total of $9.r74i78 of which $8,338.56 was fnjected fnto the
local econ~,l 139 bow huntersspentatotll of $13,910.30 of
'1 !I •'whIch $4,815.5?W~$spent in the local area,This hunt,although
designed'to reduc~the moose populatftin'closer to the Island's'.I ""',',present car~ing'capacity.,did Ifttloother:than remove a nURber
;.icomparabletothenumber of calves in ,the population in early.',ii,',,,!December;A p~st season survey reveal,ed IF moose lind the
population is ~stf~.ted to be 221.'.
I
I !'Hecl.Isla~,the largest isl.nd in 'Lake Winnfpeg located in
the south centra~po~tion of Manitoba en~ompBsses about 161 Km2 and is
I "
considered uniqu~in\the province because of,ils Icelandic hfsto~and
its present day l~rg~moose population.Thallatter is presently est-,[
.-........._._""""'.;...a"'1 .."or .-1"..-:'..-~~~~....
·'..
r
ALASKA POWER AUTHORITY EESEONS~
TO AGENCY COMMENTS ON LICENSE
APFLICATION;EEFERENCE TC
COMI.1EN'I (S):F.54,I.506
,./
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"[If,
I:.'
Subtaek 7'.10
Phase t,F'mal Craft
Stock Separation
Feasibility Report
Adult Anadromous Fisheries Project
AOF&G I Su,Hydro 1982
,.~....
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
Subta-sk 7.10'
Phase 1 FiaaJ Draft
Stock Separation
Feasibility Report
Adult Anadromous Fisheries Project
ADF&G I Su Hydro 1982
by
Alaska Department of Fish and Game
Susitna Hydro Aquatic Studies
2207 Spenard Road
Anchorage,Alaska 99503
for
Acres American Incorporated
Liberty Bank 8uilding~Main at Court
Buffalo,New York,14202
L.
TABLE OF CONTENTS
l.SUMMARY E-l
2.INTRODUCTION E-3
3.OBJECTIVES E-5
4.METHODS E-5
5.RESULTS AND DISCUSSION E-6
5.1 Cook Inlet Commercial Fishery E-6
5.2 Sockeye Salmon E-3
5.3 Chum Salmon E-14
5.4 Coho Salmon E-16
5.5 Pink Salmon E-19
I 5.6 Chinook Salmon E-21
J 6.RECOMMENDATIONS E-24
.,.ACKNOWLEDGEMENTS E-25J.
8.LITERATURE CITED E-26
Table E.S.l
Table E.5.2
Table E.5.3
Figure E.5.1
Figure E.S.2
LIST OF TABLES
Commercial catch of upper Cook Inlet salmon
in numbers of fish by species,1960-1981.
Commercial catch of Northern District salmon
in numbers of fish by species,1960-1981.
Commercial catch of Central District salmon
in numbers of fish by species,1960-1981.
LIST OF FIGURES
Upper Cook Inlet management area.
Timing of sockeye,pink,coho and chinook
returns into the Kenai,Kasilof,Crescent
and Susitna rivers.
i i
PAGE
E-lO
PAGE
Appendix Table EA-l.
LIST OF APPENDIX TABLES
PAGE
Salmon.abundance data for Upper Cook
Inlet we~t side river systems.
Appendix Table EB-l.
Appendix Table EC-l~
Appendix Table ED-l.
Appendix Table EE-l.
Appendix Table EE-2.
Salmon abundance data for Turnagain
Arm river systems.
Salmon abundance data for KnikArm
river systems.
Salmon abundance data for Kenai
Penninsula river systems.
Salmon abundance data for mainstre'am
Susitna River and main stream.
Salmon abundance data for Yentna River
subdrainage of the Susitna River.
E:8-1
EC-l
ED-l
1:'1:'_1........-
££-8
..1
Appendix Table EE-3.Salmon abundance data for the Talkeet~a EE-16
River subdrainage of the Susitna River.
Appendix Table EE-4.Salmon abundance data for the Chulitna
River subdrainage of the Susitna River.
iii
£E-13
1.SUMMARY
Five species of Pacific salmon return to freshwater systems,including the
Susitna River,in Upper Cook Inlet.The Upper Cook Inlet commercial fishery
harvests mixed stocks and spe~ies migrating north of Anchor Point,with a long
term average catch of 2.8 million fish,worth approximately 17.9 million
dollars.
The commercial sockeye salmon harvest has averaged 1.2 million fish ~he past
ten years.This species is economically the most valuable species;receiving
greatest emphasis in management and research.A stock identification Jrcgram
using scale pattern analysis has been developed to estimate stock contribution
of major river systems to the commercial harvest.Estimates for the 1979 ard
1980 fisheries show stock contribution by the Susitna River was 22.r~and
19.2%respectively.
The Upper Cook Inlet chum salmon catch has averaged 707,000 fish the past ten
years.Though available escapement data identify the Susitna River as the
major producer,river systems on the west side of Cook Inlet are known.to
support chum salmon populations.Evaluation of west side production is
necessary to determi ne the need for a stock separati on program.E1 ectro-
phoresis and scale pattern analysis are two options for stock identification,
should a program prove necessary.
The Upper Cook Inlet c.oho catch has averaged 204,000 fish the past ten years.
Though the Susitna River appears to be the single largest producing system in
E-l
Upper Cook Inlet,contribution of west side river systems must be addressed.
Previous stock identification has been attempted with positive results using
fish weight and scale pattern analysis.However,prior to implementing a
stock identification program,major Upper Cook Inlet systems must be confirmed
to estimate Susitna River contribution.
The ten year ave~age catch for Upper Cook Inlet pink salmon is 146,000 and 1.7
million fish for odd and even years respectively.Two leading pink salmon
producers are the Kenai and'Susitna river drainages.However,production of
west shore systems is unknown.When major producing river systems have been
defined,electrophoresis and le."-gth~1Neight dati:1shou1d Qeexamined as stock
identification techniques.
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2.INTRODUCTION
The Susitna River drainage is the largest watershed in the Cook Inlet basin.
Though considered the highest salmon producing system in Upper Cook Inlet.
quantitative contribution of the Susitna River to the commercial fishery is
unknown due to the high number of intra-drainage spawning and rearing areas,
the paucity of data on other known and suspected salmon producing systems 'in
,Upper Cook Inlet and the overlap in migration timing of mixed stocks and
species in Cook Inlet harvest areas.
This r;eport focuses on the fea:sibility of assessing the Susitna River con-
tribution to the commercial salmon fishery in Upper Cook Inlet through a stock
identification program and is intended to serve as a planning document.In
preparing this report,fishery harvest data was examined and a 1iterature
review was conducted centering on stock identification techniques and escape-
ment investigations in Upper Cook Inlet.
This study is part of the Fish Ecology (Subtask 7.10)Phase I investigations
of the Susitna Hydroelectric Project.
The primary objectives of the fish ecology stUdies relative to Susitna Hydro-
electric Project are to:(1)describe the fisheries resources of the Susitna
River,(2)assess the impacts of development and operation of the'Susitna
Hydroel ectri c Project on these fi sheri es resources,and (3)propose the
mitigation measures to minimize adverse impacts (Alaska Power Authority
Susitna Hydroelectric Project,Environmental Studies Procedures ~lanual,
Subtask 7.10,Fish Ecology Impact Assessment and mitigation planning,prepared
E-3
by Terrestrial Environmental Specialists August 1981).The task of meeting
the first of these study objectives .is the responsibil i ty of the Alaska
Department of Fish and Game (ADF&G)under a reimbursable services agreement
(RSA)with the Alaska Power Authority (APA)and the second and third are the
responsibility of Terrestrial Environmental Specialists (TES).
"
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3.OBJECTIVE
The purpose of thi s project was to identify and determi ne methods,means and
feasibility of estimating Susitna River salmon stock contribution to the Upper
Cook Inlet commercial fishery.
4.METHODS
Accomplis~ing the stated objective required examination of salmon harvest data
for the Cook Inlet commercial ,fishery,and review of literature regarding the
Upper Cook Inlet fishery programs and stock identification techniques.
To'determine the contribution of Susitna River salmon to the Cook Inlet com-
mercial fishery,assessment of salmon production in remaining Cook Inlet river
systems is required.Therefore,salmen abundance data in 'freshwater systems
was researched for chinook,sockeye,coho,pink and chum salmon.Whereas the
term escapement in literature refers to the total number of adult salmon which
have achieved spawning migration into freshwater,the terminqlogy "escapement
enumeration or counts"used in this text and appendices refers to sonar,weir
or tower escapement monitoring.Reference to "survey counts"or "peak survey
counts II is aerial or stream survey data.Aerial ground survey and escapement
monitoring data were provided by the Alaska Department of Fish and Game
(ADF&G)Division of Commercial Fisheries,Fisheries Rehabilitation and Enhance-
ment Division and Division of Sport Fish,Cook Inlet Aquaculture Association,
Dowl Engineers,and Woodward-Clyde Consultants.Biologists from ADF&G
Division of Sport Fish,Cook Inlet Aquaculture Association and Woodward-Clyde
E-5
Consultants were interviewed regarding observations of fish in areas which had
been surveyed but as yet,not documented.Additional observations were
provided by Dow1 Engineers.Sport fish harvest data (Mills 1980)was included
as an indicator of species presence,particularly where escapement or survey
data was not available.The abundance data is tabled in the appendices by
geographical area and listed by river system in alphabetical order.
5.RESULTS AND DISCUSSION
5.1 The Cook Inlet Commercial Fishery
Cook Inlet is divided into two management areas.The region north of the
1adtude of Anchor Point is Upper Cook In 1et and the area between the
latitudes of Anchor Point and Cape Fairfield on the Kenai Peninsula is defined
-,as~Lower-Cook..JnJet....Commercialfj sheri esin Lower-Co ok In-le-tal"e pr'imari ly -..
terminal,occurring in small bays.Therefore,few salmQn migrating to Upper
Cook Inlet are intercepted in the lower inlet area (Middleton 1980).Upper
Cook Inlet fisheries harvest stocks bound for river systems north of Anchor
Point.These systems account for 78%of the salmon produced in the Cook Inlet
............___.
--~-----·--ar-ea-.-~--~-_·---·,·--~---·-~··..·,---~--,--,....-------~----_..---------------------,-,
To regulate commercial catch and effort,Upper Cook Inlet is divided into two
management sections,the Central and Northern districts.These districts in
turnar:~I:lr:CJk~ni n~().~u.bdj~tri ct$(Fi gureE.5 .J)andagain into statistical
areas.Both set and drift gill nets are fished in the Central District,and
only set nets are legal in the Northern District.Five salmon species are
harvested in Upper Cook Inlet fisheries.Most of the catch occurs in the
E-G
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NQrthern District
1.General subd!slncl
2 Eastern 6ul)il!stroct
CeDlrs'Districa
1.~per SUbIISlri C \2.wer sub I tnc
3.InUna su ~S\r1ct4.es~ern SU mn~t6.lilgln Is.su strici
a USlal&n SU Islnc'
.•..
CEN-.:tiAL.o ..
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:CENTRAl OWl mcT.-.
UPPEA COOK INLET
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fiuul'e E.5.1.Upp;;r Couk lJdd I·li.ll"'l~elllt.mt J'reLl,/\dull J\llddr'omou~lnvestiuations.19n~.
Central District (Tables E.S.l ~E.5.3).The commercial catch has averaged
2.8 million fish between 1970 and 1980,with an ex-vessel value of 17.9
million dollars.
5.2 Sockeye Salmon (Oncorhynchus nerka)
Sockeye salmon is the species of highest value in the commercial fishery,
receiving greatest attention in management and research by the Alaska Depart-
ment of Fish and Game (ADF&G).The commercial catch of sockeye salmon has
averaged 1.2 million fish,the past ten years,with an ex-vessel value 6.9
million dollars (Table E.S.l).In 1981,about 1.4 million fish were harvested
of which 43%were taken by the drift fleet in the Central District.The-
fishing season opens by regulation 25 June,except for the Western Subdistrict
which opens 16 June.Fishing periods are scheduled Monday and Friday of each
.lv~~~,and ClI"'§J·l:.9.ltlCit§..Q by.em~rg~ncYQrJ;1er,dep_endirlg.on~catch .and.escapement _.
levels.
Major river systems in Upper Cook Inlet are glacially turbid,preventing
visual monitoring of escapement.Consequently,hydroacoustic techniques are
Qri rna ri 1y.emglQy_eJL_S i d.e_s_cao_sonaLcounte.r-s-a.r-e--used-to-mol1-i-tQr--e-sGapemen-t------·..---..
in the Kenai,Crescent,Kasilof,and Susitna rivers by ADF&G,Division of Com-
mercial Fisheries.Escapement is enumerated by weirs in Fish and Cottonwood
creeks by ADF&GFisheries Rehabilitation and Enhancement Division (F.R.E.D.),
and F'.ackers andW6tvedne creeks by Cook Inlet Aquacul tureAssoci a ti on
(C.,I.A.A.).
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Table E.5.1.CoiImercia1 catch of upper Cook Inlet salmon in l1WIibers of fish by species e
1960-1981,Adult AnadromousInvestigations,Su Hydro Studies o 1982.
Year Chinook Sockeye Coho Pink Chum .Total
1960 27,512 923,314 311 0 461 1 0 411,605 659,591 3,333 0 889
1961 19.131 1,162,303 117,118 34,011 349 6 628 1,683 0 463
1962 20,210 1,141,513 350,324 2,1110\1689 910,562 5,200,316
·1963 11,536 942,980 191,140 30,436 381,021 1,515,,119
1964 4,531 970,055 452,654 3,231,961 1,019,084 5,138,285
f1l 1965 9,741 1,412.350 153,619 23,963 316,444 1,916,111
I 1966 9,541 1,851 0 990 289,,690 2,006,580 531,825 4,689(/6261.0
1961 1,859 1,380,062 111,129 32,229 296,837 1,894,716
1968 4.536 1,104.904 410,450 2,278,191 1;119.114 4,911,201
1969 12,398 692,254 100,952 33,422 269.855 1,108,881
1910 8,348 731,214 275,296 813,895 775.167 2,603,920
1971 19.765 636,303 100,636 35.624 327,029 1,119.357
1972 16,086 879,824 80,933 628,580 630,148 2,235,511
1913 5,194 670,025 104,420 326,184 667,513 1,113,396
1914 6,596 497 0 185 200,125 483,130 396,840 1,584,476
1975 4,790 604.818 221,372 336,359 951,196 2,205,135
1976 10,867 1,664.150 208 6 710 1,256,144 469.801 3,610,218
1977 14.972 2,054,020 192,915 554,184 1,233,133 4.049,704
1978 11,308 2,622.481 219,234 1,681,092 571,925 5,118,041
1919 13,713 920,780 259,956 14,318 654,462 l e923,229
1980 12,497 1,584.392 283,623 1,871 6 058 381,078 4.138.648
1981 11,548 1,443,294 494,294 121,851 842,849 2,919.621
1919-1981;Preliminary data.
Table E.5.2.
I I I
JJrcial ca.tch of eeltral District,salmon in numbers of fisb by species,
1960+1981,Adult Anadr6mous Investigationa,Su Ilydro Studies,1982.
I i'!'
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~ear
1 IChinook Sockeye CohoI.Pinl,ChuD Total
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'1960
1'961
1962
'1963
!1964
1965
'1966
1961
'1968
:1969
1~10
1911
1912
1913
1914
1975
1916
1971
1918
1919
1980
1981
I !19l2~411~9~2
10~4~5
10~1~1
4r13~3
9,441
8rl~9
1/16Jr5
4 1 06511I9~494
6b 88 !1
10!16,1
IlJ17i4
5 1 024UI
6J42!1
4j66il
10146~, I
14J21i7
16 1634, I
12Jl2f)
11J44010~79P
175,061
1,084,929
1,013,993
833,517
809.191
1,3,80,115
1,120,885
1,261,997
964,329
654,189
664,195
595,110
194,081
624,411
455,622
619,292
1,594,585
1,950,605
2,570,863
816,090
1,473,168
1,193,826
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".,161,084
16,803
111,441
133,600
284,126
'131,117
209,122
133,815
313,802
80,521
1192,161
!18,542
,61,581
\60,469
1153 ,081
,194,321
1171,564
1172,892
'11171 ,918'
208.303
/180,842
1360,992
'969,420
23,252
2,431,246
21,496
2,645,575
19,049
1,633,913
23,769
1,143,358
25,802
640,201
21,201
517,150
188,934 '
440,854
245,406
1,108 ..126
'444,881
1,359,822
25,515
1,311,154
14,556
541,043
288,525
826,549
343,333
952,126
299,538
496,188
258,453
1,060,660
258 ,019
152,614
310,426
610,368
636,722
360,350
921,009
455,510
1,208,336
534,594
644,400
368,597
196,166
2,471,908
1,485,491
4 11 459,654
1,342,131
4,696,581
'1,840,520
4 ..068,,227
1,685,169
4,086,214
1,028,031
2,257,324
1,022,106
2,014.966
1,535,560
1,416,340
1,984,689
3,340,251
3,790,991
4.653,891
1,706,436
3,405,801
2,436,930
~--'
1979-1981;
1 r
1 ipre1~i~ry Data
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Table E.5.3.Commercial catch of Northern District salmon in numbers of fish by species,
1960-1981,Adult Anadromous Investigations,Su Hydro Studies,1902e
Year Chinook .Sockeye Coho Pink ChI.l1l Total
1960 8,218 148,247 144,317 442,185 118 6 954 aUil,981
1961 7,755 77,374 40,975 10,165 61,103 191,912
1962 9,785 133,580 112,883 280,443 144,033 7401/124
1963 7,345 109.463 63,540 8,940 43,694 232,982
1964 168 160,264 161,928 586 11 386 126,958 1,041 11 104
1965 300 31,575 21,902 4,914 16,906 75,591
rn 1966 1,422 131,105 80,568 372,661 35,631 621,399
I 1961 184 118,065 43,854 8,460 38,384 208 6 941l-'
l-'1968 471 140,515 156,648 534,839 58,454 890 8 981
1969 2,904 38,065 20,425 7,620 11,836 80 11 850
1970 1,461 66,419 82,529 173,694 22,493 346,596
1971 9.598 40,533 22,094 8,423 16,603 91,251
1972 4,912 85,737 19,346 90,830 19,780 220,605
1973 170 45,614 23,951 131,250 30,851 231,836
1974 169 41,563 47,038 42,876 36,490 168,136
1975 129 65,526 33,051 90,953 30,781 220,446
1976 401 69,565 31,146 148.,618 14,291 270,027
1971 515 103,415 20,083 109 Ql03 25,391 258,113
1978 669 51,624 41,256 327,270 37,331 4640150
1979 1,585 104,690 51,653 48,803 10,062 216,793
1980 1,057 111,224 102,181 499,304 18,481 132,841
1981 758 249,468 133,081 53,301 46,003 482,691
1979-1981;Prelbninary Data
The Kasilof,Kenai,Susitna and Crescent rivers,and Fish Creek (Big Lake)are
considered principle sockeye salmon producing systems in the Upper Cook Inlet
fishery.Run timing of these major stocks overlap (Figure E.5.2)requiring a
method to assess individual stock contribution to the commercial fishery.
Stock separation using scale pattern analysis has been used in the.sockeye
'salmon fishery since 1978 (Bethe and Krasnowski 1979;Bethe,et al.1980;
Cross et a1.1981).This tool provi~es an inseason estimate of stock compo-
sition of the commercial catch by fishing period and assists in regulating
fishery openings and closures.Inaddttion,the catch allocation provided by
stock i dent;ii cation combined -with escapement -'data,estimates the season I s
return to each major river system.
Scale measurements,length and weight data have been used as variables for
--------S-fOcK--aeri neat-i onwltnTfnefararscri mi nantruricti onan-a 1ys i s.stocki dent,-':'-
fication models are built from measurements representing fish of known origin,
i.e.escapements.Measurements from unknown fish (catch samples)are then
classified with the models to their river of origin.Systems currently
__._._~_~.__~_"~_,".iD_cJJ.Ld_e_d~._j_n t.b_e_."a_n_'aJ_y-_sj._s .a_~e __,_th_e ._KasjJ_o~f_,"__,-Kenaj-,-S.u.sj-tna-,---"a.nd-.~-C-~.e.s·c·e-n-t.--"~~i··v.e-,~s .--...-..-.....,--.-..-,.-...-
------ancrFish Creek (Big Lake).In 1979,about 22.7%of the--sockeye---run t~ook----------
Inlet was from the Susitna drainage and about 26.7%and 36.0%of the run was
produced by the Kasilof and Kenai rivers,respectively (Cross 1981).The 1980
runcompostti on by river system was 19 .2%Susitna ,38.3%Kenai and 31.3~~
kasilof (Cross 1981).
Success of the sockeye identification program varies each season and confi-
dence intervals for these limits are wide.One problem is continual mis-
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Sus'tnn
River
t-SOCK (Vl-l
t-PUUl---l
a 'CHUM-•
i-COHO-t••I I I I •
1-1'1111 I
1-«:0110-1 I 1
·8 I I I I
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Kenai
River
I--CHIHOOK---i
I-SOCKErE-I
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W
Kasilof
Rhe.·
&-tCHI HOOH---'
I-SO.CKlYE-I
1-'·101'«
••I .8 i-iOUO-f I I
Crescent
River
I-SOCKEY E-i
.-COHO •.,
JulyJuno.May
I I I I •I 1----
August September
figure 1:.:....2.Tlllliny of suckeyu,pink'.cohu alld chinook returns 1nto the Kenai.KasHuL
Cr'l!~Ce/lt ·'Ult!Susitllil Hivl!rs.Adult J\Ili!drOIllUUs Investigatiolls.Su lIydro Studies.
IlJB2.
classification of Susitna River sockeye to either the Kenai or Kasilof rivers.
Clarification of the model could be addressed by possibly identifying sub~
stocks within the Susitna River drainage or refining pattern measurement
techniques.
5.3 Chum Salmon (Oncorhynchus keta)
The commercial chum salmon catch has averaged 707,000 fish the past ten years.
Chum salmon are second to sockeye salmon in economic value averaging 2.3
million dollars,ex-vessel-The 1981 fishery produced a catch of 842,000 chum
salmon (Table E.5.1).Approximately 90%of the catch was taken by the Centr.al
District drift net fleet.During the 1981 season,the .drift net fleet was
harvesting substantial numbers of chum salmon by 27 June,continuing through
mid-August.Chum salmon catches occur coincidentally with sockeye salmon in
_._______~~e f ish e rJ_~._At !hJLj:jme •.tOgb est dat.g ...~v~jla bl.er.eg.aJ:.dJrLg._cbum_saJmonand --
a good indicator of run strength for each area are twenty years of commercial
catch statistics collected by statistical area and day.This data,however,
has yet to be analyzed.
Survey and escaQement data regarding_c.b.um_s.a1moJL_is_-Umj-te-d-(.~ppendj.ce-s---·_
EA-EE).Production areas for chum salmon have been identified as Chinitna
Bay,west shore ri vel"systems of Upper Cook In 1et,and the Susitna Ri vel".
Escapement has been indexed into.the Susitna River by sonar and tag/recapture
operatiol'1S~a.nd into the Chi n1 tna8ay by aerial survey.Though the Sus itna
River has been identified as the largest chum salmon producer,contribution by
west shore systems is virtually unknown and may be significant.If it is
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determined that the contribution of systems other than the Susitna River is
insignificant,then a stock separation project is not necessary.However,
should major chum salmon systems be identified,a stock separation program
should be initiated.
In Bristol Bay,catch allocation of sockeye salmon stocks has been attempted
where percent age composition of adult returns differs for each river
system (Meacham and Nelson 1980).The possibility that salmon in west side
systems may differ from Susitna River fish and may be distinquished by
age composition should not be overlooked.Calculation of age and length data
for chum salmon in the commercial catch has been non-existent,and for escape-
ments,1imited.
Both electrophoresis and scale pattern analysis have been used to distinguish
between chum salmon populations.Electrophoresis is a biochemical method for
detecting genetic differences in proteins.Because protein genotypes for
individual fish can be identified,the same genetic characteristics may
portray traits of a specific population.A basis for distinquishing between
"I:groups of populations of fish is then provided.Electrophoresis has proven
successful in distinquishing between mature and immature chum salmon and
identifying chum stocks to river of origin in a mixed stock situation (Okazaki
1979).Differences in chum salmon from western Alaska,central Alaska,and
British Columbia have also been discerned by electrophoresis (Okazaki 1981).
Chum salmon caught in the north Pacific Ocean have been identified to con-
tinent of origin based on scale pattern analysis (Tanaka 1969).In addition,
the ADF&G stock separation program has examined the feasibility of identifying
E-15
chum salmon stocks in Southeastern Alaska.This study has resulted in devel=
opment and suppo~t of a project on chum sa lmQn in that area '(Cross,personal
communication).Therefore,potential stock separation of Upper Cook Inlet
chums by scale patterns warrants further investigation should several major
producing systems be identifi,ed.Scale collection is a,relatively simple
process,compared to collect~on of electrophor~sis tissue samples which
require freezing within 24 hours of removal from the fish.Implementing a
stock identification program by either scale pattern analysis or electro-
phoresis requires primary assessment of major production areas,run timing and
collection of age-weight-length data from"escapements.This information would
assist in evaluating"the necessity of a stock separation program and which
approach to implement.
5.4 Coho Salmon (Oncorhynchus kisutch)
Upper Cook Inlet coho salmon rank third in commercial value.Since 1960,the
commercial catch has averaged 240,000 fish.The 1981 season produced the best
harvest since statehood of 494,070 coho salmon (Table E.5.1).Distribution of
the catch has gradually shifted with increased gear efficiency and drift net
~-'--~_.'---"-------~------.-.------_._--_.__.-_._-"."_.---~-_._._---_._._._-_."'_.--_.'------.-.'.,......---,---~----------------.-.._-------_._-_.._--------_.__.-----------------_.--.-
fl eet p-art i cj_p-atj_oJ:L._I.ll_th.ELearJ.y_1.9-5.0-'-sc,·~50"%-of-the_Uppe.r---Co ok-I-n-l-et-Ga-tGfI----
was taken by Northern Di stri ct set nets wi th the dri ft net fl eet accounti ng
for 10%of the harvest.Comparatively,in 1981,the Northern District set net
and Central Distrtct drift net fishery provided 27~&and 48%of the harvest,
respectively.Coho salmon catches have usuallypeak~d in the Northern
District set net fishery 25 July and in the Central drift net fleet,Kalgin
Island and west side set net fisheries about 21 July.
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Based on run timing and fish weight 9 major coho salmon stocks have been
identified as Kenai,Kasilof or Susitna River fish (Middleton 1980).The
problem with this stock definition is the term Susitna refers to all systems
in the Northern District.Significant numbers of coho salmon have been
documented in the Northern District by aerial and ground surveys,escapement
enumeration and sport fish harvest.These systems include Fish Creek (Big
Lake),Little Susitna River,Susitna River,Cottonwood Creek and systems on
the west side of the Inlet.In the Central District,coho salmon are known to
return to the Kenai,Kasilof,and Crescent rivers,Packers Creek (Kalgin
Island)and west side systems.Run strength information is documented only
for the Kenai River,Susitna River,Fish Creek,Cottonwood Creek and Packers
Creek.Run magnitude and contribution to the commercial fishery of coho
salmon returns to remaining areas is unknown (Appendices EA-EE).
"'f
The Susitna River coho salmon run bd$inS in early July and is coincidental to..
the Fish Creek,Kasilof River and early Kenai River runs in the commercial
fishery.Timing of late run Kenai River fish appears distinct from these
other stocks (Figure E.5.2).Crescent River returns begin in mid-August and
continue into fall.Late coho salmon returns to other west side rivers have
also been reported,but abundance and run timing are unknown.Should run
timing of any of these populations be distinct from the Susitna River returns,
they need not be considered for a stock identification model,thereby
simplifying the design of the program.However,these run characteristics
must be examined before any system can be eliminated from such a study.
Identification of coho salmon stocks exploited by the commercial fishery has
been attempted using fish weight (vJadman 1976).Coho salmon from Northern
E-17
District rivers vary in weight between systems yet overall are significantly
smaller than fish from the early Kenai and Kasilof river returns.Appor-
tioning the commercial catch to system 'of origin was also attempted,using
fish weight as criteria.Results indicated that prior to 23 July,the drift
,\.net fleet harvested mostly small coho salmon,or fish migrating to the
Northern District (Larry Engel,Personal Communication).Commercial catch
data has not been analyzed for stock identification of coho salmon since the
1976 study.
A feasibility study performed by Robertson (1979)examined classification of
Cook Inlet coho salmon populations by scale patterns.Sca 1es from adu 1t
salmon captured in the Kenai and Susitna rivers were used for known samples
and overall,self-classification was high (89.0~&and 72.2?~respectively).
Stock composition estimates of.the fishery indicated,with one exception,that
'I
..._ITl~s_tfis~~~p~u~e~~gn~th~~'~~lM~r~ii<!~..Of _the ..Inl e~welJLboundLoL_tbe_S_usttna ..'
River and catches in east side fisheries were from the Kenai River.Analysis
however,of the Central District west side set net fishery showed an extremely
high propqrtion of Kenai River fish in the stock composition estimate.ihese
istics of these unknown.samples were similar to Kenai.River fish,least
comparable to Susitna River fish and classified accordingly.ihe weakriess of
the analysis was attributed to not having representative samples from all
It is possible to include additional variables other than scale information to
the linear discriminant model.Because fish weight appears to differ signifi-
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cantly between groups,the addition of this variable to the analysis may
provide a key to a successful classification model.
The feasibility of a coho stock identification study based on scale pattern
analysis and fish weight should be examined,once ·production of west side
streams and run timing of west side coho returns has been qetermined.
5.5 Pink Salmon (Oncorhynchus gorbuscha)
Upper Cook Inlet pink salmon'returns exhibit even year run strength.The
catch since 1960 has averaged 146,000 in odd years and 1,671 ,000 for even
years.About 127,900 pink salmon were harvested in 1981 (Table E.5.1).
ApprOXimately 42%and 43%of the catch was taken by the Northern set net and
Central District drift net fisheries,respectively.Though the Kasilof River
supports a small run,the Kenai and Susitna river systems are considered
primary producers of pink .salmon in the Upper Inlet.Pink salmon have also
been documented in the west side river systems (Appendices EA-EE).As with
the other salmon species,the importance of west side production is unknm'ln
and needs to be addressed.
Pink salmon escapement into the Susitna River peaks about 20 July,.....,hereas
Kenai River fish peak about two weeks later (Figure E.5.2).Kenai Peninsula
pink salmon migrate close to the eastern shore and are caught primarily by the
east side set net fishery.Pink salmon moving into the Northern District are
harvested by the drift net fleet,when more valuable species become less
abundant (Mi'ddl eton 1980).The best source of i nformati on concern;ng run
strength and timings as with chum salmon,is historical catch data,yet to be
analyzed.With exception of that for the Susjtna River,escapement and
available weight and length data is minimal for pink salmon.
Absence of a freshwater growth zone and small differences found in mari ne
growth patterns appear to limit applicatio)'l of scale pattern analysis as a
stock separation tool for pink salmon.Therefore,scale pattern analysis is
usually bypassed.Scale pattern analysis of British Columbian and Alaskan
fish distinguished between even and:odd year returns,but correctly classified
samples only to region and not river or origin (Bilton 1971).A feasibility
study of S,outheastern Alaskan pink salmon showed littJe potential for using
scale characteristics as a means for stock identification (Robertson 1978).
Therefore,.scale pattern analysis is a technique that should be disregarded
for Upper Cook Inlet.
.Stock identification of pink salmon has been accomplished using e1ec~ro
phoresis with varying degrees of success.The major drawback with this
technique ,is that frequently differences between stocks occur only over wide
geographical regions larger than the Upper Cook Inlet area (Johnson 1979).In
-.-----con-t-r-a-s-t-,-hGlweve·r-,-sctud-i-es-i-n-P-r-i-nee-W-i-l-l-i-am-Sound-were-a'b-l-e-to-d-i-ffe-renttate'---
between stocks of several streams and subpopulations within one stream
(Nickerson 1979).In the same paper,Nickerson noted that differences in
length-weight.data for pink salmon wereyseful tndiJferentiati ngbetvleen
popula1;iQ/1s •••
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Electrophoresis appears to be the best option far pink salmon stock identifi-
cation.Assessing the contribution of west side pink saJmon stocks to the
commercial fishery,confirming the differences in run timing,and sampling
systems that will be classified as major producing systems for length,weight
-I and tissue samples are necessary for preliminary investigation of any stock
specific characteristics.
i I
I
5.6 Chinook Salmon (Oncorhynchus tschwyatscha)
Three Upper Cook Inlet stocks of chinook salmon have been tentatively identi-
fied as Kenai,Kasilof and Susitna river fish.Abundance data for chinook
complete because many river systems have not been completely surveyed
salmon has been limited mainly to aerial surveys conducted by AOF&G,and catch
statistics of the freshwater sport fishery (Mills 1980).Chinook salmon have
.I
II-also been documented in the Little Susitna River and ·in many east and 'Nest
side streams (Appendices EA-EE).However,abundance information is nat
III .
(Appendices EA-EE).
!II The Susitna River chinook salmon run begins in late May and peaks in mid-June.,
Therefore Susitna River fish have mostly passed through the area in which they
would be subject to the commercial fishery prior to the season c~ening
25 June.In 1964,the continued depressed condition of Susitna chinook salmon
stocks resulted in changing the opening date of the commercial fishery from
mid-May to the end of June.Commercial catches of chinook salmon in the Upper
Cook Inlet fishery since that time have primarily been Kenai and Kasilof river
fish.
E-21
,About 11,500 chinook salmon were caught in the 1981 commercial fishery.Of
this total,only 364 fish were caught in the Western Subdistrict prior to
25 June opening for the remainder of the Upper Cook Inlet fisheries.There-
fore,assuming these fish are the end of the Susitna River run,commercial
exploitation is rtJinimal.Though commercial effort is much less for chinook
salmon .than other species,the subsistence and recreational·harvests are
substantial.In'1980,about 2,270 and 16,650 fish were taken in the sub-
si stence and sport fi sheri es,respectively (Mills 1980).
Positive results have been attained in feasibility analysis of using scale
patterns to differentiate betw.een chinook salmon'popul ations.Prelimi nary
studies on the Yukon RiVer resulted in high self,:"classification of upper,
middle,and lower river fish (McBride 1981).This program is being expanded
to refine the classification estimates by spawning population and to apportion
---...·····-commerci·a-l··catc hes-.-re·a·si'b·i~li·ty-ana-"J'scics~ocfUp·per-·Coo-K~nf1etcflinoolf·lfasal··SO-·········
been examined (Bethe 1978).Escapement samples from Susitna,Kenai,Ninilchik~
and Anchor rivers were collected and analyzed.Separability was high for all
two-way comparisons,(range 72.0%to 73.~%)and for Susitna River fish versus
..................~gJl1.~~~~~:L ..?~.f!lpl~~f!:.o.!J:I._lSen.~t.L_A"~hQ.r_.~!'LcL_~tr}.tIc:hj~rty§.r·~..Lrgl1g.e ..Zt..O_~L_t.o._.
Because Susitna River chinook salmon presently are not exploited by the
.commercial fishery,a stock identification program is not necessary at this
t iriliE-:-····liven·'···ff~·apy.ogramwereattempted~=th-e:::=numb er:6f~:f"shcurre nt1y ...har_'cc
vested commercially is too small to obtain adequate numbers of samples for
analysis.Should commercial catch levels again become substantial,escapement
E-22
I
:,I
I
!
.1
I
I
')
I
/)
I I
",J
,'
I
assessment for all systems,an inventory of the west side populations,and
consideration of use of scale pattern analysis or electrophoresis for stock-
separation should be examined.
E-23
6.RECOMMENDATIONS
To pursue a program that will assess the contribution of Susitna River salmon
$·tocks to the Upper Cook Inlet commercial fishery,the following are first
year recommendations:
1.Develop an inventory system to determine characteristics (timing,
length,weight,age)of salmon runs to west side systems of Upper
Cook Inlet.This data will help to determine the feasibility of
pursuing a stock identification program.The accuracy of any stock
identification program is also dependent on the entirety of the
known samples used to build the model.Should the west side systems
not be considered,the actual contribution by the Susitna River
drainage will be misrepresented.
2.Escapement sampling for age-weight-length information currently
impl emented in major sockeye salmon producing systems shaul d be
expanded to include chum and coho salmon.Length-weight data and
tissue samples for electrophoresis should also be collected from
pink salmon.This data combined with run timing and information
regarding west side systems will provide the basis for determining
if stock speci fi c characteri sti cs are present for each sped es by
'which a stock separation program may be developed.
E-24
\ I
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II
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1,1==~==~=~=~====~=======:=----------')
/\
.\
"I
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,'.
7.ACKNOWLEDGEMENTS
The commercial catch and stream survey data tabled in this report were
primarily from information compiled by the ADF&G Division of Commercial
Fisheries,Cook Inlet staff.ADF&G escapement 'and survey data were also
provided by Bob·Chlupach of Fisheries Rehabilitation and Enhancement Division
and Larry Engel,Steve Hammerstrom,Kelly Hepler and Stan Kubik of the Sport
Fish Division.Tom Mears (Cook Inlet Aquaculture Association),Mike Joyce
(Woodward-Clyde Consultants),.and Ron Dagan (Dowl Engineers)also provided
abundance estimates.Appreciation is extended to the ADF&G Cook Inlet
commercial fisheries staff for their support and report review.
E-25
,J
(\
" I
,,If
"
f I
,f
,I
.I
I I
I
!
i )
8.LITERATURE CITED
Bethe,M.1978.Cook Inlet king salman scale analysis.Alaska Department of
Fish and Game,Memo,Anchorage,Alaska~USA.
8ethe,M.and P.Krasnowski.1979.Stack separation studies of Cook Inlet
sockeye salman based on scale pattern analysis,1977.Alaska Department
.of Fish and Game~Informational Leaflet No.180,Juneau,Alaska,USA.
Bethe,N.,P.Krasnowski,and S.Marshall.1980.Origins of sockeye salmon in
Upper Cook Inlet fishery of 1978 based on scale pattern analysis.Alaska
Department of Fish and Game,Informational Leaflet No.186,Anchorage,
Alaska,USA.
Bilton,H.T.1971.Identification of major 8ritish Columbian and Alaska Runs
of even year and odd year pink salmon from scale characters.J.Fish
Res.Bd.Canada 29:295-301.
Cross,B.1981.Personal Communication.Alaska Department of Fish and Game
Division of Commercial Fisheries,Anchorage,Alaska.
Cross,B.A.et.al.1981.Origins of sockeye salmon in the upper Cook Inlet
fishery of 1979 based on scale pattern analysis.Alaska Department of
Fish and Game,Informational Leaflet No.58,Juneau,Alaska,USA.
E-26
Cross,B.A.1981.Origins of sockeye salmon.in the upper Cook Inlet fishery
of 1980 based on scale pattern analysis.Alaska Department of Fish and
Game,Informational Leaflet,in press,Anchorage,Alaska,USA.
./
"I
•~J
,I
'J
Dagan,R.1981.Personal Communication.Dowl Engineers,Anchorage,Alaska .
.Engel,L.1981.Personal Communication.Alaska Department of Fish and Game,
Division of Commercial Fisheries,Palmer,Alaska.
KUb.ik,S.1981.Personal Communication.Alaska Department of Fish and Game,
Division of Sport Fish,Anchorage,Alaska.
Woodward-Clyde Consultants,Communication.Personal1981.
Anchorage,·Alaska.
Joyce,M.
Johnson,K.R.1979.Genetic variati.on in populations of pink salmon (Oncor-
hynchus gorbuscha)from Kodiak Island,Alaska,M.S.Thesis,University of
\vashington,Seattle,Washington,USA.
----,McB-ri-de-,-ll;-N-.-198-1-.-Yukol1-Ri-\.rer-ch-i-n-o-o-k-s-a'-1~1l'10nstocK separa '1:1 on stua i es ..
Alaska Department of Fish and Game,Report to the Legislature,Juneau,
Alaska,USA.
(('
\.
I,~
I r
I,)
Meachem,C.P.and M.L:~·:Nelson:-T980::-BrTstoT::::=:Ba.y:::::sclcke'ye==:::salrllon
(Oncorhynchus nerka)1977-A compilation of catch and escapement data.
Alaska Department of Fish and Game Technical Data Report,No.40.
Juneau,Alaska,USA.
E-27
I't
,)
Middleton,K.1981.Stock status report,Cook Inlet.Alaska Department of
Fish and Game,in press,Anchorage,Alaska,USA.·
t~il1s,M.J.1980.Statewide harvest study-1979 data.Alaska Department of
Fish and Game,Div.of Sport Fish,Federal A.id Report,Vol.22-1B,
Juneau,Alaska,USA.
_____________•1980.Statewide harvest study-1980 data.Alaska Department
of Fish and Game,Div.of Sport Fish,Federal Aid Report,Vol.22-1C,
Juneau,Alaska,USA.
Ni ckers.on,R.1979.Separati on of some pi nk sa lmon (Oncorhynchus go rbuscha
Walbaum)subpopulations in Prince William Sound,Alaska by length-weight
relationships and horizontal starch gel electrophoresis.Alaska Depart-
ment of Fish and Game,Informational Leaflet No.181,Juneau,Alaska,
USA.
Okazaki,T.1979.Genetic differences and possible origins of maturing and
immature chum salmon (Oncorhynchus keta)in autumn collections ~ear ~he
southern Kuri 1 Isl ands.Bull.Far Seas Fi sh.Res.Lab,No.17.
_______.1981.Geographical distribution of allelic variations of
enzymes in chum salman,Oncorhunchus keta populations of North America.
Bull.Jap.Soc.Sci.Fish.47(4)507-514.
Robertson,T.1979.1978 Cook Inlet coho salmon pattern analysis.f\laska
Department of Fish and Game,unpublished report.Anchorage,Alaska,USA.
E-28
____.....-_.1979.1978 Southeastern pink salmon scale pattern analysis.
Alaska Department of Fi sh and Game,unpub 1i shed report,Anchorage,
Alaska,USA.
Tanaka,S.,M.P.Shep~rd and H.T.Bilton.1969.Origin of chum salmon
(Oncor:hynchus ketal in offshore waters of the North Pacific in 1956-1958
as determined from scale stUdies.INPFC Bull.26:57-155.
Wadman,R.O.1976.Coho salmon status report.'Alaska Department of Fish and
Game Division of Sport Fish,unpublished report,Anchorag~,Alaska,USA.
E~2g
':)
f'\
I ,,1
.'I",f'.
,
I
\
APPENDIX EA
SALMON ABUNDANCE DATA FOR UPPER COOK INLET
WEST SIDE SYSTEMS
i I
I.,I
't1,'
...1'1
I i
IJ
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"
i r
I
....."......\(
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;.(
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1
1'1
I .
,[
..I'
,.'
Appendix Tabl~EA-I.Salmon abunda~:c.}dai:a for Upper Cuok Inlet wef,side river systems,
cOlllp;lod frOt:1 escapel;lent enumeratio~§1'ogral:Js •sportfish harvest
data=!and aer'i a 1 ground survey dai:~v•.Adu 1t Anadromous Invest-
igations,Su lIydro Studies,1982.
ArL'il Year Date Chioook Sockeye Coho Chilli Pink COllments
fI1
)::>
I
I-'
I3m::hutnil CU.'ek
Uear Creek
Celugtl Itiver System
l1£:luya l..:lke
Dcluga Hiver
UishOlJ Creek
l3ishop I.elke
can,ti Creek
ChichulltUcl I:ivcr
Coal Creek
191H
1981
Ilefore 1970
1970
Ilefore 1970
1978
1980
1976
971
1979
9110
961
1981
Personal COIIIU.
Ilefore 1970
19111
Cecow 1970
19U0
Before 1970
19110
1981
lJcl'OIC 1970
)972
1973
1975
1976
1971
1977
1978
1970
7/20
1/21
9/01
8/.24
10/30
6/21
7/16
7/16
6/27
6/27
7/16
6/29
8/.25
9!0l
8/096/24
o
1246838
113
o
o
oo
31o
11
100
o
HI
I)
Present
o
o
oo
1,250
o
1~1
2.20075
o
520
'0
o
o
o
I)
o
o
I)
o
o
oo
o
TfJllI lIears.Cook linle!.:Aquaculture MSo1\fA'.RB ••CAM
o T~n.,CIJIA
nax.CDWlt 50 sockeye U957h large nullibelr5
chinook and cobo (1946»
~~fish observed (195]-57.
1,500 ~r River '•,I.,CW.large IlU!lilJers of sallnon,slJecies
un nown
«)T.H••CIM
'1'.14 ••CIMPresentStan!\ubik.Nlt'Mi Div.SllOrl Fish «5.Jl(••Sf')
Abundance estimate from l;everal years
observaU90s
Max.COUllt 81 ChiflOOk «1964)
'r.M.,elM
Max ..count 2,000 sockeye «1950)3 5 pinks.8 ChlBlIli
U9:l8)o 't.M.,elM
No fish observed
T.tI.,elM
'1'••1.,elM
nax.coont 2.000 sockeye (1950);25 pAillks.25 C8!Ulll'
«1965)
~ak survey coont
o
1/CoultUliY ul J\l,I:.ok.l lXlIU{tllll!llt of Fil:lh and GUllle Uiv\of CUllllIcrcial fisheriefi,Div.of 510rt .'isht and fl'Sherieu UchabiHtatioll il!lll £nlIiJIlCClllCllt [live (t'AU))••
Cook.In1ct l'tluclCL1llure I\Hroclillion (elM);"'oodwilrJ~ly(JC Cunl:lultants tl;\IC);()O\/1inCj £nlJinccrs Consu ting r rill «()I~).
2/IHqH,Ilichael J.19110.Slillcwide Ikuveut l)tud~'-1979 Il..Ita.I\laskil Vcl'L1rtmcnl ut .'iHh <lIul GilillC Div.o(Slurt Fish.I'edcrill /\ill IlclJolt,Vol.22 StUl.ly ~U·I
"fiUs,nlC!I,.ll~l J.19U0.State~lil1c IlLirvc:>1 Slutly -19UO oata.Maksa Df!partmcnt of t'i::;h am)G<IIllC Div.of Sport Fish,Federal Aid HCllOrt,Vol.22 Study fl-i-IC.
J/1\11 cnldcl:l Me t.lcriill or ljroulld sl((~ilIU :>urvcy tlalil IUlles::;olherwise dc:>iqniltcd.
AppeOdix Tabl~fA-I.Crlntillucd.,
Mea YeJr Date Chinook ~ockeye Coho Chilli Pink COlllllcnLs
I
197h i
Coal Cn:ck 1,551 [I 2,31~Peilk survey COWlt
I~~~8/.22 0 0 0 09/19 I 500 597917019806/.29 0 0 0 0 0 T.N.,'CIM19808/22 500
1980 9/11 100981223
Pc r soliCil COllIIII.Present Present S.K.,SF
COLlI CrL"'Ck Lake Defore 197b l1ax.COWlt less than 300 oockcyc U951H59)
I 9/01 •1,100 Includes west tork191215019711.51 pea~survey count197875Pcasurveycount
1979 ]00
1981 9/04 I 1,100 Includes west fork
Drill Creek 197k 1119781719791119806/21 0,0 '0 0 0 T.N.,[CIM
Personal COIlm~1,000 5,000 S.I<.,Sf'
(.out:r.inlj·CrLock I l1ax.COWlt 2,000 sockeye (1950»;C!lIlIIS.pinks,Defore 1970
Personal COllilli
chinook observed5,000 Present S.K.,SF1IAweat end of lake
198 7/15 25 T.H.,CI .
fll HouLh Cr<:ek I'ersonal cOllllll PrelJcuL Present S.K.,SF:P
I I .1ax.COWlt 3 chinook (1958)r.J 01 WII Cn,ek Defore 19701973 219747/13 Pecsent 0
1916 24719711,229197894197911 'l'.It.,elM191101901116
Pe r wlli.l1 COlIIlIl Peesent Siqnif •Thousands of pinks,S.K.,SF
I .1ax.cOliutlO chinook,1.153 llinks (950)('retty CrLock llcfore 1970 6/27 0 01911000 0 '1'.1,1.,CIM
I'crwuill COUlII!100 1,000 S.I<.,Sf'
Seuri'Cn.-ek l'ceBOlla!COIIIII]1,000 Pfesent S.K.,SF
IIctll roel;('cr:30lIill COUl .•]1,000 S.K.,st'
, I~l l<J Hi vcr SytiLclIl llulou:1970"I,!ax.count 31275 sockeye (960);ljood colao rl.lli.
I some l)iuks «961»,1970 9/01 '1,20019U07/02 0 .0 0 0 0 'f.II••C(M
1980 8/29 15 000 '1'.11.,elM .
1901 6/11 20'000 T.t1~,CIM.Up(lCr'anl!AlMer rAver
I ! '
--!----,.~---..----_--.:....-------~--,--..JL:'--..-
,,;;'
Appendix Tabl~fA-i.Continued.
Area Year Datu Chinook Sockeye Coho Chun !'ink COIllllents
Uorth Fork r16 81M 35980J~Ol 10,00098084019809/19 3,750 1.25019817/13 0 0 0 0 0
Holverine Creek Defore 1910 Coho present19811/ll 0 0 0 0 0III9/30 900 40011522 EflCa~leIlt count «weh)q 'd'.li ••elM
\3uchitna Crwk 1981 1/01 0 0 0 0 0 T.M••ClM
calulery Slouljh 1981 1/13 0 0 0 «)0 T.M ••CIMPersonalCollin.Pcesent Si9llif.pcescnt·S.K••SF
Chukachil/l~la Ilivcr System
Chakachatllil Li:l:e Defore 1970 Max.COWlt 590 sockeye (1955»19110 9/02 50 'l'1~"CIM19619/14 Present Pcesent Peesent Prescnt 5,000 til e JO~'ce,ltiJoodrlard and Clyde
Consultants t'.J.,"111£&
Chi 11 i':l<111 Ui vcc Defore 1970 Uax.count 2,000 sockeye (1952»
r'l 19111 9/14 10,000 14.J.,tU::)::-Personal CoIIIll.12 1,000 S.R.,SF6wKClliLJuuilLakeIlefore1910Fewsockeye observed (1952)
UcJ\rlhur Iliver Deface 1970 9/14 Good rUll of oocke~'e in ,",cst Creek (1961»9110 P((:5l::nt Prescnt Pretrent 5,000 t1.J.,"I~.19111 7/15 40
Pcroonal CoIIII1.l)resent S.K.,SF
mal!u I\i vur Before 1970 A fC\~coho rClurtcll (1961)9110 9/0:.1 0 0 0 0 0 T.n.,CIM191119/14 Prcoont ~resent M.J.,m.~Persollal COI~II\.rerell Present S.R.,
IIc.lcolii Hi vcr 1981 9/14 ['cesunt M.J.,'A~l'ecoonal COlllll.('cosent 5.K.,SF
1Iu.:mlk ..l 51oll':lh Pcrwllal CUIlJ.l 5,000 ~H:oont present S.K.,SF1901LargemUIIl>ers of by,ii.J.lll£
5Iu.J<.1ljruss Creck Uefore 1970 Sockeye and cohoprel:ient (1961)
St lililjht.Cr cck 1973 5197591916591977241976Ion191112619819/14 3,000 Prc!::cnl I'CClie/l1:tl.J.,lAIC
I'CHiUU...l COIllIl.100 r·rc-~cllt:.5,000 S.K.,Sf'
~\f."
\I.-
--......-...
Appenctlx Table fA-I.~OI:1 ti nuecJ .
i
I
!
I
i!i
Yeac \
!1An.'iI Dille Chinook Sockt:l'e Coho ChUllI Pink Cotranoots
1
Qliniwa flay Before 1970 I,'·lax.cowll 7,000-6,000 chulls (1959-60)
ChiniWil Ilivec 19UO 9/10 200 100 '1".1.,CIM
lUI I 8/0]1,000i8/05 160i8/15 2,200
Clearwater Creek 1971 i 8/15 5,000
197)\8/18 8,450
197 i 8/22 ],800
19~5 1 8/11 I
4 400
19 6 !8/1 12:500
U~J !8/21 12,100i8/12
1
6,500
1979 !8/21 ~,]501980i0/25 250
1900 !9/AO 5:000 T.tl.,CIM
1901 i 8/]1,000
1981 1 0/15 6,150
~st Glacier Creek 1980 19/10 1 25 T.".,CIM
.'rit2 Crc."Ck Before }970 i tlaX.COWlt U ,000 CbllllS (1966)1
910 !8/12 I 800
1919 10/21 1 100
980 !0/22 I 1,000
1980 19/10 200 100 'r.H.,CIM
fTl }§Hi il/O]i 200 50:P 1115 500I'1
+:>Inishin !liver Before 1970 I,43 ChUll Cl965)
Jolutroll niver Defore 1970 I !Max.cOWlt 500 collo,50 pinks (1955)
1980 I,i9/10 600 ]00 T.M.,CIM1
i I
'lamh Cn.-ck Defore 'J !)10 i Max.COWlt 35,000 CIIlSIIS (196])
19111 810
i !riddle Glacier CICek 19uO 9/10 200 T.tl.,CIM
'ort:a~e Cr eel;Helore 970 "tlax.count 5 ChlillS (A965)I
1
Ncd lliver 1980 P/I0 0 1 0 0 0 0''A'.M.,CIM
Silver 5il1/11011 Creek DeLore 1970 I Fair sockevrand chulII runs.ttax.count 60
coho,200'P Ilks «19(1)
I~e:";l Glacier Crct::k 19UO 9/10 I 400 200 T.',I.,CIM
Chuituil Ili vcr Defore 1970 I Max.COWlt.17 c~i!?hX)kl 40 CoIlO,20 chums llOO
1913 149 I 600-700 pi!lks «9 B
1974 111
1975 629
1976 1,904
1917 1,901
1970 l,nO
1979 1,246 -
"
~-=----.---....--.-,~
~---,_.~->,---
Appendix Table EA-t.Continued.
Mea Yeae Date Chinook Sockeye Coho Chlill Pink COilrocnt:6
Chuilllil Hivee 1961 ~14 165 lion Da~a~DowHlig EIllJioocll"s (R.D ••Ill::'1981 /16 40 '1'.11.,I .
1981 1l/03 375 R.D.,DE .
198}8/04 35 2 n.D.,DE
l8lh 8/05 Pre~cnt 4
21
1 R.D.,DE
8/06 6 5 R.D.,DE
1981 8/24 1 80 R.D.,DE
Imll 8/25 9 Il.D.,DE9/2~269 R.n.,DE
981 9/.2 n Il.D.,DE
1981 9/26 R.D.,DE
198 1 9/27 63 R.D.,DE
190 9/28 23 n.D.,DE
Pen;unal COilm.l're::ilmt 1,000 Present S.K.,SF
Couljuhoouu wke 1981 7/15 0 0 0 0 0 '}'••'.,CIM
Ole.!'lyonck Creel;Defore 1910 Sockeye,coho,ilnd pinks ('resent (1961)
Crc~umt River System
Cre:.;cenl Lake (Grecian
J1..1X.count 132 socke~e 'JI954).CbllllS,pinksLake)nefore 1910
1910 9/15 Present
and chinook present 19 1)
m
~1912 10,000
8 1914 a~l'69m
1915 8/16 Signif.
Stream Gl nefore 1970
9/01
MaK.count 2,500 sockeye (1952)
19111 Prescnt
Streillll 92 Defore 1970 tlax.COlUlt 1,000 sockeye .(1952)
nJf 11/15 0 Sockeye present in SC1Jlc!lb:!rPresent
StreillU g][lefore 1910 .1ax.count 6 sockeye (1954)
Htn:illll 04 Before 1910 P({,sent tlay..COlUlt 250 sockeye (1952)
Cl"(;~cc...l I~i vcr UeflJu:1970 flax.CutUlt 2,000 ~ockl:~'c (1952)
1979 61,000 EGCill'enll.!lIt count ISO'1il1l"J1911091,000 ESCilllClllcnt count lJOnilll"
1981 41,213 Esca~lClIIcnt count SOMC;COhO~i l'rclAJl1t in
lIIiJ-ugust
Dolj CrL'Ck Ocfore 1970 '}'hOUSdIlJs of chums «1959-1961)
Dr it t Iii Vel I!efon~19711 0 0
<;ollou ~rel;(;!It ill (<'111 (l9lil)
19110 9/111 0 0 II 'l.t·\.,1M
I i
App.endl x Table EA-I.Gon~1nued.
1 !
Area Year i !Dilte Chillook Sock~ye Coho Chum Pillk COIlluootti '\
Elling ~ke (Olue ~ke)1970 \~~U '1,2001972,0001972~B~07 ,000
19110
5,boo
100 'l'.tl.,CIM
1980 !0/27 T.M.,elM
I
faUs Crt=ek 1981 Prcnent Present
i
liar ci et Cr E:Ck Defore IUf I No fish observed «1952)
17/21 0 0 0 0 0 T.M.,CIM
De.:lr ~I;e 1981 \7/21 0 0 0 0 0 '1'.".,ClM
Indian Clcck Before 1970
j
Sockere.lJefore 1932 corandpIlkspresent«1961 .
Island Creek Before 1970 Sockeye,coho,and chl.l\ls present U96U
Ivan CH.'ek 8efore 1970 1 !7/06
0 I 0 0 0 0 tJo fish observed (1965)
19110 I 0 0 0 0 0 T.'i.,elM
I,
Kustatan mver Defore 1970 17/15
No fish observed (1958)
1981 0 i O 0 0 0 T.n.,CIM
rn ! 0:r Dlac.:ksalld Crl:Ck 1981 0 0 0 0 '1'.1-1.,elM
Ol Jelloon Creek 8efore 1970
16/10
SOCkeye and CIIl.I1W present (1961 )
1981 2,~00 Prenent
Lalis Hivcr !lefore 1970 Max.count 67 chhlOOk (1962)
1970 12
1972 nl973I191~I 135
197 il~nu 54
1918 5GI
1979 ~/O6 546
1980 0 0 0 ..0 0 '1'.11.,elM19815GO..
PerbOllal COIIIII.I 1,000 5,000 S.K.,Sf'
I 1UOlllallilIIi11CH:ck 1981 ~/02 0 0 0 0 0 T.tl.,CIM
1
i 0nooseCreek1911!15/28 0 0 0 0
mkolaiCH~k Ue{oce I!OO i tax.count 1 chillook amI some !linl:s (1961)8
1971 143
Fe~1 suitable spi:lu!lin!]iU'cas
1911 lJ/15 0 0 0 0 0 'l'.f1.,e'Mricr:;alia1 C(IIIIlI.I IUO 500 10,000 S.K.,Sf'
~--~_/.
~---------~-----~.
~':'-.
------------<
Appendix Table EA-i.Continued.
1'\((:3 Ycar [)ute Chinook Sockeye Coho Chum Pink COllillCilts
Uiyishl<ulula Hi ver 19UO 9/02 0 0 0 0 0 T.M.,CIM
Pac~crs Lake (Kalgin Is.)Ucro(e 1970 lIaxil count 100~000 sOcke~'e (1926).
r70 9/01 500
5,6 0 coho (19 2)
97{~/}g 507
97 3,356
1972 7/20 200
1972 10/09 298
n1~J:l~~19110 Presenl:'1'.1-1.,CIM
190)n,ooo 2 6 °00 T.lt.,CIM
190 I 100 2,040
198 1 :024 2,440 Escal~Ill.'11t count (weir).T.n.CIM
l.....Uy Creek Defore 1970 ~x~l~ts 2,000 coho;pinks and chums IPcesenl:
1900 8/29 10,000 '.R.,CIM
l!eLloul.Jt Cu:ek Defore 1!lJ~Cohos ~rel;;Cnl:(1961 ~
7/21 °°0 0 0 '1'.1-\.,1M
South t'od.Crwkl:i 1981 2,000 T.n.,CIM
iT!'l'hL'OlIoc c.:Hi ver Cetorc 19-/0 tlilll.COUllt 67 chinook (1962)
)::a 970 36
I
1111
°......23~
205
197 95
1976 1,032
1971 7/2]2,26]
1970 547
1979 512
1900 .'1106 0 0 0 0 0 T.1-1.,CIM
1901 535
\'CClXlnal Conl:l.1,000 5,000 S.1<.,SF
'l'hrec HBe Creek 19UO 6/27 0 0 0 0 0 T.~I.,CIM
Per sunal CUh~:I.1,000 5,000 5.1<.,SF .
'I'U);L-dn i Ilai'
DeLlr CCl:ek 1900 9/20 0 0 0 0 .0 'I'.N.,CIM
IliHicult Cleek 19UO 9/11>0 0 0 0 0 '\'.11.,CIM
lIullyr ylllo:lIl Crl;(:k 19UO 9/16 0 0 0 •0 °'\'.1-1.,CIM
Ul'en Cft:e"19UO 9/11>0 0 0 0 0 'l'.II.,CIM
'!'uxl:dni IIi ver I!JlIO 9/16 5U 60 '1'.11.,CIM
lhlll..lIlll:ll 'llu)':..~llt',dll~i I'JUO 9/IL ()u II II 0 '1',11.,CiM
Appendix Table fA-I.ionit i nued.
~-~~_-III.·
l.fCu
'·liII..k.IelJ Lc,ke
Ueutforeli.ln<.l L..tkeu
Year
J980
19l11
19811981
19U1
I.loIte Olillook Sockeye Coho Chllli
I
01.25 500
7121 0 iO 0 0
~~71 1,200,2QO
7/P7 0 0 0 0
Pink
'1'••1.,CIMo'1'••1.,CIM'1'••1.,CIM
'1'.11.,CIM
o
Cooments
ITJ
):.•Ol
Uhiflke~'Jilek 8J uU'jh
Ill]Creek
114 C(t:ek
12]Creek
•24 Cru:l;
125 CrL-ek
Before 1970
Before J9701970
Defore 19701970
Before 1970
(lefore 1970
Detore 1970
Present
Present
Cohos prescnt «1961)
Cohos present in faU U96Jl-69)
Cohos present in falA'(196A-69)
Pinks present (1960)
Pinks present (1960)
Cohos and pinks present (1961 »
___r-.
,--~-.....----.--~
----'-"':'--...--;>'
~---'
, i
APPENDIX EB
SALMON ABUNDANCE DATA FOR TURNAGAIN
ARM RIVER SYSTEMS
'\, ,Ii
;'l"
. I
.\,r
1,I
")\
•1
.)
""
J
\,'1
\,\
Appendix Table EB-I.
....
Salmon abundance data for Turna~in Ann river systems.comp.ilea fr~ll
escapement enUlfe§ation programs'•sport flsh harvest data~and aerial!
ground surveys~Adult Anadronlous Investigations.Su Hydro Studies.1982.
1
MUd
Died Creek
california Crtek
YCiU
Ilefore 1970
1913
1974
1976
1976
1977
19791980
Personal COam.
1976197619781978
Date Chillook .Sockeye
2
3
60/.25 69/01 '3
Present
8/21
81.25 2 1
8/l0 49/01 1
Coho
26
Present
4
5
ChilD
756
Present
6
Pink
906647
2,f~t
5,000
155
5~;
919
CoolilOOts
l\ax.count 6 chinook (1957),6,000 pinks (196~)
Sport HS~harvestortUsIharvest~n ({ubi ,NlF&G Div o of Slnrt Fish (SolKo 0 S~')l\ax o abundance estimate fran E;evcral yeaul
observations .
ITI
OJ
8
>-'
CcuUlwll Crt:ck
Chikalooll
Indian Creek
IIl~ralll Creek
Ilcl!lI<Jh Crcck
Before 1970.1913
1974
1976
1977
feroona1 COIIlII.
l\cfore 1970
197619111
Personal COllla.
Defore 1312
19771978
Defore 1970
1976
I'L:r salla1 COIIIII.
0/19
5/2ll
8/.259j'0l
9/01
0/21
20179210349
o
Present
1,543o
300
o
Present
Maxo COWlt 187 chinook (1964),1,000 pinks (1958)
5,000 S.K.,SF
'~X6 count 20.000 sockeye (1947);75,00 pinks 1960)
0 °Present Present S.K.,SF
10j
.~x.count 8 sockeye (1962);230 pinks «1958)
.6
232
489 'mx o count 217 pinks (1950)
Present SoK o,~F
1/Cuurlm..y ul J\lilUkLi llctJ..lflllll:lll 01 f'ish Llml t;;ulle lhv ..uf CUIIIIICIc!a1 l:'jl;herictlt Pjv.uf Spurt l'i8h,and t'lBII!!rics Rehabilitation ano l::nllilllL:Cllll.!l1t Illiv o (fr'ml));
('(lUk Inlet 1'.qu.:Jl'U Hun:!U.iwclat iOIl (elM);'~oodwaril-Clyue Com;ultanls (t....IC);flow illlj r:1i9illcers t:onSUJ liug Fum (DE)0
21 l'lill~;(l·hell,lI.!l J.l!JUO.Slulc\lidc IIilrvcul ~tlltl~·-19-/9 Data.Milska lJi.:(Iarllllcnl ul Pi:.;11 .1110 Giulle Piv.o{~Iort fiuh,fl.'I.)or«1 AiL.lltqlOrt.Vol.22 Study fll-QNiUu,Hie .,Ie!J.1!Jl)0.Slatewide lIarv<:ul Stud~1 -19UO Dill"'.Alaksa De[lillU\lCnt of Fish and GilIlIU Div.of Sport Fish,Fcderal Aid itClorl,Vul.22 Stuely Sa-lC.
V 1\11 clllr it..::;.11 C acr lal or ':jrolJlld :.>trcillll UIII VC}'Jut.:.IU\1l!SG olhcrwi:;e L.Ieui~IMtl!<J.
,
Appendi'x Table EB-I.Cdntli nued.
\\
II I
I I
Arc:a Year \D<lte C!lillook Sock£:ye Coho qUill Pink COllllieilts
:I
I
1\)[til9c Cr eet:Peroonal COIIIU.50~500 5000 S.K.,SF
Gravel Pit Ar~i:l l3efore l!fJU MaXI COW".tJ50 chinook 11950);650 l:iOckeye «1952);
I'erwnal COlIlU.500 200 1,000 1 ~nk S1954);1 clltlll C 953)S••, 5
UiUiwaw Creck l3efore 1970 Max.count 291 sockeyeo13 chums (1928)
1974 9!JJ.l 40
197~9Jj25 1119701J22
1975 8/'30 ~119759/06
1975 9Zr 4~1976 o/!1 0 0 0 0
1976 8/,1 264
1976 0/:25 16
1976 9/03
2119710/:24
97 9/01 4 1 42
1978 8/10 13~1978 o/ao
1970 9/J9 42,
l'otter Cr~ek Peroonal COlIlU.I Present 5.K.,SF
RaUli ~Crwk 1)ersonal COIIIIl.!100 500 S.K.,SF
fllto iIRCBucrectiOilCrc~k llefore 1970 !Max.count 80,000 pinks (1960);35 chullls (1958 D
N 1976 11/11 040
1976 0/21 20 6,000
Eei.1ttle Cicek 1976 18/21 Present 600!I
Six tl11e Creek llctolc 1970
I,tlax.COWlt 696 pinks (1958)!o;:h976
0/23
800
1978 1,200
i
5kookwu C'Lock l'cniUllal CUIIIU.I i Present S.K.,SF
'i'h.-eo lIile Cr L'Ck i.1IlU I,ake l3efore 1970 I Max.count 49 oockeye (1954);896 pinks (1958)
'l\wnl y lIil e Cr eck 1979 204 362 36 'lwellty Nile River spoct flsr.laarve~t
19B0 146 439 43 43 'l\Iclity 1·111c,Rlver fillorl;f 5 I aarvest
Cilullcn I....kc 1976 11/20 2
1976 6/21 9
1976 O/~)603 HI
19111 29 20 30
i
'~-~'------.;I-::';.-
~----...--..,~:
I I.
j I
,I
,
APPENDIX EC
SALMON ABUNDANCE DATA FOR KNIK ARM
RIVER SYSTEMS
,I
)
,1
(.;}
J
,J
-----=~-==---=...~~..~~.=====~~~=========-~===~=~~====.':
r
"
}
,,'~
Appendix Table £e-l.Salmon abundance data for Koik tna river systems)compile2ifrom
escapement enullleratio~ograms!{sport fish harvest data )and
aerial/ground surveys )Adult Anadrolllous Investigations a Su
Hydro Studies)1982.
fJln
I
t-4
MeL)
Che:.ltec C((..-ek
Cottonwood Cceek
Cottonwood Lakl:
Ueadol-I Crt..>f;k
I~klawn Lake
Yeac
Pecoonal QlI:1I1
Deface 1910
1910
Irll~h9~2
III
191t1915n~5
1
916916916
911
1980
1979
19801981
Deface 19101912
Deface 1970
191019701971191191
19121919
Defore 19101912
Dilte
i~li
9/&~21
9/.24
9/239/25
91.269/2710/02
9/229/24
3~~
8/22
9/21
9/29
9/209/211
8/229/250/10
0/22
OlillOOk Sockeye
253
10
381,199
1,525
2660
25:180
225
43
290
1,819
110
Coho
100
5
29
Present
fA20
1
U21l~
20f
180
264530
~.1982:n~
~~
~
21
Chum
Pcesent
Pink COIiIllCI1t6
Stan A<ubik,.IIDF£G lDiv.of S(Xlct Fish «S.K.D SF)
flax.abundaf:ice estimate hOOI fleveral lfeilrs
OOsecvervatlons
~IAl~~Y11~~t8-10,000 (1936),
S(Xlct ft'Sb harvest§Port f shharvestEscapementCOI.IIlt (weir )
I
.1aX.count 500 Usb (1951)
Max J COI.IIlt 5,000 sockeye (1952-19b~~3 115 coho(1900)
flax.count 256 sockeye (1956)
1/Courtesy of Alas\;a llc(JilCtll\('11t of fish and Came Iliv ..or COl1llleccial Fishecies!Div.of Sport Fish!and Fisheries Rehabilitation and EnhancclllCnt Oiv.«mOO);
Cook Inlet lIlluilcultucc I\Urociation (CIM);llooddilcu-Clyoc Consultants (1'1"£);Dow ing Engirleers Consu Ung f'l1lI (DE)."
2/IIB}:.l1 J.\jchael J A 19UO.Stqtewidc lIiJrvcst Study -1979 Data.Alaska Dcpacbllcnt.of Fil1h and ~ne Div,-of Smct fish.F~dc{ql Aid IlC~!t..6 V2~1J.2d"2 SJ;,udY !l'l-lUiH:;,fl cnal.!l J.93u.Statewide lIacvcst Study -19UO Oata.Alaksa [)e~rbllent of fIsh and Calle DIV.of l:>(X>rt Fish.f'eClCcaA MOl Kte{Xlrt,Vol..,tu y ""I-IC.
3/All en\..ries arc Dcria!or 9COLlllU s\..rcillll survey dilUl LUI!CSfi othernise oosiYOilteu.
I,
AppenqlX Taple EC-l.I ' ,Ca'nt 1 nued.I ..-
I
I
Arli:a 'Veae I 1 Date Olioook soc~eye Coho Ollll\Pink COillllents
I
i
Eagle Rivee Befoee 1970 1 ChAoook rIeselli U966-1969);"laX,.count
1970 I U
3,00 pi s (1 6 ,r ,
976
I
31197197 South foek
91 16~IPeesonalCoRIII.I Present Peesent Present Present 8,R.,SF
IEklutnaRiveePeesonalConili.
I
Peesent Present Present 8.K.,SF
t'1ce Cewk Personal CoRIII.Feesent Peesent S.K.,SF
Fiflh Cewk (Big Lake)Befoee 1970 I i tlaXt COWlt 306 6982 sockeye U940M
I 19,17 coho (1 30),f9f pinKs U 0)1970 31'1470 1,048 3,940 EsCapement count (we r
I~~O 9/30 Ut31'1~00 Escaix:ment count (wei r J"I '~~3 "i 50197I 141r76,;~~~709 51 Escapement COWlt (wei r),
97 9/00911 21705 210 6 Escapeillent:count tetrlm197~16:225 1,154 Escapement count we r
n 191 29,000 ,601 Escapement count wei r
I 1975 8/.21
1
34
N 1915 On6 l~9 I9750/299759/05 1,1192 1
}975 9/23 ,960
975 9/29 1194 1 Escap:ment count (wei r)}916 14,032 765
917 9/01 il72
1971 5,~03 ~,l~f 189 Escat:nent count telrl19703,55 Esca nellt COWlt.we r
979
I
60,~39 ,00 E6Ca~mcnt cOWlt we r
1979 Ll57 8ig .a~e s~rt fis~~liIrVeflt98014389LaeslOrtf«IiIfvest1981,50,~79 2,261 EsCap:mellt:count we r FIUD
Dlcx.J\jctt I.dkcfl Defoee 19~0 \8/22 !53
I'/ax.count 15-20,000 sockeye,
19 2
I
Kern Creek Personal CoIIIII.Present S.K.,SF'
l,uik Rl vcr Personal CoIII'I.I I 6,pOO Larry EII9Ql,IIDF&G DLv.of Sl~rt Fish n..E.Q Sf)"ax.abundance estimate fr~severa!years
4,000
observations
Per:.;orlill CUlllil.I 50 Tan tlears Cook Inlet llquilwH:uce 6\Ss'n,(T.n.,elM)Observ.fc~.l\ug-Dcp ••1979-!11!
Jim Lal:e I'llroon"l Cvlll"f
I
Signif •I••E.,::iF
1911 Peesenl .T.II.,elM
1981 35 Tt':st fish catch
,,..--..---,.,~---:""-----.~
~r---''---:::-..--::''--..:.-------'
.._-
Appendix Table fC-l.Continued.
Ar~¥car [)ate Chinook Sockeye Coho 011110 Pink COlllllCtlts
Little Slilliulii River 197~37 3l~o 80 ~,4~8 3,302 36~l,8U Sport fts~llarves!:646 ,I 1 6,302 .·46 SfOrt fill Iarvest
liarschor;:Lill.u Ik:fore 1970 tlaK ~COWl!:45,000 llinkS «19(4),2 chioook(19 »
l\i1ti1nu;;ka IH vcr 1lcforc 1970 Chinook ~csent·Personal Cor.l1l.2.500 150 2,500 'l'~l'Cl ,1<1n95 River confluence1OOservatllllS
llodclloorg Slough 1972
R~~'4gl Peak survey count
lin 160/2 200
97)0/30 23~
HI
!l/M 25 .
B~11 9
91 '~i l'!iJ Wi n
915 I~~l r9150~2~30
Jl~9/0 ~3
1915 9/23 ~
r
16 0/23 I9168/2J 1Mm9169/09169/0~rn9169"/1 U6191701.22w9118/30 Uun9/069/15r188/22·2109109/11 50~,918 Peak.survcy count
Gruuile Crc,,1;(lefore 1910 tiilx.COUIlt sockeye 116 (19591,chulII 61 U951~
floo.!il!C(t:ek 1910 ~24 120
91l 2291~~40
191 ~~15
1972 6
1913 6/01.36
n~~~~3255
1916 101
1IUL1 Lal:e 1ll:[ore 1910 flaK.count 90 tiOCkeye (19511
IWlley Luke Udule 1910 !lax.coulIl 1,000 tiOCkuye (1954~
1912 till!>5,000
1912 9/01 5]0
1912 9/11 l,9l99121.7 1 !'cdk llulvey COUllt
191]203 PCilk survey cmult
AppencUx Table EC~l.
!
1 .Continued.
i
".
fTln
I
"""
Arcu
llUllcy Lake
Luke Creek
Nancy Cr<:et.
Pall'ler Creek
1
Ycui
197 I197~'
1975
1975
1915195195
1976'
1976:
1976'1976'n~161
197
97
97mJ1~3'
Before 1970
fIll
Before 1970
197512~~
Before 1970
197819781978
Dilte
U/218/248/26
9/059/23
8/238/219/02
9/019,12
8/23·8/309,06
9/07
8/26~6~
B~n9/21
Chinook
I
sJckeye
I
14084
31
567468
i 2
23l
i ~U.282
14,801
1 n~i 51312,050~,8Jl
1 800i69
l.Ni
811
58~
351
Coho
1
Ouw Pink COirments
Peal\.survey COWlt
Peak survey cOWlt
Esca(X$lCIIt count (web"»
Esca(X$lCll..t:.COUIlt:..(weldEsca~t count (we IrB
Sport fls~~rvest
~x..count 60 chinook j1961»3 200 soclteye
«19:)8)
Malt.count 142 sockeye «1954)
Milx.COWl!;144 sockeye «1957).20 chums (1950)
Petec'ti Cceek
Peterscn Creek
Ship Cceek
llefore 1970
Personal COlllD.
Perwnal CollltI.
Deface 1970
1970
1971
1972
Ian
1,746
221
121ni
Present Prescnt ~~lt.count 10!chinook (1965)Present 5;1<.,SF
Present S.K.,SF
l-lax.CQl!I)t chinook 1,764 (1964)0
cbuIIIs60U (l95lh pAnl:s 1,256 (1952)
-:----:
-~.-....
-----......
........----''---....-..;----=:::.:'------'-..-----.:.-'
Appendix Table £C-l.Continued.
Acea Year Date ChillOOk SOCkeye Coho 0llIU Pink Colmients
Ship Creek 1976 006
97~1,011
197 8 "I97912.1919 SAl 91 ~rt f16~c:rvest193030• 9 405 sport f s rvest19B11,000l'er60nal COimI.Present Present S.K.,SF
Six Ilile Crt:ek 1980 300 100 T.M.,CIM.1980 observations
Six Ilile Lake l'ersonal Cullin.200 200 S.K.,SF
Wi1silla Cr(.-ek 1970 9/25 101rr119709/28 lUn197!I r 9/21U1~n 30
91g I~197 5819791811979i,21~4~1)6 Sport fi6~~rvest1930,55 210 sport f 6 (vest
uasilla LukE:Defoce 1970 .1aXli count 3,5811 sockeye U960b le161 CO~AO
1972 0/22 660 (19 0)
....J
,)
'\
,(
..")
'.}
.'J•>
I
i J
.i 1
\ I
APPENDIX ED
SALMON ABUNDANCE DATA FOR KENAI
PENINSULA RIVER SYSTEMS
I'.
\.I
,,I
\
()
'j
".,1
rt:o¥\1.-...·
:f
!J
:.1
.1
Appendlx Table EO-I.
--,--_.-_.
Salmon abundance data for Kenai Peni~la river systems.compl~~d
from escapement e~~j~tion programs t sport fish harvest dat~
and aerial survey Adult Anadromous Investigations,Su Hydro
Studies,1982.
Area Year Date Odnook Sockeye Coho ana Pink CQlmeots
fJlo
8
&-'
Bishop Creek
Bishop Lake
Daniele Lake Is Creek
Parsons Lake ..Creek
TJmbedQf.lt Lake Is Creek
Deep creek
'!\wt:amena Drainage
Maallof River
Oo''''IHI
1981
1981
1981
1981
Before 1910
II
W~'I~
tiff
lUI
~H~.
9/01
9/0)
9/0)
9/0)
o
530220l401,aH
I:JiJ
l:tU
110
2,000
o
2
l'B~i
B,oog00
1 :888
18:000
1~~:888U;~~~
«)
749
883
«}
Hu.count 21,000 &OCkeye (1958)
~Hea~B _Cook :Inlet I.quawlture AWBocuU.oo\6.K.,Clj\,j\)
T.K.,ClM
T.H.,ClM
4)'1'.11.,elM
T.II.,ClM
'W'pi~i~ifOOchinook (1951»8 u ~«1~8h
91 &lort fAshhHveet795tiPOrtfishharvest
Max.count 69.000 oocIteye 1968
Esc8et count (soqan
Esca t IllSUlIIllte (pa,Ual aulNelf /!l eOMg comt8~
£sea t count BOnar
lE8ca ft cowl:sonarEscaf§t count BOIlaItlEscatiOOl.IJllt sonar
IRsca t count sollarlEscaItcomll:SGIlaltBscailtcountSOllalt
£fica t count sonaE£sea com SObil(Bsca com sollar
11 COUrtesy of Alaska Deparl:ment of Fisb and Goole Div"of ColIJnercial Fhibedes,Div.Of Sport Fieh,and F!Bbedee Rebabil1tation and ~t Divo «n.mh
O:>ok Inlet laquaculture 1IBBOciattoo (elM),Woodward-c1yaeCooeultant8 (WWC)B Dow.l!ng Eng nee(s COOsmting rim (DB).
Mlls~Mg6a~~el!MI&.ll:tJW'~J:rlr.Jil~1ooo Ml:.Da1tik~~~r={~~l~~h~~~lV~~t SVl~.F~:&t~~~R~~[r~~I:~lSt~/~c~-l
3/All entries are aedill or gromd streillll survey date 1Il1ese otherwise designated.
Appendix Table EO-I.
I
I
Continued.
I I
\ I
Acea Yeae
I !
Dilte WnookII,•
Sockeye Qlho auu fA"CoiIIlenta
Pealt survey oemt
1'eAk 1lUt'Ve.y com&:
'1'.11.,CIM
Peak sUt'VeyCOlllt
hak lIUt'Voy C(Qlt
IJPI~i9tJYoo aockeye (1949)B 1 chtlllS «1951»,
o T.H.,aM
fUcOhoeottlfisu,oooooclteye (1950),31 pl~(1952&8
I
'1'.11.,aM .
Peak survey comthalteurveycomt
1 Peak lIurvey comt
Peak lIurvey Oi:UltPeaksUt'Vey comt
11
~Ii
t.»eak IIUt'Vey comt
39 auk BUt'Vey ClQIt
1 leak AlUt'Voy .oomt
~
Ii
o
o
I
I·
I
o
o
1
o
I:IU
~:9
1';'
dII:8
111
10,0
"r
~.
1:111
~:I
I I
I iB~ft
I I~('I
I~Y~IifI~U
I I
I I
9/0l!
I III.I~I~2~II.~Itpl
IV-HI~~tl1!
.hoi
1:
J
I
III
II~r971
IIIl
iii
1919
Befoce 1910
Befor:e 1910BeaeCceek
Coal Cceek
ClUf llouae Cceek
Cleae Ceeek
lT1io
I
N'
!
I
~
-.....;....-.------'~-------....:-_.
,7::,it-'-----~------_.------;;;."
'~~
Appendix Table ED-I.Continued.
Area Year Date Odnook SOCkeye Coho au.P111k Cou1nenta
CCooked Creek lU3 i 68 Eaca=t coont lweltl2,60 !sea t count we i
Cryatal Creek l~n I'll .1'eAk survey ootmt
~~1 1
~H 1
I/O 1,t~I6 a~
1m
0 0 a
M~B~UI 2
,.."BU ~~l 0 I)0 00860•w Glac1e[Flatu Creek Befote 1970 Hax.counts 10,500 aocteye (1968h 121)f!!lk~«ll9fi2»
lill jl:ifi Peak suney COUllt;
I~M 1 :1 Hax.oount 7 pinks (1958)
Jfti tti ii~ln 1
P'I
Y Pea~surveJ count
Jill 11!!
Pea SUlve count
~suevel countBunecowt
8/~,~~
311 I~2 r~Peak Buney count
1111
8/0S :ltl 48Z~8/,~t Pea~Buney COQIlt
6:14 Pea Buney oount
Appendix Table EO-I.Cbntinued.
Area Year I Date ,OIinook ~eyo Qlbo QuIa Pink CQiments
Glacier Flats Creek
III.~H >rSl0 0 41 0!O~OO '!'.II.,ClM0'18I'G;i~1~ertr=iey:,i9lntl"1a pAnke U95~)Indian Creelt Before l&Ii 1/1B 0 0 41 41 o .H.,CIM '
HooBe creek
Before 11ft itlU ~count 18,000 mckeye (1968),52 pinks (1951)aurvey count _-rIII~~I~ll IiIl~n IJ~l'ea~BUtveJ cowt
rn ~Burve count
t:J Ills 8/13 );131 1 11•I~W Peak sutvey QOWt
..",.
I flll~1 21 '
I~n Peak survey COlIIIt
6 31
f'~iil Peak survey OOIIlt
23fgl
1=1 z~15:1~2
131 10 1 ~'1'.11.,OM~19 8~Preaent
NiJtolai Creek Before 1910 ~fua~~iy,4IOO li!OCkelfe «19«6»»96 pAIllk8'«J\96iB 9
fill ,nfB8/11 1 20
8~U ..1 Iii Peak surveY oount
Ill;~05 6 1so
A~~g-3 10j85 2 ~1911 5'20
1978 8/09 .:890 1 22
Iii ~n 5 g~U~18
0
34J12
0 0 0
1981 ~'JB 10~OOO '1'.11.,ClM
OlBen Creek Before lng H.u.count U eockey8 (195".
8/20 4
'..--'-~---'--.--,'>~~-"~"--~...---~-----~-------.:~
Appendix Table EO-1.Continued.
Area Year Date Odnook Sockeye Cd!o QuIll Pink CaJments
Kenai lliver System
itenai lliver .Defore 1118 =a counf 88 .000 sockeye «l95U
f:r.s ~count (BOnar
~Est!iilates p!r:tlal i1Ur:Vey and aomlJ countsEscaetcountnar:'888 ~t:t :::~a:ooo Escait amt BOnar,000 Esca t comt BOnar
l ~:I '=f com~BOnarCOUllBOnaB:11:88 Eet comt BOnar981EscatcomBOnar
7,638 t ootl1t BOnar
Beilver Creek Before IllS Cohoa and p1nks present U9Cm
6/'JJJ «»0 0 0 o 't.H.,aM
rn
01 carter Creek Defore 1970 Max.count 250 sockeye (l9til)8
IlJ1 .-
COOper Creek Defore 1910 --~.....--~.~~t aB!6~eye,35 dlinook U950»0~-~-
cottOl1Wood "Pipe Creeks 1981 8/03 0 0 I>0 I)T.H.,aM
Creacent Creek Before U18 Max.count 250 aockeye (l9~6)B SOD ~lnook (l9Ub
1125 141
~y River Before IllS ·9/11 0 0 0 0
Hax.~.,plnk8 (1952)o 't.H.,
Grant Creek "Lake ~~el ~I
Hax.«::oont 16 chinook (1963)Il 324 sockeye (1962)
0 t 0 0 0
4j
Hldien Creek Before 1910 Hal'.count 3,194 sockeye (1965)I 6 coho «1953)
1970 8/28 112
1970 i~U 158
IIlI t:iD EBcapement count (weir»
8/28
Appendix Table ED-I.¢ontinued.
Area I Odnook &1deye COOo QuIll fink CamlenUYearDateI!
Uidden Lake W~~ii !
Hax.oomt 3,100
IIJ~a ~=lr,9§8 .Esca t montEscatCClmll~Esca t count
Esca t countI'!:8g~-e<-*Esca t cowt
til la:iU Bsca t count
Esca t com!:
301 £sea t com!:
Jean creek ...Lake
w",
e11 Halt.count 1,200 ~eye (l9U)
8/28 t·~2,389 Escapement count (weir)
r~MI~B •HI
rn tB
I
Il,oll T.N.,OM
0 ~m i fiO 'UI.,ClM
I
())!Jobnson Creek WO"l"
I I'Hax.CQUnt 625 Sockeye 419(9)
~i surveJ coooi:.sOlVe COl5lt .
Pea sUl:veJ mtBlf
.8/27
fell SUl1leOOlll
gIl Feat surv~y OOIBltIIIB/!8 1 I
1976 ~I 0
21
0 I IUU88
Ui
,
·1I~j Peak sUIVey·G:lOOOtHI"0 2i 0 0
197111 8~24 192 98
197111 180 Peak··survey count
In;a~8~ill
o ~~E ~~~:xl\9~Ar1)8 hrgeJooeauCreek...Lake Before 1970
Iln~B~83 1ft ~0 0
1917 8/23 5 15 11978~O9 42 1
197~/12 -90
~~'-.------'---.,..........~~-~---'--~
._~
--i
Appendix Table ED-I.Continued.
Area Year Date Qllnook Sockeye CDbo 0UlIII f.lnk CaiIDeots
KUley River Before 1910 HilX.count 100 plnko (1960)
Klng County Creek Before lilt 8/03 0 0 (I 0 t?J fl1!£re netllO.K.,
ItOOse Creek It:i cowt l~aodleyes 1 dlIIIl (l9S3h l lPllM U!1J
i:r1 suney t=sllrVeJ IOOUllt
i~n sune oomt
1,~J Peak BUEVey count
~!'lftfli 1
:ill u 2
feak IBllrVey cow@;
rr1 1/25 :9860•~HolDlng Slough il~a 8/11 320
8123 281
Ibi Lake Before 1'10 Hax.(XQ1t 100 chAooolt (1949b8 1,000 &OCkel{e «1948)
91
1 I:!U Peak survey count
111 Pe~aur;lleJ countFeaunecount
UU I~D 0 I:~ll 0 0 0~H 35IIr1:111191 Peak Burvey "count
1916 8/05 e0 2
916 8118 I,48
1911 8/.03 1140
1911 8/12 1:840I;ll 8/26 2.2'8/.09i~I~Ij J 82 1 Dave's c(e~15 Davele ere
Appendix Table EO-I.C9n~inued.
)
i·
Area Year I Pate Olinook ~eye Q)bo QUIll fink ~t8
fipe Creek I ~Ii :I
j
i
l'ta(JDigan Cleek Befole 1910 Hu.count 3,000 sockeye (l9n),300 cMnook(l948)
--i~I~D I
··'1;
0 0 0
I~n 11
1'eak 8ueve~Q;)IIlIt
0 0 0
:J ~I 0 iIi 0 0
o 1'eAk aucvey count
nIt 11 Isol 0 0 0
0 0 0
nu fa 3,5~1 1~511 1'eak auivey.ClllWt
n~1 1
532190~O5
QualtZ Cleek Befole 1910 MaXI count 15 ~1IOOk JI952)B 10 456 50CkeyeB
1970
:11
1 ~Ilk and 10 119 «)Pe:t Bueveyoount
"'1 Fe Guever count
I~B 13 1
Pe Bueveycount
iRs :!uu ~H J;al~
i121
1971 8/26 ~1143
1971 8/21
11!'U1978I~L ..11 11918..
I
Railcoad CIcek Before Ufl
Itil
,COURt 215 rye ""'Isurveycoon
Ilea surveJ counlPeaBunecow
tiU
Pe Bueve count
I~D iid
-~----------,.-.---~-------..------------~..
-------'~-,
Appendix Table EO-1.Continued.
Area Year Date Odnook SOCkeye Qlbo Qua PAnk CQusIlenu
Railroad Creek
IIU B~n i;nl1~1
1m
8/24 l:~=IlIKVe~coont
I~Yi 8lltVe cowl:
,14
Rocky Creek 1981 163
Ru8Bian River (ower)Before 1910 n!f:rwL~«i~fit~l~e «ti£8Y~W~lfe
1910 9/01 33,000 87 .,1 ~t count,aockeye dweArh other lBpeCi\@~
~~:m
eBt tes fna slUveye
Pea Buney count
=pelllOOt count:(weirDPeasurveycomt .
=p!lIIeJlt count (web').suney comt
m 4 :~Ol =~t count (weir)
0 fl 1 4O:0~Pea Buney count
I =~t count (weir)to .2,909 Pea .survey count
~j5 39,000 E!pesuent count (web)866 Pea survey count
Bi 8/18 4~;8Aa Pea survey ~t86.,2 EBca~t ooun ,IlOCkeye (weirDo otA!ep;ll1Jecl1elll
estr:tes fraa slUveya
1971 38,98 3 Pea Burvey count
197 ~00 Esca=t oount tweirl1918:000 Esca t oount we r .
lIll li~:IS~l'eak survey oount:
1,098 =~t count,llOCkeye (weirh Spolrt tUsbrvBt,coho
1980 lUi,OOO 1,025 EBcapement oount,llOCkeye3 S(lOrt fllslm IhaKVeBt,coOO
Bee(lilge Creek Before 1910 Max.count 25,000 sgckeye (1946)
1911 2,292
1912 8/26 34 1 5
1912 3,812 Peak Buney countnu8/.15 ~:~Y28Z22r'Kif l.ill976
JU I~~
8/26 587
Appendix Table EO-I.don~inued.
1
Area Year I Date Odnook ~eye Coho Qua P1lllt Camlenta
I
seepage Creek If ~~I
i'PI1,Y..I 0 I 0 0 0
1,376 Ag>rox.1,000 fish,&peciea mknown,«T.~.#ClM»
Ship Creek Before 1970 Hall.oowt 650 p1Jlks (1951)
Skilak River 1981 8/03 0 0 0 0 o T.M.,qM
Slikok Creek (Lake)•Before llil 8 8 8 8 ~x.U 5 pinks (1951)
8/03 8 ·a·,...,..
snow River Before 1970 No fish dJeer:veCA (1952)
m Soldotna Creek Before 1910 tb f1~dJeeevecJ (1951)0
I
t-'"Tern Creek 1919 1/21 ~,6930
Trail Creek (ower)nn B1~i 1 1U See HornlnySl(QJb fot'~t1ooa100unt8
Trail Lake Bef9re 1970 tb fish dJeegyed (1952)
Trail River ~foc."i ~k count 10,000 I60Ckeye U911t13IiI~tl ID19nlOZ2tU8/1
9danoon River Before 1970 I Max.count 2,00 coho (1965)
~~':----.-~~.-.'-.---~
I"
I -APPENDIX EE
SALMON ABUNDANCE DATA FOR
THE SUSITNA RIVER
.'}
.1
.~I
j
r,j
)
I
\,)
,}
J
i }
)
1
-~~-~~-~------_::=••_._===••::=::=..::=._._._._._..•.•••.•••._._...._--..)
1
'/
.1
l,J
,)
,H:r
.'....,....-~_.-.
'----
~·-·----'1
Appendix Table EE-l.Salmon abundance data for Susitna River Mainstream and maiIJstream
tributaries,comp1)ed from escapement ~n~eration programs t sport
fish harvest data ~and aerial survey~.Adult Anadromous Invest-
igations,Su Hydro Studies,1982.'
Area Year Date OdIlOOk SOCkeye Coho Cbllll Pink Cc:moentB
Hainstem
SU8\tna Statts::
1I11
38,000system-w estimates)
1U:88315,000 au~8esttma~frau aerial suneysg
1974 15,000 10,000 ~1 s~r:t gesteslIlllterOllaerial wnep,
1915 11,500 108,000 ~~~rt balvesteIIlllterauBedal wneylJ,
1916 11,200 111,000 ~udeB rP-?r~{lest .933,000 ~:-PO B on estilllate,cbillOOk estimate
1911 ~ller:l~1 ~en inc1i s1Xln~esJ118,100 238,000 50,000 105,000 1,490,000 ~~a 1m est teD c e blateromaerlesisr:t tv t
1918 81,100 94,000 100,800 148,000 2,418,100 ~~fcounl{lSb~~.~eB~C fr:a&I~181 sur~!~1::t smt ~vesima191917,200 157,000 125,000 a~t sonar B BOO est tel flCml
aerial :r~lifs1~s~It h~neslma1980191,000 1,939 2,041 ,000 Esca~nen t sonar 8 .BOO est tel flta&l
.aerial surv~~ludet sm~r:vesima198160-70,000 340,232 33,«10 46,461 113,3C9 =tLr::t 't sonar,est u flta&laer:wrvells
rn Smob1ne station un l'3:tBl li:UI J~;aaf U'Ui ~~ce eotimat~(sonar:)
rr1 ,liar recap:ure es iniate
A Talkeetna Station 1981 =mce.est1lllate (sonar ~~1,46«3,522 10,036 2,529
1981 ,809 3,306 20,835 2,335 liar recapture estiJilate
CUrry Statim 1981 2,804 1,1016 13,068 1,041 Hark/r:ecapture estimate
'l'dbutarles
AlellaJlder Cr:eek Before 1910 Hax COWlt 1 868 cblnoo1t (1953)sock:l:ueaelllll:dA3&~!Gm21¥3t3~o (1963),100,600 pi 96~)8
1III
7/'JiJ ~I 2,720 sockeye and coho
i:~a
1/Courtesy of Alaoka Department of fi6b and Gane Dlv.of ~rcial FAsbedes,Dlv.of S[ort Flab,And FIsheries Rehabilitation and Enbancement Dlv.(mID)w
and Cook Inlet llquaalltul'e Asoociatlon (CIlIA).
2~HI11At~Cbael JOOA980.Statewide lIarvest Study -1919 DattJ.eaoka Department of F~and ~Di~.of ~it FAt\eFedelli Aid Replrt1 ~~.~~SoB-AB11s,e1 J.1 •Statew de Harvest Study -980 Data.ao a Deparlilent of Flsh GiIIle D v.0 sport F 00,~ral Report,Vo..S lC.
3/All entries ar:e aedal or ljr:ound I3treaw ourvey data,miess ol:her:wlae designated.
I I .
':~....',._--.....-...--..'.;:...:,,~•..;.'.>...~.
Appendix Table EE-l.'"T"Ued.
I .
Area Year I ~te Odnook Sockeye Coho 011D rillk CQlmentll
!
Alexander Creek ~_ll.1/"JfJ p~i 1 :a~i
6:2
5,On
1'~18 Ii 61 let tim I:rvest1,1 rt f rvest ..
250,1tUb ,N>FlG Div.SJ.l>rt 1"100 (S.K.gW)=e aIxlndance estimate frQII &ieverAl yeal'@rvlltione
Bucker Creek Before 1970 Hax.oomt 2Ocb1nook(196.h 1,000,000 pilibJ (1966)
~lvedne Creek Before 1970 Hu.oomt U cb1llOOk (196.)
Bitch Creek Before 1970 I Lllr:geJ:t,oS ~k~e 1:i1liTed 1953,fw ooboiIIOOl8lIDII6590piII11~I 201.iB
III
~107 1"3,051if.!
fl 11fT10II 8 8fT1
8 0
N }~°I)0J,!.9
if
2
9~O5 l~1
tlU I~D 0 ~I 0 0 II
11tnt~H r
BI 10
I I
Fish Lakea (Birch Creek)~f~.ml i !Max.countlll 500 &Ocltel(e (1953)tj !~~iU
1111
43
tH 95~1 21
1111 ~I I~~21 Peak survey countI1~1
I I
-
-"---~--~---_.-----.----------'--~
'--_.
.Appendix Table EE-l.Continued.
-:"::::":::';Y"
!
Appendix Table EE-1.Continued.
Area Yeal'I IDate Odnook SOcIr;eye Qlho Qua fink Calftnta!
lroto Creek Before 1970 !'HaX§~J ~nool 3wOOi nr~)8 86 sockeyeI~l'~it O~~nka«9'.97 I
';,
_I
t FOlk ~~~~f :I::f
:
l /;:hIj~Entice De8bkll River Sylltea
III 2w290 m~a:t ft;lmest .
Perl1011ll1 cooa.,11
IiOO 10,B3il SOD,~~~fir ent r:stDeBbk&ft1vea:SyatEUIl
Lane Creek
BefocetUi
Cbinook present
18/9/74
li }B !'eat BuneJ cowt403fellaunecomt
ITI Little Willow Creek
Hu.count 278 chinook (1969»8 35,000 pl«lkaITIkf~'11 la~~45I
~INI
43 141 118 745 SpGl't fish harvest2623U
!17 49«270 6w420 B,port fl~harvestw1981)459
Hootana Creek Before 1970'~k ~eaentw max§count lOwOOO pinke
Ill~i~~~I
(1 6),0 cohO (19 1)
lin I ~01
2fI~~1061971I~~52
1lil,I ~26 l:filunII881 IIl,~,
I 346 1,735 745 2,472 ~rt fish ~estl~~SSt 257 2,604 511 8,230 SlOtt fish '.[vest
I 81
=--~..,.
-~.---.!
Appendix Table £E-l.Continued.
---'.--~I '~.--;:--
Area Year:Date CbllJO()k Sockeye COOo aum Pink Qmnente
Hoose Creek
1111 1
liB
n~
HI
1'Or:tage Cr:eek III ~B 'l~i~g 260 150
1
31
rU
216 218
nl
rn Question Creek and Lakern Hu.count 5,910 socIteye (1951)•Before 1970
Ul r 9/:19 5t
3U ~i ~97i97US
.ftabideaux Creek Before 1970 ChiIlOOk present
IIU ~~119988
l'ersonal Coom.Present Present Pr:esent S.lt.,SF
Red Shirt Creek Before 1970 Hax.counts,21'00 BOCkeye (1952)s
lin ~u II'100
380 coho (1 52
197j 8~20 0 0 0 0
197 9/09 0 0 0 0
IIU 10/03 163 l'eak survey oomt
IBU I~~1i1976
i
Append~x Table EE-1.C,onFinued.
I
I
I !
Area Yea~n Date OUI'lOOk ~eye Qlbo 0llID fink CQlmenta
fled Bb1~t Creek II I ~u r "I ~t . 1
t ~n IH 92
1Io1e Jo Lake Bef«e lll~I Sockeye and coho J}Keaenti8/.16 40
I i I~IJ 0
168 0 0 0
i 9/0t 4~0 0 0II~~0
~feak tiUtvey oount
I ~M
Sheep C~eek Befote 1910 Max comt 168 cb1000k .«19581»20,000 plDlk&Iln ~}J Cht=JPCor=I~i "1 ftetiellt P.tellellt PCetiellt .raa D v.l't rll1h
rn
rtl
i ~BI
41
0\
II IJ~BIII
Ibl~711 3a 262 682 2,412 ~rt ft=~eat
I 45 30 6«8 6,362 l't f eat
1981 I 1,013
Sloughs 6,9,11,14,16~11,19,20,21 1911 8/28-9/18 103 1,352
MaX 6 vaunt 25 cblnook (1963),1,000 plllkeSweb1neCreek.Before 1910
1 55 ~2)1919,U lil 1,lU
00 ct vest
198i 225 2,108 ct U:t:~veat
I Max.coma:234 cblnook (1964)Tcal{leC Creek Befocc 191~I
Willow Creek I
Max count a 500 chinoo~119~)6 a'OO~~iBetoce191iAI9~0),20,60 c~(19 0 a ,0 p ~9SO),
tlU In
o ~eye (1957)
Spoctfish ba.tveat
'--~--(,I ._'--'-,3
~
mm
8
"
Appendix Table EE-l.Continued.
Area Year Pate Qlinook sockeye Coho awm l'~Camnenta
Hlllw Creek 1973 ~~1,til~ft 1:1!1,I It !O2 §Ii 3,445 ~ct n=~eat1,01 23,638 s.PDet eat
1'eeilOnal CQiiiD:1,000 250,000 Ji:ny~ADPM;Dile ~f Sport F~GL.Bo o sn
Jl.ce eBtilPa Call Ilevee years
OOaflnlltions
-.~----:::.
AppendlxTable ££-2.~al~on abundance dat~for the Yentna Rher subdralnage of thy,
Sus~tnaRiver,compiled?!r9m escapement en~!~~ion program~,~port fish harvest dat~,and aerial survey ,Adult AnadromousInv~stigations,Su Hydro Studies,1982.
I
i...:'I
CGlmentB
Max.~t 142 BOCkeye (1954)
SOCkeye lll'e&ent
Max.oowt lOll.cMnooIt (1965)
o
Pink
5,000 Stan Kubik.1DF.a Div,L0f SPort Fish (S.I.,SF)Hax.aI:tJndbnoe estww fr,*l!everDl yearBOOseCVllttone.
rreuent S.I.,fi!
Pce&ellt S.I.,SF
o
QQIl
o
CA:Ibo
II•
.50
It:~8
d
1"'"reaent
I ~~
I
58
Sociteye
i
o
100
~i
135
100
~29
fJR
·~oM~DI~D'~I~n
I !Yir I Date thinook
::j
I
PefQ[e 19ro
IiU1'erD01lI11 CoaaiI.
I
lUi I~B~~'~l
~f~'llli
Ii
I1911 41Pecsonal~.100 5.000 S.It.,SF
Area
Ileac Cceek
Spein!)Creek
amyoo Creel,
camp Cceek
cache Creek
Chci8tmaa Tree Cceek
Chelatna Lalte
CleafWatec Cceek
fIl
fT1
I
00
"I !'j
1/couckte~y_of Alaaka Depactment of Fisb and GillIe Div.of CQmIeCCiia,1 Piabec1eo,Div.of 8p)ct Fish,and Fishec1es ftehabiUtation and EnhancEment Div.«ram).
and Coo uuel:Ilquawl.tute Association :(CIAA).1
,!•I I i
2/Hlill~1 Hichael JLl980.Sta\:ewide lIalCVeso~fitudv -1919 Da~t 14
0
'aska Depactment of Fish and G<ne Div.of ~{t risb~rederalAid R~rIl:R Vol.22 StudY &&-1kUB,IUcbael J.huO.statewide uacv~t ~tudy -1980 Data.Alaskia Deparl:ilent of Fleb MId Game Div.of 8p)ct Plebu Il'eaeral Aid Replrt,VOA.22 Studlf StF-1C.
3/All entrlea ace aedal oc gcound stceamlsucvey data,mless ott~rwiae desinnRted..
I
i,.i","'-
.:'
-'---.1!1:..-..,.'
'------
Appendix Table EE-2.Continued.
Area lear Date Oitnook SOckeye Glbo Q1\l11l l'ink CQasneota
Coffee Creek BefQJ:e 19r Sockeye ptesentr2~J
1M
1.06 0 0 0 «)
8~M 11
2Jj Coffee Cleek Mil SOOwsUde Cg"eek,
Contact Cteek 1'eI:ilOnal ColIm.100 l'cellellt 1,000 S.lt,SF
CdwJ.e Creek
IIII ~I ·U
2i i~8 8 8
Cryatal Creek iBU ~i1 n
rnrn Deception Creek ill':dB•to 1981 366
Dickll20ll Creek 1'eI:ilOnal CoulD.l'reaent 1'P:esent S.I.,SF
Dookey Creek l'ecilOnal fAmi.100 1,000 5,000 S.Il.,SF
Fisb Lakea Befoce 1970 Sock~:acaJ::r~XceedADIJ 1,000 «1950)IIU 200 1,0«8 500
B8ca t t (It»
S.l.,SF
flag Cceek PerilOnal CQlm.llcellellt S.lt.,SF
Fdday Creek 1980 1/'Jii 82
Gaguan Cceek 1981 l'reaent Pcellellt S.lt.,Sf
Grayling Creek Before 1970 Cbloook,coho~Ben~!r 1953,Snl pinks
1975 8/'J!J 2
(1 54),322 c (I 5
Appendtx Table EE-2.Contii nued •
I i
Acea Year I !Date Odnook Sock~ye COOo ,0UIll P!1lk CCmDentu
Hewitt Lake
W«.!II I~I in
Hu.CQQlt30fiO BOCkel(e (1956)
l~.~iu
I~i~
I ~I916 ~:.'1 1 feak ~ur:vey a:»m,t
1
11
IB~B I,U i'ellk uur:vel(count!fl fll~18:~1f:1U :I1tl:t:J =::tl::S
Hewitt Creek Deface 1970 I mk~~li.)chi!lOOk·preuent,IIilX.~t
Ii I i~
mfT1I~fT1'i..-:.i~0 JI :z
UIi~COWined wAliA IWbisltey Lake'V.I
II :8Z~'I 11
i~~Iii~i !50 50 lPl'eaent S.I.g SFPersonalCoaiD.Present
lIappy Ilivel"Personal Calm.!Present Pteaent 8.1.,6f
Huckleberry Creek
Defore l~l~Max.count 434 socke]f@ «1953)
8/23 119],BZl1 ilO
tin f~609
I ~ll
~10
1m ~!~1~1919158/29 328 I
I
~
Appendix Table EE-2.'Continued
Area Year Date OdllOOk Sockeye OJOO Qua Pink CQqgents
Huckleberry Creek
1m
9/03 iii B surve,coontI'ea su e .
~I l:jU inerw ~skey Lake ICOUIlt
IllIlgr~Creek Pereonal CQIm.100 5,000 s.a.,SF
Indian creek I"ersonal CQIm.Present Present S.I.,SF
JobnBon Creek fer sonal CQIm.Present Present Present S.I.,6f
licbatna 1911 1,aaS 10,000 S.l.,SFPersonalCQua.10,000
Lake Creek W~'l'.1/"NJ
Hu.comt 110 cbiIlook .(1969),559 /lIOC~eye U956»
i 100
fTI 8/30 U2fTII1
I..........
lu I~m1/"NJ
113 ~40 i:lll 15,~11 i,l'i I!i~t n:t =:~Personal Coim,6J~~5,o8~SO , 0 .1.,SF
Martin Creek W~'II~Chinook present
23l,~t
tIOOae Creek Personal Calm.present 600 S.I.,SF
Nakochna River Personal CwUl 100 1,000 S.l.,SF
Petero Creek 191~12'191
n19 1:8U 10,000 S.l.,6f -Personal CQmI •1,000
fickle Cleek Peloonal Ccmn.100 5,000 S.l.,6f
I .
Appendix'TableEE-2.coLlued.
I I
Area Year I,te Olinook 'Sockeye Coho alia Pink CailDent8
I
I~B I
lUltella Lake
1m i:~1
I ii
Quartz Cl'eek
1m
I~U 2 1.is 35
1'~S SUl'ViJ aultSUl'Ve 0lQl0:
1161 5
SUl'V .OOlIlt
'50
PersoM1 CoIID.I Preaent S.It."SfI
Red Cl'eek -·I~Cbloook present
8(2.1,511 0 0 0
0381 1
,.9
5,100 &.1.,SFl'el'soMl COOID.nRedsalmonLake191 250 Peal Burvey oounll:
I III
Pea survey OlQlt
rn (0
Pea survey cowt
rn
I 1~I~n 1,*Peak sw:vey OlQltN
210 900
Rich Cl'eek l'el'iIOnal CQIm.few B.l.,SF
Shell Cl'eek ~f"·I~~iR
Slgnlf.nuiWel'&1 of uocIteye
5,OrO 8 8 if Peak survey oountWI6~l81~O3 10 0 «»0
m~8/'.l!J 9TH 1 !~BacapellleRt count (weig)
g/B 2,~~18 Eaca~t oount (wei,;)
'~1 I~o ss
di Peak BUl'V~lf oomt
ltil 11M 200~04 !:IPO
.•~
---~.....----'-'-----
J
Appendix Table EE-2.Continued.
---I .,~-_.,,'l--
Area Year Pate allnook &x:keye Cdlo Ql\lll P1!lk Caw¥mte
Shell Lake ..,"oml «)81gnlf"1UltJe(of sockeye~i 0 «)4)
f~Il~0 I)0
I~l 55
t
I ~l)U
IfU ~;~~It f!~rnIea9;=rmar~eat1~1B I;DB
Skwaltna River Befoce 1970 Hax.oount 15 lIOCke)fe(1953)
rn IIU ~~j~20 1 1«0
rn
I....
LJ BnowsUde Creek
mi J0 0 4)0
III 0 «)I)0
swflower Cceek Befoce 1970 Hax.OOUIlt .51 chinook d1964)D A piRlk «1951»
Talacl\uUtna River Sl{8tem lin 405 ll:l~~•458 12,783 Peak surv~)f count202,915 Esc~pemen count (twel)Pea survey coont
till 291 ~I~nl 8 707 92,496 Esc~~t count (tower)
303 193 US Pea survey count
50,496 =pement count (tower»Pea SUllIey count
UU ~H 1,319 l~:~fi 30,000
1977 1,856nu9/01 1,315
25,935
8/24 12,570 500,000unK~~29/7 13:~~6,183
1,648
Appendix Table [[-2.
I
cJnt nued.
I
1
- -iAreaYearDateOdnookSOCkeye COOQ au.m fink CallDent&I I
I
[I'l'a1acl!uUtna River System II !220 ~(tn:t=:~~~~I 135,000 (~i 25 5'188l~O 2,025 125
l?eruonal CQIm.I I'2,000 10,000 500,000 S.Il.,SF
Judd Lake Before 1910 i ;;8~")10&~Y1141'f6hi~18'~i
II I~~1°0
~9 2)6 -------
3'eaI·'IllIv.!~I
~tt f1:l:=eatI~lt 261 sport f vest
fT1 Judd Spr!nga 12 W~'III ~B
Hu.lXUlt 2,858 uockeye (1956)
fT1 0 0 6)0•-~~335
~111 0 6)'0
I ~B 0
0 I'-0 at I)
Talachul1tna Cteek Before 111~I 19 Ui Hu.oount 1,199 sockeye (1956)18~A!.
390
973 :no
IIU Ih '',~j
Talacl!ul1tna Rivet Befoce 1970 I ~~t U !JOO socken 41962&'30 000 ~.19!2 J __,5 'ChllllS(195 D ,00 ,OOO'piNtQ 19(0)lin I;~:!30 c riverCOS118ufS:r drr
liil I m 231 'l'a DC tna e~D ~I"ti bm ~~r rver((yeraatna Lake
1913 [9J3J 165 6 10 lJ(per rver
-I-:
1I
II
I
---'--='
Appendix Table EE-2.Continued.
Al"ea Year Date Qdnook Sockeye Coho 0lllIII PI"CaQQents
'!'alAchu1ltna River
Ijit
333
303 lti~
I~I 111 ower dyer:120~~Ii~lfl 30000,.l:il=IrJac~~tna Lake and Judd ~!ng IJ2
1,319
9/01 1,856 29,935
8/31 2,6!9iYu1 ~~i1 ~2 ~~f il:l:~=r
Tdnlty J,akea BefQ(e 1910 Max,counts 411 BOClteye (1951)D 6,0019 p!lIke
II ~I il
(19 2)
mm•t-'20·m Peak alUVey count3~~119809/1 200
Whiskey Lake BefQ(e 19lO ~i dl
Max.oount 1,000 oockeye (1953)
Illll~B~'~B~I t~2
,~~Peak Ilurvey count
Iii filDrt fish baneat
IIRS ~n Splrt flab Mneat
i .i
I '!AppendixlTable EE-3.Salnloh abundance data f;or the Talkeetna River subdrainage ofItheSU~itra River,compiledzfrom escapement enumeration~grams~
sP9rti fish harvest data ,and aerial/ground surveys ,Adult
AnldrrrnQUS Investlgatitns.Su Hydro Studies.1982.
I '
1 !
Area I
I -I
YeAl'vat e Udnook Sockeye Coho QuIll Plllk
,I ;
Caimenta
Sockeye,who,tpinke &Uld cbuul8 present
Max.COlIlt S59 JiOCkeye (1956)
ft~6o~3U~t~.dM6:1~~rente
IEntlce Sys!.:emEnt(e system
~~f:·~~=Sit (e itstem
Peak lSuney count
2~~=~~U:n ==
1,100
l8:fD
355385
~
1,26866131
16
~J
u
~l:~
~fcce 19~
!
'0 i
lIS IIn·I
III J
..Itl ~g
wi fi
I~f~el~O I Ilin~31 31~8nu~~IUIBl~~~In
liU f~:m11~1~}I I:iii
l~a !ill
1919 8/.28 160981~/25 5,~OO
Kama and Papa Bear takes
OlwUna Cceek (Clear Creek)
LaUlon Lake
m
tr1
I
t-Om
1/Courtesy.of Alaaka
i
Department of Flab J oke -~lV.Of-~C_Clal Fl_:'::~:~~lV.of ~~t Flub,and i'lBhedea Rehabilitation Imd ~t D1vo (miD»e
And Cook IlUetllquacuUute Aaaociation (CI~).I ..I .
21 Hill~1 Hlcbael J:.-.I!l60.,Statewide lJarveatl StudY -1919 Da~,Alaska Department Qf Flsh._and GiIne 01'1-of ~{t Fl!!lI!..F~l['al Aid ReJ.X!rt l VOlo 22 Study BtI-ABkills,mcbael J.buO.!3tatewlde llarveat SM -1980 Data.Alaska De~ctilent of FUll and~Div.o~sport Fl6h,~ral Aid Repolt't,Yo 0 22 study Br-1Co
3/All entries are ae.dal or grOlllld atream 6Ul:Vey data,unleae ot:berwlae deei~ted...
I i II iI.
~
"---=-
-=-'
Appendix Table [[-3.Continued.
Ate..Year Dilte adlllOOk Sockeye Coho QlIIII Pink CQIIllJents
frairle ~eelt Befq:e 1910 Max.comt 215 cbinook (1963)5OCke]f8
118 1/29 .au lPCeaent
Il ~i 613 --::202,__.
3,286 .~..
11 ~R ~f,19O~!~,.98 l}~369Z 11 it
III
6,513
Is ~f
III 3~8/21
5,1 US5,15 fealt survey count
m 1981 1,900m
8 stepum We Before Ill~Max.comt 6,500 sockey@ (1951)
t-"~M 33'1l 912 0 «)0 0
1912 ~feak survey count
un ~lJVl1 1'eaIt survey count
III ~~g J9"/11 1'eaIt survey COlIlt
~aj
1915 fJ/21 136
1915 Itl Peak survey count
lIll Ui8 11
1916
l·m
=survey COlIlt
lUI I~~2
survey count
Talkeetna ltiver Before lKl2 8/23 no Large IlUIItlet cbllllS (1951)
Personal COOm.Signlf.Lar~l.t:f.G D1v.of ~~FA5h ~Oq 16F)Jbun est be fg~~ve[yeare tvat!on
'l\ienty Mile Creek Before 1910 Max.count 2,105 cb!BlOOk (19'5)
I I
Appendi x Tab le EE-4.sa~m~n abundance data Ifor the Chuli tna R1ver subdra1 nage of .t;e
SusHna R1ver,compile:d?from escapement enumerationl p§ograms •
spbri fish harvest da~~,and aerial/ground surveys~AdultAn~dromous Investigati!ons,Su Hydro Studies,1982.
I I
[ [
Area I i.
Yeac IDate Odnook Bock+ye
I I
CDho QllQ J.l1Jlk Calmenta
un i 18/21
II I
II ,H
QooIi escapelllellt:of plllke In 1964
Few chinook,J&lr &OCkeye (1964),good pink
2
escapement·.
I
35 1,100
5.)0 43 0 0
69 ISO 39
~i'Peak sur:vey cowl:
IIs31,~08 lM CD Cook Inlet IlquaaJ1Wl"e ABa'n (ClM)
I
I~¥e 100 200 PeAk aur:vey Olllmt
11
Qd.nook preaent,mmx.count aockeye SOO «19641)
19l
mm
I
t->
())
&JncoCceek
&Jnco Lake
Byers Cl"eek
Byer:s Lake
QluUtna Rivel",f,ast:For:!.
OluUtna Rivel",Hainst:Jream
lilt
Befoce 1910
Befoce U10
Ilefor:e lili
iU
Ilefoie tiff
1'el"80nal eoo.n.
I
1
97fi
91.~~~~
1/23
III
U,
62
Chinook,cobo,plllk8 ana chblOOlt lPl'eoont U958b
Lany IBngQl,NlFr.G IDlv.of Splrt Flab (L.E.,Sf)
Max.ahu'idance esttlDate fram several yearg
Clbser:vaUona
I [Il£oo~le'MgE ii\fl:~l~~r:=igEi~~ctni)~Dlv.of Q:mllleccial rltibedea,Div.of Sloct Fleh,and Fisheriea Rehabilitation and Enhancement IDlv.(fi'IWl),
[ I .
2/Hill!,!,Michael J7v,..•1980.Stat~ide "il(vea~ijtudv -1919 Da~.AlBBka ~par:t:ment Qf Fish and GiIpe Dill.of ~Il:fi'!Il~"Federal Aid Ilet
por.t i \101.~~~Wdvlf.W-lBHilla,I'I1cbael J.l:mO.Statewide lIar:veat'S~.-1980 Data.Alaska ~par:Ulent of FiSh DJ¥'I G<me Div.or Sp:lct F sh,feoecal Aid lle(lOt ,...0 •22 s........lf aF-c.
3/All entl"iea ar:e aedal or:gCOl.lld 6l:l"eam!auprey data,wleaa otbecw,lse designated.
I
-'--~
Appendix Table EE-4.Continued.
Acea ·Year Date OUoook Bockeye CAlbo 0ulIII Pink CQlments
QluUtna River,Middle Fork
1m
~B~iN~~551:1j~
Coal Creek
Defore till I OUIlOOk,pinks IPresent~H 8 8 I i0
Honolulu Creek
1m ~I ~
Parker Creek Before 1970 Max.count 200 l!IOCkey~(1965»
SUm Creek Defore ill &lax.OlQtt 150 aockeye (19541)B~~~J[T1
m ~~0 «)0 4)
[T1
I.....o PeAk sUlVey oomltto
il ~N 0
10
0 0
I'eak sUlVey 4XlI!Dt
III ~I~iI
91'~i~-9/13 }~lJU 3
1919 8/31 10 feilk survey count
Spink Cleek Before 1970 Hu.count 60 chinook (1958)
Swiln Lake Before 1970
~jg 1IIax.comt ISO aocJceye (1954)lin ~I
1918 8~25-8/1ii !It~1 I~H-9/22
8/5
~.
Appendix Table EE-4.I !Continued.
i ~III
Odnook Coho 0UIl 1>!nk CazmentBAteaYeaI'PAte 60ckiye
1
I I'JH:reek Max.count «00 oockeye «1954)
;8/UJ Hi Peak l1uney OlIOOtil~i~
19118 If.~l1u£vey countiI'"i~j~IV 1 I ill Peak l1urvey comtiB1Jii
111M ..~Peak 8uney comt
50 1'cesent.fcesent Peak 8Utvey oooot!
'M081tnia River Deface ltd!I iIlUt-comt 91 sockeye (1954)
freTt !?resent
rrl
Max.ooont 100 chlilOOk (1958)m Troubleaaoe Creek ..,«enl 1~21I 5N~0 '~fJ 10
II if 5
1182
I fit 1
1141
I ~B ';1 i 0 8 0 «)
91 [10/29 100 ClM
!
------.----------------~.
,"
'!',\~...'-
i,~.
ALASKA fewER AUTEOEITY BESEO~~~
TO AGENCY.COMMEN~S ON LICENSE
APPLICATICN;EEFEBENCE TO
COMMENT(S):I.75 '01,._,
Attachment Table 1.Summary of prel iminary plans Jor FY84 Aquatic Studies
i Program activities by habitat type and river mile.
.,
This table.prepared 'by Aquatic Habitat and Instream Flow personnel,presents the
various study programs conducted by.project personnel at FY84 study sites.Study
sites are presented in order of ascending river mile by habitat catagory.
,.·'i ,~.'
,....:.\
TAB L E LEG END
AH ...Aquatic Habitat Investigati'ons
FHS ..Fish Habitat Studies
A ..Availability data
U •Utilization data
M ..Modelling A+U (IFC type)
X •Cross Section
I ..Incubation
V ..Vibert Boxes
Th •Thalweg
IFE Instream Flow Evaluations
S Staff gage.o ..Discharge
T ..Ryan (TRH)
DIS ..Datapod intragravel &surface temp.
OST ...Datapod stage and temp •
.DC ..Datapod dissolved gas.
WO ..Water Quality
X ..·Cross Section
RJ ..Resident Juvenile Investigations
JH ..Juvenile Habitat Study
IFC -4 Hodel
Habitat Model
\liSP Model
JP ..Juvenile Preference Sites
JC ..Coded Wire Tag
RT •Radio Telemetrs Tagging Site
RH ..Resident Fish Habitat Study
RP ..Resident Fish Population Estimate
EF ...Electrofishing Site
JV •Juvenile Vi bert Box Study
AA ..Adult Anadromous Investigations
SS ..Stream Survey
E ..Escapement Estimate (Petersen)
SO ..Escapement Estimate (Sonar)
lola ..Fish use maping
uses &RM Investiaations
St ..Stage'Recorder -RM
Qu •Discharge -uses
Qr •Discharge -RM
*Tributary River Mile**Tributaries to the Chulitna River
RM corre~ponds to Susitna River!
Talkeetna River confluence
,,.,
I
Attachment Table 1:Continued
STUDY SITE RIVER MILE FHS
AH
IFE RJ AA
,USGS
R &M
i ,I
,
:.t
/11
,
"
(
Slough
''I,
"I
,l
r
\
'.I
:\'
"
,\
I ,
.'/
I
I
\',1
J
/1
I'
I
E(4.0)*
SS
SS
SS
SS
ES
ES SS,EG
T(4.0)*
T(1.5)*,WQ
30.1
84.1
84.1
88.4
§~:~
Tributary
Ventna River
Answer Creek
Question Creek
Birch Creek
Fish CreekTalkeetna River
Rabideaux Cr.Slough 83.1
Slough 1 99.6
Slough 2 100.2
Whiskers Creek Slough 101.2 Th S,Q,WQ,X JH,RH,ES,JP SS,Ma,EG
Slough3B 101.4 JP SS,EG
Slough 3A 101.9 SS,EG
Slough 4 105.2 SS,EG
Slough 5 107.6 JH,JP SS,EG
Slough 6 108.2 SS,EG
Slough 6A 112.3 Th S,Q,WQ,X JH,RH,ES,JP SS,Ma,EG
Slough 7 113.2 SS,EG
Slough 8 113.7 S,Q,WQ,X JH,JP SS,Ma,EG
Slough 80 121.8 SS~Ma,EG
Slough BC 121.9 SS,Ma,EG
Slough 8B 122.2 SS,Ma,EG
Moose,Slough 123.5 RT,ES SS,~1a,EG
Slough AI 124.6 ES SS,EG ..,
Slough A 124.7 SS,EG
.Slough8A -"'--'--'-'·1025·.1 M,~I ...··OlS·,-S,Q·,WQ-,X RP~,JH~,JG,R1',E~S-,JP-SS-,Ma,EG~St-·····
Slough'8 126.3 .SS ,Ma ,EG
Slough 9 128.3 M,I OIS,S,Q,WQ,X JH,JC,JP SS,Ma,EG St
Slough 98 129.2 SS,EG
Slough 9A 133.8 SS ,Ma ,EG
Slough 10 133.8 M,I,V,Th JP SS,Ma,EG
Slough.11 135.3 I,V,U,X T,S,Q JC,JH,JP SS,Ma,EG
Slough 12 135.4 S5,EG
S10ugh 13 135.9 55,EG--------.-."--'-S~lou gh·-l4~-----··-·---:------1-35-;9--··--.--.--.--~.--..----.-----.--··-·--sS·~·EG----·
------.S-lough--'-l-5 l-a7..2::-------c---~-----E-S'---S-S,Ma,EG---
Slough 16B 137.3 Th ES SS,EG
Slough 17 138.9 SS,Ma,EG
Slough 18 139.1 SS,EG
Slough 19 .139.7 T,S,Q,WQ,X ES,JP S5,Ma,EG
Slough 20 140.0 X,Th S,Q,WQ,X .JP,RH S5,Ma,EG
Slough 21 141.1 M,I,V T,S,Q,WQ,X JC,JH,ES,JP S5,Ma,EG
Slough 21A 144.3 SS,EG
:§lolJgh 22 _...---.-144.·3·Th S ,Q JH ,JP 5S ,EG
Attachment Table 1 :Continued.
AH
USGS
STUDY SITE RIVER MILE FHS IFE RJ AA R &M
Byers Creek **98.6 55
Troublesome Creek **98.6 55
Swan Lake **98.6 55
Chulitna River 98.6 T(O.6)*,WQ 55
Whiskers Creek 101.4 S,Q RT,JP,E5 55
Chase Creek 106.4 JP,ES 5S
Slash Creek 111.5 S5
Gash Creek 111.6 SS
Lane Creek 113.6 U S,Q JV,RT,JP,RH,ES SS
Lower McKenzie Cr.116.2 JP 5S
Upper MeKenzie Cr.JP
McKenzie Creek 116.7 SS
Little Portage Cr.117.7 S5
Dead Horse Creek 120.9 E5 55
Fifth of July Creek 123.7 55
Skull Creek 124.7 RT,E5 SS
Sherman Creek 130.8 ES 5S
Fourth of July Cr.131.1 U,I ,V S,Q RS,RT,JP,RH SS
Gold Creek 136.7 S,{;lST,Q 5S
Indian River 138.6 U S,DST,Q ES,RT,JP,JV,RH S5
Indian·River Hello 10.1*JP
.Jack Long Creek 144.5 RP,ES,RT,i:lP,RH SS
Portage Creek 148.9 U S,OST ,Q.E5,RT,JP,RH,RP S5
Portage Creek He1io 4.2*JP 5S
Portage Creek Helio 8.0*JP 55
Portage Creek Helio 10.2*JP 55
Cheechako Creek 152.4 55
Chinook Creek 157.0 55
Devil Creek 1.61 .0 SS
Fog Creek 176.7
Tsusena Creek 181.3 T(O.1)*RT
Deadman Creek 186.7 T(O.l)*
Watana Creek 194.1 T(O.1)*
Kosina Creek 206.8 T(O.1)*
Jay Creek 208.5
Goose Creek 231.3 T(O.1)*
Oshetna River 233.4 T(O.1)*
Tributary Mouth
Portage Creek 148.8 JP
Lane Creek 113.6 A,U 5 JP
Fourth of July Cr.131.1 A,U S JP
Indian River 138.6 JP
Whi skers Creek 101.4 JP
"I
I
((i
."1"
USGS
IR&M
//.
'\
I r
\
{
··f,
\J
"~I
,.'
J
I
.'/
'i;
I
I
~
"t
i!i
(l
I
I
E,SO
E,50
AA
ES
JP
RJ
S
S
S
S
S
IFE
T
T
T
T,WQ
S
S JP
ES
StT~WQ JC
T
S
S
S
S
T E,SO
S ,~lQ
S
S,T,WO
S
S
S
S
AH
FHS
Continued.
40.9
80.0
83.9
101.2
101.5
102.5
103.0
103.2
105.9
106.4
106.T
108.4
nO~2
112.4
112.3
113.0
113.4
113.7
115.6
RIVER MILE
Attachment Table 1:
Mainstem
F1 athornMS 18.2
MS at Susitna Sta.25.5
STUDY SITE
MS above Deshka '.
Sunshine Station
r~s at Parks Hwy.Br.
MS at Whiskers Creek
Slough mouth
MS at Whiskers Creek
Slough head
Mainstem below Talk.Camp ......
Talkeetna Station
LRX 9
LRX 10.2
LRX 10.3
LRX 11
LRX 12
Oxbow-l-'..
LRX 16
MS above Slough 6A
LRX 18
MS below Lane Cr.Mo.
MS above Lane Cr.Mo.
MS above Mainstem II
NW Side Channel
MS above Mainstem II...."-"-r~E-·S-rcre·thanner·"-'n5~'9'-'.."-.-.----..···--"S~---"--·"--·"--------..---·--..
---Ma-i-n-s-te~Cu rry IT9 •5
Curry Station 120.0
LRX 24 120.7
LRX 28 124.4
LRX 29 126.1
MS above Slough 8A 127.2
lRX 31 128.7
LRX 32 129.8
LRX 33 130.1
'.
Attachment Table 1:Continued
..AH
USGS
STUDY SITE RIVER MILE FHS IFE RJ AA R &M
LRX 34 130.6 S
LRX 35 130.9 S
MS at Fourth of JP
July Creek 131.1 S
LRX 37 131.8 S
LRX 40 134.3 S
Side Channel below
Mouth of 51.11 135.3 S JP,JH.Side Channel above
Houth of 51.11 135.3 5 JP,JH
Cliff below'Gold Cr.
Creek.Bridge 135.8 DG,T Qu .
LRX 44 Side Channel
Slough 11 .136.5 S
.Gold Creek Bridge 136.7 S,T
MS above Gold Cr.eek 136.8 T,WQ
MS at mouth of
Slough 16B 137.9 S
MS at head of .
Slough 168 138.3 S
LRX 49 138.3 5 RH,ES
LRX 50 138.5 5
LRX 51 138.9 5
MS at Slough 19 139.8 S
LRX'53 140.1 S
MS at mouth of Slough
21 Side Channel 140.6 S
LRX 54 140.8 S
LRX 55 141.5 S
LRX 56 142.1 S ES
LRX 57 142.3 S,T,WQ
MS at Slough 22 head 144.7 S
Fat Canoe Island 147.0 RT,ES,RP,RH
LRX 61 148.7 S
LRX 62 148.9 S
Canyon Back Eddy 150.0 T RT,ES
MS above Tsusena Cr.181.5 T
MS above Oshetna R.234.4 T
Side Channels
Mainstem II 114.4 Th S,Q,WQ,T JP
Slough 10 Side Ch.133.7 M,Th S,Q,W,QT JP ,\lH
Above Slough 11 136.1 M,Th T,S,Q JP,JH CBelowSlough11135.3 X S.JP JH
Slough 21 Side Ch.140.5 M,Th S,Q,WQ,T JPaigeCgannellOAHO:2 ~~.x ow ne
Side Channel 117.8 JPCurryJP
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A~A~Aa rvu~~.~-~----
TO AGENCY CC~MEE~S ON LICE~SE
APELICATION;liEFEBENCE TO
COMMENT(S):I.92
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Ir~~~-----------t:fEP-A~TMENT·OF THE ARMY
ALASKA OISTFliCT.CORPS OF ENGINEERS
POUCH age
ANCHORAGE,A~ASKA 99505
November 9.1983
".P""""9'6A1''fSHTICUG a ••
Regulatory Functions Branch
Permit Processing Section
Mr.Raymond Benish
Alaska Power Authority
334 West 5th Avenue.Second Floor
Anchorage.Alaska 99501
Dear Mr.Benish:
Enclosed is the signed Department of the Army perlili:t.file number
07l-0YD-4-830374,Susitna River 9 authorizing the placement of fill
material in wetlands to cpnstruct an airstrip in Matanuska-Susitna
Borough,Alaska.Also,enclosed is a Notice of Authorization which should
be posted in a prominent location near the authorized work •.
If changes in the location or plans of the work are necessary far Jny
reason.plans should be submitted to this .office pro~ptly..If the chahges
are unobjp.ctionnble.the approval required by b\',before construt;tion is
begun will be issued without delay.
Sincerely.
,
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David 8.Barrows
Chief,Regu1atory FUGctions Branch
Enclosures
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Tho foUowiag Specia!CoodiLloa8 will be applicable whtln approprlsoo:
STJnJCTURES IN Olr AffECTlNGNAVIGAlILE WATERS 0"THE UNITED STATES,
II.,That-this permit does not-authorize the interference with llny existiag or proposed Federal project and thlJlt the permlttM
,hall oot,be eotitJed to compeoastion for damage or injury to the structures 01'work authorized hereillo ....hieb may be caused by
01'rumult {rom llzistiog or future operations undertakuQ by the United Statelll in the publlc iotorellt.
b.That.DO attempt.shall be made by the permittee to preventthe full and Cree uae by t.he public of aU navigable wawrs at or
lIdjacent.to the activit.y authorized by thia permit.
Co That.if the display of lights and aignals on any structure or work authorized hereiQ Is not otherwise provided for by law.
such lights aod signals 8llllIlay be prescribed by the United States Coast Guard sha11 be installed sod maintained by and at the
expens80f the permittee.
d.That the permittee.upon receipt of a notice o'f revocation of this permit or upon its expiration before completion of thfl
authorized structure or work,shall.without expense to the Unlt.ed States and in such time and manner a!!the Secretary of the
Army or hia authorizod representative may direct.relltore the waterway to its former cooditions.If the permittee fails to com'
ply with the direction of the Secretary of the Army or his authorized representative.the Secretary or his de;ignee may restore
the wa'terway to its former condition.by contract or otherwise,aod recover the cost thereof from the permittee.,'
e.Structures lor Small 13 oats:That permitt.ee hereby recognizes the posaibility that th..structure permitted herein may be
subject to damage by wave wash from passing vessels.The issuance of this permit does not relieve the permittee from taking all
proper steps to insure the integrity of the structure permitted herein and the safety of boats moored thereto from damage by
wave wash and the permitt.ee shall not hold the United States liable for any such damage.
MAINTENANCE DRECGING:
e.That when the work authorized herein inch:des periodic maintenance dredging,it may be performed under this per=it
for years from.the dat.e of issuance of this permit (un ':IrQt's unleu otheru:iu indicated):
b.That the p~rmittee will advise the District Engineer in ....riti:g at least twO weeks before he int.ends to undertake any
maintenance dredging.
DISCHARGES OF DREDGED OR Fill MATERIAL INTO WATERS OF THE UNITED STATES:
a.That the discharge will be carried out in cooformitywith the goals and objective;;of the EPA Guicel::.cs cst.:l!::!i~!led ~''::'
suant t9 Section 40"ib)of the Clear.V/l1tar Act and published in40 CFR.230;
b.Thl1t the d:scbar~e '\'iiI!cocsist of suitable material free from toxic pollutants in toxic amounts.'
c.That the fill created by tJ:u,cli:ll;hll.r~e ....iII be properly u:a:::~,,;nec!W ;:ir"vent erosion and ether non'peint sourt:·!~of poilu-
",tiOIL
OISPOSAL OF DREDGED MATEiUAl iNTO OCEAN ','VATEllS:
a.That tbe disposal will be carrip.d out in conformity with the goals,objectives.end requirements,of th~EPA criteria
..stablished pursuant to Section 102 of the Marine Protection.Research and Sanctuaries Act of 1972.published io 40 eFR 220-
228.
b.That the permittee suaU piace II.cupy o!this pen::::lit in a CO::5":'::':0::S place in the ve9sel t.n be U9l'd for the transportation
nnc.'C~dispo~al of the dredged material as authori::ed herein.
Pen.."iVee hl!re;;acc:e;Jts and;grees to comply with the ten:ns aod conditio!!s of this permit..
;:::;///./(/l //'-7)_)I/~L~'r/..f..)t!14..?:iz.!({{).Ii'J :'--;,...fl~~//- / - /9 c'?',3
J ?E"lMITTE-.&TITLE DATE
ay AUTlICl<:ITY Of THE SECREfAK {OF THE Ai<MY:
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FOR:
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DllVid t3.Sa.n'ows
,~t.,';_J:':l--..l.:>r-ry C'r'"R hO1STJtrtt!NGIHt<:~.'_-U I '.J!Lt.l0nS CJrtlnC
U-S.AllMY.CORPSOFENGIIlEERS COlonel Nei1 E.Sdiing
TrRnsierce hl:!reby "!!:r",,s tv comply wi ..h the wrn:s :llld cocdil:ons of t::::s permit.
--------_.._-,--,---"----
TRANSFEREE
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CATE
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s.That there ,shall be nO unroll8onable Interference with navigation by the exi8t.enca or IHiG of t.!:lll activity Authorized
bereili.
to That this permit may not be transferred to a third party without prior written Dodco to thIS District Engin~r,either hy
the transferee's written agreement to comply with all t8n:r:lll and conditioulII or this permit or by the lraDaferreflsubscribing to
this permit in the space provided below and thereby agreeing to comply with all terms aud conditions of this permit.In addl·
tion,if the permittee transfers the interests suthorized herein by conveyance of realty,the deed shall reference this permit and
the terms and conditions specified herein and this permit.shall be recorded along with the deed with the Register oi Deeds or
other appropriate official.
u.That if the permittee during prosecutioll of the work authorized herein."ncountef5 a previously unidentified u·
cheological or other cultural resource within the area subject to DepartrDent of the Army jurisdictioo that might.be eligible for
listing io the National Register of Historic Places,he shall immediately notify the dilltrict engineer.
II.Special Condltlons:Wen li3c conditions relating ;specificaUy CO che proposed 3tructW'l!Ot'wot'it auchoriud by this pet'Tl'liC):
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07l-0YD-4-830374
Application No •.'--....._
Alaska Power AuthorityNameofApplicant-=...:..:.:.---:.:...:......:..:...:....;,,::~----------
NQV ~\983EIf&ctlve Date ..;:.:'_
iiI!c
Explfatlon Date (lfcPPUc~b~)---------------
File No.Susitna River 9
DEPARTMENTOFTHEARMY
PERMIT
,I(
•.d d JulyS,1983-f 't·ReferrIng to wrltt~n request ate or a permlto:
.( J Perform work in or affecting naviguble waters of the United Statee.upon the recommendation of the Chief of Engineers.
pursuant to Section 10 of the Rivers end Harbors Act.of March 3.1899133 U.S.C.4031:
~)Discharge dredged or fill material into waters of the United States upon the issuance of II permit from the Secretary of the
Army ecting through the Chief of Engineers pursuant to Section 404 of the Clean Water Act (33 U.S.C.13441:
I 1 Transport dredged material (or the purpose of dumping it into ocean waters upon the issuance of II permit !rQt!1 the
Secretary of the Army acting through the Chi"f of Engineers pursuant to SectIon 103 of the Marine Protection.Re!il!lirch and
Sanctuaries Act of 1972 (86 Stat.1052;P.L.92,5321:
Alaska Power Authority
334 West 5th Avenue,2nd Floor
Anchorage,Alaska 99501
is hereby authorized by the Secretary of the Army:
U>place approximately 4,620 cubic yards (cy)of fill material by grading
within the project area to construct an airstrip.Approximately 2 feet of
~:at ~ill be rer.Joved an~stockpiled along the edge of the runway_;,The
Olfr.enSlons of the runway wlll be approxir.Jately 2,500'long and 50'wide.!f'
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in wetlands adjacent to the Susitna River,sections 27 and 28,T.32 N.,R.5 E.,5_i·j _
at Matanuska-Susitna Borough,Alaska
.'l
~ETLAiiDS
ALASKA;
1 SHEETII
HYDROELECTR Ie PROJECT;IN:
MATANUSKA-SUSITNA BOROUGH,
AUTHORITY;DATED:JULY 1983;
_______..!JinLU!.'sc_c:_oLcl.aJ:tce_xi~h_tbe_piaJ:ls-~nd-dra.w:iags-attacbed-h"reto-w.hich-are-incorporated-in-and-m·sde-a-pa:rt'"of-this-permit-{-cin-d"",...-
jr.Il~.gir;fI file number or ather definite ide/ltificatian marh.)
"PROPOSED:WATANA AIRSTR IP:SUS ITi'IA
,L;O,JACENT TO THE SUS ITNA Rt VER;AT:
APPLICATION SUBMITTED BY:ALASKA POWER
I.Genefal Conditions:
a,Tllat all activiti"s identi:ied and ~uthorized hereit::shall be c:Jn9i~tP.n:with the ter:::::s snd c:lnditioos of this rer:nit;aod
that any actb..ities not speciricaily iccn:ificd and authorized herein ~haii con~titute a vi"l~tion of the tern:s end conclit:ons of
!.his pennit ~h:eh mey result in the modification.sU~Fn,n~io::t :lr revoc!!t!'ln "f this f'"rmit.in whole or in part,as set (orth more
'>Hlcifics!ly in General Cunditions j or If hereto.and in the in,titution of ,uch It:~al pruc.::"dic&s as the Uc:t<!u States Govt:rtl·
QJent rnay consider sppropriat.e.whether or cot this pt:rr::!lt has beeo previously rnodiiied.,uspt:nded or r"vu""J iu ....l..)le or ill
part.
ENG FOHM 1721,Sap 82 EDInO'~OF 1 JUt.n IS CaSOLETE
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b.That all activitios suthori:r:od horoin shall.If they Involve.during their c~nst.rl.\ctI0l:10f operadol:1,any dlllc:harglll of
pollutaolJl into waters of the United States Of ocean Willters.beat all times consist..ent with applicable water quslity fltandards,
effluont limitations llnd standlllrdlll of performance.prohibitiolls,pretreatment suodards and management practices establillh·
ed pursuant to the Clean Water Act (33 U.S.C.13:4.41~the Marine Protectiol1.Research and Sllllct.l.\uielil Act of 1912 (P.L.92·532,.
86 Stat.10521.or pursuant to applicabla State and localla'lf.
c.That when the activityauthori:r:ed herein involves a discharge during its constTl.lction Of opera'tion,or any pollutant
luu:llAcUnll'd~lltd 01'fiU macuiall.into waters of the United States.the authori:r:ed activity shall,if applicable wster quality stan'
dards are revised or modified during the term of this permit,be modified.if necessary.to conform with such revisE:d or modified
wster quality standards within 6 months of the effective date of any revision or modification of water qualit.y standards.0:as
directed by sn implemel1tation pIsXi contained in such revised or modified standards.or within sueh longer period of time es ths
District Engineer.in consultation with the Regional Administrator of the Environmcntal Protectioli Agency.may dewnnine to
be ressonable under the circumstances.
d.Tb!lt the discharge will not destroy a threatened or endangered spedes as idel1tilied under the Endangerbd Species Act.
or endanger the critical habitat of such species.
e.That the permittee agrees to make every reasonable effort to prosecute the construction or operation of the work
authorized herein in a manner so as to minimize any adverse impect on fish.wildlife.and natural environmel1tAl values.
C.That the permittee agrlles that he will prosecute the construction or work authori:r:ed herein in a manllef so as to minimize
Bny degredation of water quality.
,g.That the permit:.ee shall allow the District Engino:!o:!r or his authori:r:ed representative!s)or designee!sl to make pcrioc!':c in'
spections Ilt any time deemed necessary in order to l;\ssure that the activity being performed under authority of this permit is in
accordance with the terms and conditions prescribed herein.
h.That the permittee shall maintain the stl"Uctllre or work authori:r:ed herein in good condition a..tId in reasocable ac·
cQrdance with the plans and drawings attached hereto.
i.That.this permit does not .convey any propE:rty ri~hts.either in real estate 0:c:aterial.or any exc:lusive privii~~",;;..aLi
that it does not suthori:r:e any injury to property or invasion of rights or any infringement of Federal.State;Of 'ocl;\l 1..",s ::.:!
r"6'lletions.
j.That this pen::1it dues !:lot ob1(i:ltc the requirsment to cb:.ain stete 0:"local l!S'lo:!nt required by law for the activity authoriz'
ed !:crein.
k.That this pErmit may be either modified.s ....;pocded or revoked in whole or in part pursuant to the policies end pro-
cedures of 33 CFR 325.7.
l.That.in issuing this permit.the Governm':!nt hilS r"lied on the inforrr.ation and data which the permittee has provided in
connection with his permit appiication.If.subsequent to the issuanct!I.If ~his pennit.such i::lfcrmation and data prove ~o be
materially false.c:aterially incomplete or inaccurate.this permit may be modified.suspended or revo.ked.in whoi..or in part,
and/or the Governmc.nt may.in addi~:on,institute appropriate legal proceedings.
m.That any !IloJir;~ci.Li()tl.511~~nslon.or revocation oi this permit shall net be the basis for any claim.ior da::::::j,;es :1gaiC!'t
the united Stetes.
n.That the permit~p.t1 c;haI:notify the Di:;;tr:ct Er.gl:::.oer at vdi.a:.ti::le ~b.e activity liut.horil~d h~(~{Q <I,d::be cvw:::c;::.::z:d.:'9
far in advance of the time uf c:::::::::::e::ce::::(!l1t as the District Engineer may spE:cify,and of any 3uspeosion of work.if for a period
of more thao ace week.,e5'~!I:pdoo of ·...·0.'<and [~s cc~plp.tion.
o.That iI,tat:::l\;~i'n~i 8'..1 ~h0~·iz.£:d ::;:a~.:::-:;:;:,,;c:c ...u:t:=!r::.cd or:.c:before _~.day"f ,19 •i:.1:.rce :o!=1/"3
from the date of i~sw:nce of :r.is per"..,i,:J.:::t·,~u'~.rw:,.,;.;.c.,'i~dl this permit.:r ::lot pnl\'iousiy revoked or spo:!cifically ,,·xt..ended.
~bail automaticaily expire.
p.That thi~permit does not !!U~~:~i~c ur ttpprove the construction uf f'&rtL:ula:struct~.cs.~!:e auttlori:l!tioo or approv'\i of
which may require authori:r:atiotl by ~he Congr!.'~~or other ~genci,,~of tr.!!F"d..ral Government.
q.Thet if and ",10 hen the p~rmitr.pr.d~\ooirt·~t..o ttba~don th~aCLlviLy ~Uth0riZ.E'd hcrc:c..:':::!(:~5 s~ch .:J.b~rloc.~t::1.t i~~.;!!rt nf "
t.:a:lsfer procedure by which the permittee is transfl'rrir.g his :nU!re~t!!herc:n to a t~ird pllrty pursustlt to G"oE:ral C'Jnd;tion t
hereof.he must restore·the area to a condition ~atisfactoryW the :Jistrict E::l;;i::Ieer.
r.That if the recordieg of this permit is possible ur.der applicable S~<l:.e or local law,the ~:O'(:n:tl<:t:,hall take ~u.:h ar.tio::as
may be necessary to record this permit with the Regist.'r of D,-eds or oLncr appropri",c"urr;.:ia:.:harged ;,;i~h ~!:e rC;;;lo=::!:;:l:tj'
for maitltainiag records of title to and interests in real property•
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'-~....raOK Moolln &.~?sociates,Inc.
o
FUEL
STORAL'i£
<>LIVING QUARTERS
o WAREHouse:
VICINITY MAP I Tork~tna MIa.USGS O~d 0'3 a 0-4
T 32~,R~E,S.ward M.ridla"
N.'t S.
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I '0'",,'RUNWAY I I d I .:,
LOCATION MAP
WATANA SASE CAMP
N.T.S.
Flfter Fcbric:-
.(O ..t!onol,)·-~~--------
'-----P.lWTlCln all ~~!:.u I e.o nat
exceed rwo (2)fee I in orltoQ
of deep p~.?lcr..iiil,.,
r~=ric c..n remo;,.J n~r--at
Cut -,oil;rne._:.stl ",.::tes:
57 350-:~bj=y~rd!st'~ii
4,620 c:Jbie yardll fill
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1.Temporary airstrip will be 2500 feet long with ~centerline grade as
close to 2%as possible.
2.A minimum of two feet of peat will be removed and stockpiled along
___.__._____-thJL_~dg~-.QL.1hg-J:'-YD.l'!.ayfor--useduT"jng-r:es.:t.ojationupona-i-I"s-trip-
c1osure.
NOTES:
TYPICAL RUNWAY SECTION
-NoT.S.
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a s ng cons on ance out and no additional
borrow mdter1dl is rt:!quired.Fi~t.cr·fd!Jric:w:l1 DE::':u::;~d 1$required.
4.Natural drainage is toward Tsusena Creek 1oca~ed ove~a mile to the
west._
5.~atana Base Camp is located just north of the proposea site~
6.Construction is proposed for August 1Y33.
1.Section 27,T32N,R5E.S.H.is armed by Kiiikatnu,Inc.,Box 2130,
\.Jasilla,A1as!ca 99645.
2.::ection 28,T32N,RSE,S.M.is held in int~rim conveyance for
I:".nHatnu,Inc ..by COOK Inlet Re:1ion,.Inc.,2525 C Street,
Anchorage,AlaSKa 99503.
PROPOSED \NATANA AIRSTRIP
SUSITNA HYDROELECTRIC PROJECT
Submitted by
A'......".",,""""!"":,r"')'1,-r-"f""I"""""V
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STATE OF ALASKA
DEPARTMENT OF ENVIRONMENTAL CONSERVATION
CERTIFICATE OF REASO"ABLE ASSURANtE
A Certificate of Reasonable Assurance,as required by Section 401 of the
Cl ean Water Act,has·been requested by the Alaska Power Authori ty,334
West 5th Avenue,2nd Floor,Anchorage,Alaska 99501,for the construction
of a 2,500'long,SO'wide airstrip w·ithin a wetland.Approximately 2'
of peat [5,350 cubic yards (cy)]will be removed and stockpiled along the
edge of the runway to be used during rehabilitation of the area after the
project use.Approximately 4,620 cy of fill material will placed by
grading .within the project area.No additional fill material will be
brought to the site.Filter fabric will be used as required to stabilize
the fo~nda:ion and facilitate drai1age.~o ~ef~eling facilitiES or·
structures will be erected.
The proposed activity is located in Sections 27 and 28,T32N,RSE.Seward
Meridian,adjacent to the Susitna Hydroelectric Project Watana Base Camp
near Talkeetna.Alaska.
Public notice of the application for this cer~ification ha~been ~Jde i~
accordance with 18 AAC 15.180.
Water Quality Certification i~required for the proposed activity because
the activity will be authorized by a Corps of Engineers permit identified
as Susitna River 9,NPACO No.071-0YD-4-830374,"and a discharge may
result irom the proposed activity.
Having reviewed the application and ccm~;nts received in response to the
public notice,the Alaska Department of ~nvironmental Conservation certi-
fies that there is reasonable assurance that tne proposed activity,as
well as any discharge which may result,is in compliance with the require-
m~nts of Section 401 of the Clean Water Act which includes the Alaska
\':atr:r Qualit:y Standards,28 AAC 70,and the Standards of the AleS:':';:
Coastal ~an~gement Program,6 AAC 30,provided that:
1)If any petroleum products are stored on the site or jf the site is
used as a ;uEiing facility,materials such as sorbent ~ddS must b~
available on-site to contain and cleanup any.spined fuel.ihis
st;~'.ll~tio:i is.neces.s:ar~1 to prc:ec:agair:s:the dest;--uc:ion of
il~portant habitat by the acci·::ental discharge of a toxic material.
(6 AAC 80.130 Habitat).
0&1-"7 /983
Oate J
.£d~?/1~~
Sob Martln .
Regional Supervisor
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STATE OP ALASKA
A determination of consistency with the Alaska Coastal .
l.ianagement ProgrzU!:r as requi,red by 6 Me:80,.has been
requested by tbeAlaska Pawe:Authority,334 West Fifth
Avenue,Second Ploor.Anchorage,.Alaska 99501.The
applicant proposes to construct an airstrip by graQ~g
onsite material.Approx~te·ly·2'of'?eat (5,350 cubic
yards (C"'.l)1 WOl:!ld be removed and stockpiled along the edge
of the ~way to be used d~inq rehabilitation of the area
a:tar the project:use..Ap?ro::7::il::ately 4,520 t::".l'of fill
~at~rial~would be pl?ced by grading within ~e p~oject
area.No.add-iticr..al fill m.a.-terial f,:1ould"bebrC'uc:;ht to the
site.A':filter fabric woald be used as required-to
s~a~ilize ~~e =o~,dation ~,d facilit~t~drainage.The
airstrip would be approxil!1ately 2,'500'long,and 50'wiee,
with 2-foot-w~de shoulders and acenter2ine g=ade close to
2\to utilize.natural togography and would SU??ort field
acti":.l"ities and collec-t:ion of data during the Watana Dam
Oetail-=d Desig:l Phase of the Susi tna trV'droeiectric:~_~
~~~.~Proj~ec~~..;···'!'1le~?ro?6sedacE-rv:ftYTs~Ioc~ted-at-T.~32 N.,
R.5 z.f S.M.,Section 27 a:'1Q 29 ncar t.l-tc Susitna River,
Alaska.
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This propos~d activity,identificcas Susitna Ri7er 9
(State I.D.No.AXa30324-S6,COE ~o.071-0YD-4-R30374),.
reC'Uires an auwori::ation fro:::l th~r.r ..S .Amv Coros of
Engin!!~rs iL:1C is therefore s'Ooject torevie~for-consis-
tency 'W i th~:;h~_~~C;§};~~~Q~~~~gl~~~:i().;,.~ag_eme_n't.--P.rogr::!:ll,.--in---~----~~-----------.------accoi<!ance with Section 30i (cl (3)tAl of the :E"eder;u
-------,.Coastal Zone Hanaqe::lCI1t Act.
Fia,,:Ting reviewed t."'le s?plic;::.tion,.~~e !Jiv'ision o~
Gcv~r~mcntal Coo7dina~io~dct~~in7s t~~t the p~?os~d
ac~~~~ty is co~s~stent w~~h t~~Gu~dali~cs and S~~nc~=ds
0 &-~e ~~u~6·~~C °0 --o~~~~~~~at .~~~-~l;-~~~....__.&1 ..__._I .""1.1'10 u ,.t"'"'J.,",0 __C";;__..._........'4t"'l:'_""""_."'_
cc=:;:ni e:s with the fa l1c~inqstipUl<l tion (s):
t..-n-7~--r:ue,'*:~~1:e,~-·?-=~dn-c~-s;--;.!:.:=e·-'!!tar'ed ·:!.'t-·'t.~"re---'~-;i·~·-c"---·-Qt
i:~~e facility ~s u~ed as a =uelinq fAcili~v,
~~tp-rials 5uch ~s sor~ent pads shull be avail~ble
on-~it~to cc~t~in ~nd cleanup soilled fuel.fThi5
Sl-.J;r;:)]\I c.d342 I !0-7-93 I 3
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stipulatio~i~intended to protect Yater quality by
prc~antin9 di~chargD of taxi:substances in water
sources ..)6 Me ao ..140 PbIR,"LrtN'D,A~ro -:lA.'l'E.'R QOA.!.I':~
~dherence to the nbo~e otipulationCsl will ensure that
this project will be consist~nt ~ith ~ha AC~~~tandard(9)
6 Me !lO.140 AIR,LAND,lUn:>nATER QUA!..I~as follows:
6 Me 80 .140..AIR.,LAnn,A.";'O 71ATER QUALITY ..
Notwithstanding any other provision of this ehaptar,th2
sta~u~es pert~ininq to and th~regulations and procedures
of the Alaska Oepar~nt of Environmental CQnserv~tion
with r~spect to the protectio~of air,land,and water
qaality are incorporated into the Alaska coastal
management progra~and,as a~~~istered by that agen~r,
constitute ~~e components of the coastal =anage~ent
program with respect to those purposes.
."
s~:;n~I dd342 I 10-7-83 I 1
Authority:AS ·44.19 •a93
AS 46.40.040
,...
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C:::oro:.1na-:1-:n Il.:
deveb;:r:ent.
Public Law 88-29
88th Congress,s.Zo
May l8,1963
T ..proulolE'the coortllnnllon and LlE''("E'lol'lIlE'llt or pltE'<'lh°E'I'rulfl"l1llll'n-Inlhllc I..
outduor.recTPB tlt/D,nnd t ..r other I"lflJO".....
Bt it fWlrleri by the Sf1Vltr fl7ld lJomre of Reprnenlllth'l'I<uf thl!
l"nited Stule""of _{lIIer;e";n {'ullgruI("""elllbled,Thnt the Congress
finds and clecJl\l"es it to he nesimble thllt :lll_~mericl\n people of PI-esellt
lind fUflu-e genemfiQlIs he l\ssl1I-ed l\defJllnte outdool"t-ecl-entlon re-
SO\ll"ces,:mnt hat it is nesimble for aJlle,"els of !!O'Oernment l\lId pri'l",lte
intere$fs to tllke prumpr and coordinl\ted action to the e::tfcnt prani-
l'llule without diminishing:or nlfecting their respecti,"e powers lind
fllllctions to conser'l"e,del"elop,and utilize such l-e.50lIl°CeS for the
henefit nun enjovmem of the American pe<lple.
SEC.:!"Tn oreter to carry out the purposes of this .-\(,t,the ~erretlllT r==ticfUl and
of the Illterior is lInrhOl oizen to perform the follot'l"illg functions and &ct.ivitl.u.
ncth'ities:
(n)I:i'"l:S1'OR'o-Plepnre nnn maintain n continuin2'i!\,"elltolJ lllld
e,oaluntion of outnoer l-ecrention needs and l-esourecs of the l'nited
Stnreso
(b)('L.\J:.."IFIC"\TIO~o-PI-ePl\I-el\!';y!'tem fijI'rlnl'.<;ificatioll of outooor
l-ecrent iOIl re.;.ourees to nssisr ill the elfectil"e and beneficialo use and
Illann:.rement of such resources.I (c)X"\Tm~WIDF.Pr.\:i.-Formulate nnd mn intain 1I l'ornpl'PIIl:'nshop
......:;f.~.~~~l~;:~~~~~I.~:~;~~:~~:lici~)~tl:\'I~~~~II~~i~lltci~;~jj~i~~~~~h_Sl~~~~j~~~~_.__....
I····The plan shaH set forTh the needs Rnd demands of the puulic for Ollt·
noor l"'e('~l\tion nnd the current and foreseeable :wnilauiIitv in the
futm'\!of ontdoor l"'e('I"tmtion resources to mePt those needs.The plan'I ~hl\n ir'!cntifv .t:rirical olltdoor recrel1tion problems,rN'ommend saIn·I tions.and I~onllnend riesirnble actiOlls to I.e taken at each );~"eI of
)'lo'"ernmellt and Ly pri\"ilte inlerests.The Secretary shall transmit
the initinl plM,"hich sh:'Il1 be prepa.red as soon "RS prncricnLle t'l"ithin
finl ,years hereafter.to the President for trnnsmlttal to the Congress.
Fmure rtlyisiollS of the ulan shall Le similnrl....trnnsmitted at succeed·
----.---......_.._L_.l t~I~~~e~~e~S~e:~~~~j~·~;~~lli"t~~~~i~~~;:i~;~~lt\~!!:fr~~;~~~~~i~1:
j.:;en'rai Stares.
--------·----(n-Tc:-C'lI~IC':'l:X;;-:t!'.sn:"l"xscT..-Pro,.irle-t~hllicltht55i!'fwlll'p-n·lllh,d··-----------
"ice to nnd ('oopernte "ith States,political 511odh'isions,and pri ntte
;interests,inclllaing nonprofit organiz:1tio1l3,"ith respect to omdoor~l'"f"(·l"f'ntion.I (e)HF.r:tOl';".\L ('O(lI'F.RATION.-·EncOllf:ll!e inrerstRte ·nnd l"(·g-ionlll
I coope~tio.n in the planning',Rl..-qui~ition,;IUJ rlH~1opm.:lit of Gl.itdoor
l"l."<'I"?l\t lOll reSOHl"f'es.n 5':'!'l'.
(f)nc;..~£.\.Rlll ..\.=,o Ent""C".;'TIO:-t.-(l)SlJcuSf)r.en:.r:\~e in..:~lld :t~SiSf 77 :::.;:'.
ill l"f'~,pnl"ch r~llltin!!to 01ltc1oor IwI"t'nti(Jll ••hre-ctl,·or by (cmtrnct 01'
i·7m{i~~~~eI~:t~:l~\~~iil\~~i;J.~~~~!i~:;7E~~s~~~f~clf~J~~~~~~.~:~:~~
1
a,:t:':"ll in th:;p1l1~li("jl1tel..,,~t,("2)unt1,,:rtnke !'tueiies nlld as'.".ernble ~Ilior·
.:nntl'HI rnnrprlllng ontrlour l'e-cl"t'flt IOn,(lire-'fly Qr by Nmtr:\ct 01'
(O()(lp~mti ve agl e-enlf!lIt.;t lid di:>::iemiiln.~slieh infon::flt iun \\it llUut
1'!';:Kl'd 10 the provisious of ~tjUH .n;;~.rit!e :~!),t":l::f":l.St:lte,;('('':it"74 S·...~.551.
HUl!(3)cr..opernte \'("ith N:ucntionaI il1srituti81l~:llIei others in order til
:l5Sist in o(ostahlishing l.'rh:rntiQn I'Mf:Tllm!;8ml Rcti,"ities flnet 10 encOl1r·
;li;e public use nnd b~llefits from OIlIr!O'Jf recrentiou.
Pub.Law 88-Zo9 -2.-May 2.8,1963
77 S'l'At.SOo
(g).I~TERJ)£l·.,I(T:m:~T.\L C'(l()I'~·rtll~.-(1)('OOpi!I'I\Ie>\t'ilh and.
provide tedUlical nssistllllce to FeJeml depl\I'lllIellts and :1~'"Cllcies ·and.
obtn.ill from them iuformntion.dntn,reports.Ild\"ice,nmf nssistance
thn.t,are needed and clm l'ellsonnbly be'fUl'l\ishcd in cllI'n'in;;ont the
pllJl>OSeS of this .\ct,nnd (2)l>l-omote coorninl\tion of F'etleml pllm3
I\nd ncti\"ities gencrnl1y relnrin!l'to outdoor t'eCI'eation..\1\)'(lepnrt-
ment or agency fut"ltishin;;l\(h'ice 01'ltssistllllce hereunder 1lI1l)"e:tpend
its O\l"ll funds fOl'such purposes,\l"ith or without reimlmrselll1mt,ns
mo.)'beng-red to by thnt agency.
(It)DO:s'.'TIO~s,-AcceJ;lr nl!d use donal ions of money,'PI'ol~ltJ,
1Je1"Solllllsen·it-es,or facilities for the purposes of this _\.ct.
SEC.3.In ot'der fllI-rher to curry out the polic....decl:ll'ed in ~tiol1 1
ofti,tis Act,t~\~hend~of Fedentl.ci,epnrtmellts nl~d,h.ldepelldcllt :lg'Cncies
hl1..-tngndmllustrntl\·e respollslblhrv O\'er nctll'mes or re~)\\r('e5 the
conduct,01"use of\l"hi('h ispeniillmt'to fultll1nltmt of that pOUl')shnlI,
eithl:'!rilidi\"idually crns It group~(It)cQns!t1t with and he ('onsulted by
the Seci~tarr frprri time to time l>q~h,w,ith respect to their ('olldllct of
..•.those ac.tit-ittes'lindtheir·\lsc of tlloset'eoo'ilrces nnd with resnect to the
llctiyiti~,t'hi<;h.thttS~.~~tnryof the Inrertor curries on under n.uth9rity
ofthis:Aet whichnre l>el'tinent to their \,;ork,and (b)CIll't')'tllIt slich
resp6risibliities il~·i;enel'al confOnmltlCe ,tirh the 1Ilttionw.ide plan Ittl·
thorized undcr.secllon.2(c)of this .\rt.
!)enr.i-:1ar.s.SEC~·4:_\3 u~din this .\ct,the teml "C'niten St;\t~"!-:i1ail ill\:lwll!
the District of Coltllnbi:t and the terms "Cnired Stnt<>s"alld ..~t:1tes·
ma.y,to the eJ:teitt Vl':Il:tiC',able,induc.ie ti.e C.ii...i ....;jll~\·~·;dti:.;f r::::l:":O
Rico,the \'''iririn Islands.<ruam.and .'-meri"nn SnlllOlt.
A.pproved Ma.y 28,1963,10:13 a.m.,
::01-:;::C'!?':'R':'S:'10.150 !\.::",,";:--'l.~tl".J;H,R.17152 (Intel"'ior e.nd [r-sulAr
~f~Q..r i~"".,..,..~)J ~03 !:C.:,:"-!"e:-c:,:ce CC::'r.':,g J.
S::N~7:::::iIT·jR7 ~:O.'1.1 (!n~e::'o ....9.J':d Ir..suls..r"A!'fs:1.r!'c,,~.j.
CC!:G?:'::~lO~.AL RE:C.=..n,~·ol.~t'J t
:-'...5.:",~-7,a,1::-=:;"r.'''l~!.J.e!,,~·j in ':c:.a.-:;e.
~1!.r-.1:',lJ~1;':~~.~.i.'!2r~d u.:1 ;:.as:;ied Ser..s.te.
,'.-;:-.2:;I 1;15::"';':>:'".5 :.d~-~d ",..:::1 ;-:LSsad.:f.;:..:=e s.::!r::::i:::!!!...~~.!..e'.;=(
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~a.:;:.:j~3:.,:..i.a.·..e :.!.=.:..,,;':,"t;;.:s ~o :::r:•.:.se ~_-n~~pr::3 ,I\..~d :"'~~'::ts':s
:.:.:":::-":-.:c.
~_....:',~':'.:':I ~~:'"!'~!'"'·r."'.Ie r~p"r-:.•l~l"•:::j ~::..--,.....:'··...::e.
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r.,-o CI 'S'I •
·'...
,"
ALASKA PO~ER AUTHORITY RESPONSl
TO AGE~CY COMMENTS eN LICENSE
APPLICATICN;BEFERE~CE TO
COMl!!ENT (5)::Ie 105
Aeration at high
velocity flows (1'0-"\1,'
By N.L de S.Pinto·,S.H.Neidert and J. J.Ota
PART ONE .
The results of laboratory and prototype experiments on aeration at high velocity flows are presented.The
...research relates to the spillway of the 160 mohigh FOl do Areia dam in Brazil,which has now been operating
for about 18 months.The air discharge entrained by the various flow conditions was measured on the
prototype,and model studies were made before and after this to compare results,and to optimize the design
of the structure.
SPILLWAY C'HtJTES under high velocity flows may be
subjected to cavitation damage even when the chute
surface is essentially smooth and the flow of water
apparently unifonn.Cavitation occurrence seems to be
correlated not only to high velocities,but to discharge
concentration as well.
For high specific discharges,nowadays usual in large
schemes,air entrainment from the water surface caused
by the development of the turbulent boundary layer does
not always reach the region near the bottom of the
channel.In the absence of the protection provided by
water·air emulsion,any surface irregularity capable of
reducing pressure locally to the vaporization level
becomes important,
The'higher the water velocities,the more critical the
cavitation problem becomes,For velocities ,of around 40
mls or more,the pressure field is particularly sensitive,as
shown in the pressure-velocity comparison analysis of
·CSHPAA.Uni".,all:l.lo.F....'.l 00 Pa,.na.~i....Po.....1.:lQ9.80 OOQ c..,itiba.Pa,.n"
8razi'.
Fig,1.For that velocity range,local increases of SolO per
cent are enough to cause corresponding pressure reduc-
tions of about 10 m of water column.
As shown by recent events at the Karon spillway!in
Iran,it is very difficult (in fact,practically impossible)to
finish the concrete lining to the standard of smoothness
required to prevent cavitation at such high water
velocities.'
,In those cases,steps or ramps may be used to promote
air admission under the nappe near the concrete surface
to be protected.The Foz do Areia spillway,on the 19ua?l
river 10 Brazil,is a recent example of the successful use of
such a system.'
Many aspeasTclated to cavitation in high velociry flows
and to the importance and benefits ot aeration were
presented in a previous article2 ,
This article deals essentially with the phenomenon of
air entrainment.Based on a general analysis of the air
entrainment mechanism and of the data from prototype
and laboratory tests,an analytical treatment of the
~.....
"---Fig.f.L0t:31 pressure reduction as related
to the velocity variation..
0
0
0
!-a<I
-1
10
I
2D 3D
8HI HI"I
v•oJI2IIHl mit
Jj
.\
J
)
,)
plan vi_
YU//R#~eq~//@._
p~nvi"""
Fig.3.Main solutions for air admission.
aerator and also the development of air concentration
near thesurfac'e to be protected.Additional aerators are
to be provided at sections in which the concentration falls
below the minimum required leveLE;:P.
·.b ~mo...no.:.
H::II h +.pJ..,#"..."...
Ii.::II steam pressure.
,V::II meaD velocity of flow
0.62
0.50
0.35
0.15
Fia.2.Main types o(aeiaror deviiiii$.:
D
5
10
'20
40
Table.l-.o-Cavitation index values
problem is developed,setting a basis for predicting the '
performance of aeration devices from hydraulic model'
studies.
DesiiOingan.aeration system.requires the answer tothreemamquestions:..,...........•...
•At what velocity should first aeration be provided?
•What is the volume of air entrained at the aerator?and,
•What is the spacing between aerators to maintain a
given protection level?.
\.c
Aerator geometry
Ramps or steps inserted on the chute surface are the
simplest andmost practical devices used to cause natural
aeration of water flow near a solid boundary.The sudden
discontinuity in the bottom alignment creates an air-water
interface along which the high velocity water drags air in
an intense mixture process,Fig.2 (a,b).-
A transverse gallery or a recess can be added to any of
...the systems to improve condirionsJor.airadmission to the
cavity below the jet,and to improve aerator effectiveness,
Fig.2 (c,d).
As indicated on Fig.2 (e,f),a combination of the
various systems is possible.
For air admission to the space downstream of the step
Tht:answer to the first item is related to the concept of or ramp.special ducts,wall slots.recesses,or lateral
aeration as a cavitation-preventing system.Care taken wedges are used accordin~to specific desie:n conditions.
.___.~.during concrete placing and~nishing ~~rtainly contri-On .Fig.3 various pOSSIble m~thods are s~ow~.A~:J~~nttl~,~;~~~~i!~-J~~~T;;l:ig;::~~~~~~:'va~~~;-~~~~~a~~~di~o:h~~~~~~~a~tiTI~~t~l;~i~~~~·~:1%~~~~~
of the incipient cavitation index,whIch indicate the effect is built near the end of the spillway pier and air is drawn in
of surface quality.Quality improvement is naturally through the openings naturally formed in the separation
related to a cost increment because of the difficulties of zone downstream of the piers.
working the surface to more strict tolerance levels.Defining of the ideal proportions of the different parts
One of the basic ideas underlying aeration systems is of the aeration device constitutes one of the fundamental
the reduction in cost resulting.from less stringent design problems.There are several options to be
specifications for the concrete surface finishing.An considered and it is difficult to evaluate the influence of
adequate evaluation of the critical cavitation index tor the each dimension on the aerator performance.
__._.__..__..._.irr~glJlamI~~_t..l1.atmay be.expected in.the works,and
economical consiae-rations;slfoulCrinflue-nce·thedesignAir'entraining-mechanism--__.
--·-------decision-as-to-the-plaeement-of-the-initiaLaerator.Th.e initial air drag,mechanism is characterised by the
Available information about aeration effects3 .4 indi-tangential stress between water ana im at tl1eiiil--enaee--
cates that an air concentration of 5-10 per cent near the just downstream of the separation point at the step or
surface to be protected,C =(VaN a +V w),almost ramp.Flow turbulence is responsible for the rouehness of
eliminates caVItation risks.Therefore,an adequate the liquid surface which tends to increase along the jet,
design of aeration systems depends on:the correct intenSifying the drag.Once surface tension effects are
evaluation of the quantity of air to be entrained at the overcome,the air-water interface changes into a spray
-t:~..··,~~~..~.!!~~.~..~..~"""M1~
...b . .""'""'no"",...:p'=fiIe .,".m.."..•~.
Notations
f (a.,~,t,d,V,h,L,~p,g.p.IJ..CT)=0,.(1)
Air concentration at a fair distance from the jump ",ill
naturally tend to be very similar to that observed in high
velocity flows aerated from the free surface alone.as
reported by Straub and Anderson".In fact.it seems
logical.that the final air concentration curve would be
independent of the air entraining system.The main
aspects of'the drag mechanism and mixture process are
schematically shown in Fig.4.
'The continuity of the process,of course,requires a
continuous air supply to the space created under the jet.
In that region.pressures will always be sub-atmospheric
because of the velocity of the air flow and the head losses
through the aeration duets.The pressure difference \\ill
cause a deflection of the water jet trajectory in relation to
the nonnal free-fall parabola to be reflected on the length
of the jet;certainly an important parameter as far as the
amount of entrained air is concerned.
Dimensional analysis
Dimensional analysis of flow over a step or a ramp is more
easily carried out if aeration phenomena are ignored
initially..The problem is maintained within the frame-
work of classical hydraulics,the more complex biphase
flow question is avoided,and the analytical procedure
becomes considerably simpler.
Analytical treatment of the phenomenon is made for an
ideal aerator as shown in Fig.5,assuming a two-
dimens.ional flow and limiting the aerator geometry to the
step-ram.,combination.
Refemng to Fig.5,it is possible to define the follo\1oing
main variables to be considered in the study of the
phenomenon of air entrainment by running water (see
~otations).'
The phenomenon maybe described by a function of 12
parameters:.
lB ...Angle to the horizontal of the channel bonom pWtc
~.,..Angle ofthe ramp to channel bottom plane
I ..Rampheight(m)
d '"Step height (m)
V '"Mean velocity ofwau:r (m1s)
h '"Depth of flow normatto the bottom (m)
L ""Waterjetlength(m)
AI'..Air pressure difference between regions above and below the
water jet (kglml )
I '"Aa:cleration of gravi~~s1).
p ""Waterdensity(kgm-.s )
~...Dynamic viscosity oh.-ater (kg m -1s)
11 ..Water surface tension coefficient (kg m-I)
C ...Dimensionless.coefficient
Q.'"Air flow en\l'3ined by water (m'/s)
A ..Sectional Mea oflhe air jet allhe exit oflhe duC!(ml )
P.=Airdensiry(kgm-·s~).
F,defines the flow conditionsE"measures the influence of the differenceo(pressure above and
below the water jet
Vh defines the jet geometry
tlh.d/h.Ig a.19 ell define the aerator geometry
which has considerably higher efficiency as an air
entraining mechanism.In prototype structures the~
effee:t is by far the preponderSiDt meef'liaisfH::
anlratnmenf.
Wheii1lie water hits the bottom of thechannel,.the flow
will have entrained a volume of air which will be moved
downstream as an air-water mixture.The behaviour of
the mixture presents some analogy with that of sediment .
suspensions tn turbulent flow.The air bubbles tend to rise
from the bottom,while turbulence tends to maintain the
mixture within the turbulent boundary layer.Air concen-
tration near the bettom reaches its maximum immediate-
ly after the impact point of the jet,gradually diminishing
downstream until an equilibrium condition is'attained,
after an eventual interaction with the air dragged from the
upper free surface.
\
....
which may be reduced to nine dimensionless g.roups:
F r =V/'v'(gh);R e =PYUIJ.;E e =VI'.'l~pp):We =
V (v'(CT/pL)
For the size of the hvdraulic structures being con-
sidered in this study,the effects of R e and W<may be
disregarded,and Eq.(2)may be written as:
f'(Fro Re,Ec'We,Uh,tlh,dlh,tg.a.,tg q,)=0
where:
f'(Fro Ee,Uh,tlh,dlh,tg a.,tg <l»=0
(2)
(3)
The general configuration of the flow is related to the
aeration phenomenon by the parameter E e ,which
depends essentially on the conditions in which air is
admitted to the VOId below the jet.
Referring to Fig.6,where an air intake is schematically
represented,it may be written:
The analytical treatment up to this point does not take
into account the physical nature of the air entrainment
phenomenon itself.For the complete solution of the
problem,an additional equation is required to relate
water and air flow parameters.
The nature of such a relationship may be guessed by a
:;0
(5)
(4)
Eq.(4)may still be written in terms of E e :
Qa =CA v'(p/Pa)WEe
Fig.4.The air-entraining mechanism.
Q.
\
]
I
,.J'
,]
,J
f
1I.7CSoO
C·<Ii ~I ~I.683'~~1.665-02 .
-I il .,.6041·76 .-
118.S--!-72-o.,...,..90 ..,1.62~·S
H---350-0 I/"2-01---<14000 I 2 I
//
..,.tion r,mgt
/ \11·5
.Ljoinu,.-r
_or 1-20 em diJI.
1ml10l:2 -IS em di••
..mOl:3 -10cmdil.
oL7.uoO
Fig.9.Main dimensions of the Foz do Areia spillway.
Fig.8.Aeration system ofthe Foz do Areia spillway.
(6)
(7)q.=K L V
qalq =/3 =K (Uh)
q..=KI (L rg 41 V)I2
where q..is the air discharge per metre of width of the
chute..
If q =Vh is the specific water discharge,Eq.(7)may be
written in a dimensionless form:
simplified i~terpret~tion of the spray .dragging .mechan-
ism.Refernng to FIg.7 and.consldenng the spray z~ne
limited to the dashed wedge,It seems acceptable to wnte:
or sunply:
Fig.6.Basic air intake system.
Prototype results .
This study is based on tests performed at the Foz do Areia
,.
spillway,on the 19uac;u river in Brazil.
Foz do Areia is a 160 m-high concrete face rockfill dam
with a volume of 14 x 10°mo;;of rock which creates a net
reservoir of 4.109 m 3 for a 2500 MW hydroelectric
(8)powerplant at the right abutment.Fig.8..
The spillway,on the left abutment.with a capacity of
-.---.---_.Simulating air.entrainmenJ ph~no[Jl.e!:1.;tJnJ_belabor.a~JLQQQ.Jn~l~,.~Q!lSi~ts of a clas~!£.Qg_~.~.(;~~st,-~hJ<:>1.!.r
tory is known to be difficult because of the unknown scale sector gates of 14.5 x 18.5 m,followed by a 70.6 m-wide,
effects:-Protot"·pe·tests'would--be-ideaHor-checking-the-4OO-m-long-chute,at.a-slop e-.of-2:5-:-84.per.cenHo-the-f1ip --
nature of Eq.(8).Operation of the Foz do Areia spillway bucket deflector,at an elevation 118.5 m below the
has provided a very convenient opponunity for thai reservoir maximum water level,Fig.9.
experiment.The main characteristics of the aeration system are
shown in Fig.10.
During the initial phase of spillway operation,mea-
surements of air flow entrained at each aerator for
'0
0-1
oo 2 4 6 8 10 12 14 16 18 20 22 24
L/h---
0·3 I
0·2
Fig.10.f3 ffUh)as estimated from
prototype results.
,.,
fl-0·023 Lfh
I I
0-4
0·3
0-2
0-1 I ,
oo 2 4 6 8 10 12 14 16 18 20
L/h ---_
0-8
1
0-71--.•aeralor 1
0-61::0 ..ral0r 2
o-S
."..
,.,
/S-0-033 Lfh-
I I
I0·4
--0-8
I~:§:.::::~...
\.
til fbi
Water Power &Dam Construction February 1982
II
\....
r
Tabl.II-Results of tests performed
Aerator 1 Aerator 2 Aerator 3
Reservoir el.
(m'l/S)
h .1p1.,L (~7s)I (~)~pJ.,L Sa I h ~pJ'Y L (~is)Test (m)(m.(m)(m)(m)(m)(m Is)(m)(m)(m)
01 731.5 1470 0.81 0.22 12.6 666 0.74 o.~11.5 786 0.71 0.34 11.9 ns
02 .731.5 1000 0.59 0.16 11.1 5S4 0.55 0.21 10.5 613 0.54 0.22 11.0 587
03 731.5 8SO 0.52 0.14 10.1 SIS 0.50 0.17 9.9 549 0.49 0.18 9,7 546
04 731.5 690 0.46 0.11 9.S 453 O•.u 0.13 9.0 485 0.44 0.15 8.7 476
05 731.5 535 0..38 0.08 8.2 395 0.38 0.08 7.8 399 0.38 0.10 7.4 386
06 735.3 2090 I.OS 0.25 12.8 732 0.97 0.42 11.9 861 0.90 0.39 12.5 846
07 735.3 3300 1.64 0.23 14.0 730 1.43 0.52 13.3 941 1.29 0.49 14.3 932
08 738.4 538 0.39 0.15 7.6 195 0.38 0.15 7.25 228 0.38 0.10 8.6 395
09 738.4 1027 0.59 0.32 9.5 312 0.56 0.45 7.8 352 0.55 0.22 11.0 b04
10 738.4 1804 .0.9-t 0.54 10.7 412 0.85 0.80 8.4 463 0.80 0.38 13.1 791
11 738.4 2060 1.06 0.58 10.7 437 0.95 0.90 7.7 496 0.88 0.42 13.3 832
12 738.6 1032 0.60 O.~9.5 319 0.56 0.43 7.8 348 0.56 0.22 11.0 602
13 738.6 2078 1.06 0.58 10.7 432 0.96 0.87 7.7 495 0.89 0.40 13.3 832
7oo....---.---....---....--.---....---~
Fig.12.Pressure distribution below the water jet.Asymmet-
rical air flow conditions.
'.'"
from upstream.Aow depth and jet lengths are also
included in the Table.Aow depths were analytically
computed by the direct step method without taking into
account the aeration effects in the development and
structure of the boundary layer.The length of the jet was
obtained in a sectional hydraulic model of 1:50 scale.
where the pressure under the nappe could be varied in a
way so that the length value corresponding to the average
pressure measured on the prototype could be obtained.
Tests 1 to 7 correspond to normal spillway operation.
To obtain a wider range of values and to'explore the
sensitivity of the aerator devices,tests 8 to 13 were
performed.with the.right-side air intake towers of
aerators 1 and 2 closed.the supply of air at oflly one of
the extremities in those two aerators resulted in a
noticeably modified picture of pressure distribution
under the jet.as indicated in Fig.12,and,consequently,
in the length of the jet and in the air discharge as well.
Plotting the experimental values in a graph of f3 =qa1q
against Uh (Fig.10)seems to confinn the reasoning
underlying expression (8),at least as a first approxima-
tion.
The straight-line equation arbitrarily chosen to repre-
sent the phenomenon is obviously an over-simplification.
It is apparent in Fig.10 (a)that the curve of best fit would
indicate f3 tending to zero for a finite value of Uh.Also,
from the non·symmetrical air flow tests,it seems that two
different equations would better represent the ex.-
perimental data,Fig.10 (b).
Limitations of experimental conditions are also to be
taken into account.Air discharges do not include air
being entrained laterally through the space left by a 10 em
recess in the lateral walls.Also,in the non-symmetrical
tests,plugs at the air intakes were not absolutely air-tight .
Furthermore,estimating the length of the water jet,even
in controlled laboratory conditions,is a somewhat
subjective process.
(To be concluded.)
:~850
690
Q (m~/sl
53S
L
1
.Pielomdllft
______b_70-6 m -------
I pluomltlft.1------b·70-6 m ---'----
~
'",I /1"'-130,I'\./,1....'..:'\.'-,0 //~
.'.•'t."")",...If'.--:.-t,....
00
.....::-._...~:-.....lID ./_~>·/·I
I .-:.l::..-';::::~~~::::..:::::..••-'I"
0 j I 1 I I I
·R ..~..
L
3
600
500 -------
~400:!
""<I
300
200
100
0
r
Fig.11.Pressure distribution below the water jet.Symmetrical
air flow conditions.
different water discharges from 500 to 3300 m3/s were
made.The water discharges were detennined'from
spillway rating curves obtained in a 1:100 scale hydraulic
model.
Air discharges were calculated from pressures mea-
sured at the walls of the aeration towers,used as Venturi
meters.Besides the air inflow,the pressure distribution
under the jet along the step wall of the aerator was
measured.Fi~.11 shows the typical configuration of the
pressure distnbution below the nappe across the chute.
The results of all the tests performed are summarized in
Table II.The aerators are Identified by numbers 1 to 3
t
I
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a
!(
Aeration at high
'velocity flows'
By N.L do S.Pinto·,S.H.Neidert and J.J.Ota
PART1WO
.
".
..
The development of suitable physical modelling to assess the behaviour and characteristics of aeration in
spillways is verified by comparing model tests with the Foz do Areiadam's spillway in Brazil.The optimum
spaei"9 of areators for spillways is also discussed...
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~'';:.~it..,.--I
~".~..l-•'f.un.t$-C>UI
'"-"'-.-"'f ...VftoH1J
1
"'.....0
•'t.lQoQZ VS\)-04a-
/:.,0',.-,0.2'8 ",,-0-_
'._700 •',.fOoD "".o-XII)
1 .A •'....""-<>:1:11-.-
•~••,2 U1'l-o.')I'r ..~~~..r.-....",,-0:11'Ii •'.w .U \/tIl_Of._
~•',w ..-:s Uk-Ota
•'....",,-1}171
•',.110 ",,-c>I22
I I lQl
1••..,,'./I...,••
Fig~14.Nature ofthe function f(F"E.Llh,tin)=aIJS measu f l1(!
on th~7;SO scal~model for lJerator no.7.
·8
·7 ~
~l-o'-11IlI'I -3
-6
\.'e
·5 .,atr 1-''1\'\
''',"-~.3 I--ll'OIOtvPlf
I'~~r<:K'·".-18"'01'1··,-~
·2 o .....,01'2
CI ..,atOl'3 -....·1 -~or1:Jo model"""-"flfor 2--:~-=--=.~..:0 .-·"r"0I1_
0 10 20 JO "0 ~I;l 60 70 cO ao 100 110
Fig.13.Efficacy of sir entrainment;model and prototype
result••
-It-may·be observed that parameter-E"does.not
influence the geometry of the water-jet for values above
SO.For that region the water nappe can be considered as
an essentially free jet,not influenced by the slight ,
negative pressure underneath.For values of E"less than \
SO,the im~rtance of the air throttling effect upon the
geometry of the flow is noticeable.
The influence of the Froude number and of the
parameter tlh are not readily distinguishable because of
oeEH"AR.UnMtnlidl<l.~.t do ".......Caiae "--"I1.3llt.IOOOOCurillbe.............the nature of the tests.However,close examination of
IruiL some tests in which the Froude number can be considered
._.-to.be essentially.the.same.clearly revealstheiS91ate.dr-------------------_effect of parameter t/h.
--Re5'lllts-presented'in~Fig;14 for aerator no:1 were'
confirmed on aerators 2 and 3,which showed exactly the
same tendencies.
Air entrainment a..!.9.Q.~.n:ed.Q!l th~1:50 scale model.
is essentia.O}'...cau~..by a.swiace dragging mechanism.
SP.r~y phenomena are.practically nan..existent,as suI1?E~
tension effects maiistam the integrity of the lower nappe.
Surface tension effects may be evaluated by comparing
the Weber number Wi:=V/(V(a/pL)in model and
.g~~~~mo ~~~~ath~n~~~~i~~:~~~:S~~d~~~~~~f~~
are normally below 300.
It is apparent that for convenient modelling of the air
entraining process and reproduction of the s!'ray mechan-
isms observed in the prototype,higher Weber numbers
should be attained in the model.
The maximum head available in the CEHPAR labora-
tory i of the order of 10 m.set the limits for a 1:8 scale
model of aerator no.1,built in a 0.15 m-wide glass-walled
flume.Water was conveyed through a 0.30 m-diameter
vertical pipe where a Venturi meter and a control valve
THE UMITAnONS imposed by the scale of the model were
discussed last month,along with the test results,pre-
sented in tabular form.The relationship of these tests to
the prototype spillway aeration system are now ex-
amin~d..
Model and prototype conformity?
The Foz do Areia spillway aeration system design was
sUPP9i'ted by hydraulic model studies on a 1:50 scale
sectional model.
As a true representation of the aeration mechanism
co.uldJ'IQt be ,expected at that reduced scale ,tests were
aimed'esseniially at optimising the shape arid proportions
of the 'ramps and steps.However,entrained air flow was
measured and the results are shown in Fig.13,together
with prototype observations.to point out the con-
sidera,ble scafe effect,if the Froude law of similarity is
admitted.
At the 1:50 scale.surface tension effects prevent a true
reproduction of prototype conditions as far as the
aeration process is concerned.However,hydraulic
.~~-_.-~·-<:onditions-of·the·-flow~are~very~·well'simulated;~~·It··is
~ssible,for example,to explore the nature of Eq.(3),as
IS illustrated in Fig.14.
.The model reproduces a constant aerator geometry.
and different flow conditions are caused by different dis-
charges and the variation of the pressure under the nappe,
artificially produced by a throtthng devi<:e at the air intake
section.Parameters (d/h =0),tg a,tg q.remain <:onstant.
.•,..e'
.... .
were installed.The ,Pipe ended in a rectangular section
where a slide gate,unmediately upstream from the test
section.could regulate the water depth of the flow over
the aerator.Air aamission was through a vertic:aJ conduit,
0.10)(0.10 m square.as illustrated in Fig.6.in whichwaU
pressures could be measured and airflow evaluated by the
Venturi principle.The air jet.area (A)cOuld be changed
by a slide gate,to produce different pressure conditions.
under the water jet.
Flow discharges observed in the prototype were
reproduced in the model according to the Froude law.
Fig.15 presents the results measured in the model.
Air discharges (QUII)are plotted against the average
pressure below die water jet (ApfOY)m fOf different
opening conditions of the air outlet orifice,from 1 x 10
em to complete opening (curves 1-5j-Constant water
.discharge curves fiom 535 to 3300 m Is ~totype)are
also represented in the Fig.15.Curves A and B represent
the relationship between the average pressure below the
nappe and the air discharge as actUally measured in the
prototYpe,for aerator no.1.As can be seen,their nature
15 for alI practical purposes well described by Eq.(4).It is
to be noted that for plotting curves A and B,die Froude
law was again accepted,so that values in the graph were
computed from the following relations:
Q_-Clap (118)512 (1.2nO.6)lQ3
(Ap/'Y)1D OIl (Ap/'Y)p (118)lQ3
where Qap is the total air flow measured in tbe prototype
(mJ/s),and (Apl'Y)p,the prbtotype average pressure
under the water jet,in metres of water column.
Therefore,curves A and B in Fig.15 represent
prototype conditions.They could have been obtained in
the model by a convenient setting of air inlet conditions.
For instance a 5 x 10 cm orifice reproduces very well the
conditions described by curve B.
The results may be better evaluated in Fig.16,in which
air discharge is plotted against water flow,both for model
and prototype data.
MOdel results are taken from Fig.19,accepting as
already known the relation tJ..p ""f (Qa)given by curves A
and B.The agreement between model and prototype data
is exceUen~,especially for discharges below 2000 mJ/s.
Tests on the 1:8 scale model have also provided an
opportunity to study the nature of Eq.(8)as affected by
the throttling of the air inlet.Results shown in Fig.15
include data for air inlet dimensions of 1 x 10 em to the
complete duct opening.Conditions for Ap ::0 were
inferred by extrapolation.
As measuring the water jet length in the 1:8 scale model
was difficult because of the intense spray formation,the
I
I
I
1
0,.*_11/11
Fig.15.Performeflce of ,entor flO.1.
corresponding values ofL were measured in the 1:50 scale
model in which the same flow conditions·were re-
produced.Results shown in Fig.17 clearly demonstrate
the throttling effect.It is to be noted that,to minimise
scale effects,only tests with Weber number above 1000
were plotted.
.Despite the limited number of tests,a tendency for the
relation ~...f (Lih)to depart from the straight line
through the ori~in is well characterized;more so for the
less restricted air inlets.That seems to be in accordance
with the rule of thumb,which recommends the ratio Llh
to be above 4 or S for satisfactory behaviour of aeration
fatrlps.
The experimental study seems to have demonstrated
the feasibility of modelling the aeration phenomena on
hydraulic structures.The surface tension effect has been
clearly detected and evidence as to the limits of its
influence was gathered.~ndications are that surface i
tension effects may be disregarded for We above 1000.~.
The influence of throttling air admission to the lower
nappe was demonstrated.It became clear that it is
important to know the relationship Qa ...f (~p)in any
project.The air pressure is related to the air velocity head
at the inlet section,and to the evolution ofthe air flow as it
moves transversally to the water current while being
entrained by it.Head losses at the air must also be added.
Many pomts remain to be clarified before the problem
of air entrainment by high velocity flows and its
reproduction in hydrauhc models may be considered to be
understood completely.The effects are to be analysed
further of different geometries,such as:the slope of the
Fig.16.Entrained airflow agsinst wster discharge;model and
prototype results.
6J9
III
.1 I J.J .!",.J I7tl-.............jlltl \1 ----..--',
I ~1 •..............;.
50 I~•/I I ....
20 ~o prctctYllO -1-2rtMAI.'\·1 .1:8_1 -IGViir ..j"i .., I Ic I
lt1Xl '"....:lOW
•o'
Aerial view of Foz do Areie.
2 Water Power &Oam Constnletion March 1982 43
1
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..
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A 1:8 st:JIle model reproducing 8 water discharge 0(3300 m",s over
lJerlJtor no.1;W••1300.
Bottom slo~and curvature should be taken into
consideration 10 spacing aeration devices.Fla~ter slopes
make upward air movement more rapid,determining a
faster reduction of air concentration along the bottom.
Centrifugal effects in concave ctirves~such as flip buckets,
increased the upward air bubble velocity considerably.
Assessing the need for increased aeration can be helped
by an evaluation of self aeration conditions of the flow,as
studied by Straub and Anderson b •
The need for more research on the evolution of air
concentration along the flow and protection from the
phenomenon is evident.Meanwhile,it seems reasonable
to consider that a well designed aerator should be able to
pr~tectastretch of chute of about-SO to 100m.C1
criflalllPllline
_9 l.tO__•/It
__0 a,_..-
_04,,_0'
LIh
Fig.17.The re/.tionship IS •ffl./hl ••related to lIit opening
conditions.
•l·5_-.......,....--.,..---"T"'--..,----r--,
ramps or of the chute itself on tbe air entrainment
process;the nature of air flow through the aeration
conduits and specially along the lower nappe and its
relation with the evolution of pr:essures;the degree of
generalization of the conclusions on surface tension
effects and the meaning of Weber number as defined in
the text.
UnfortUnately,spillways in generaldo not operate very
frequently,and prototype and model measurements are
scarce.A complete understanding of the aeration
phenomenon can only be expected after a considerable
amount of prototyp'e data,duly confirmed by laboratory
tests,become avadable.Meanwhile,the desirability of
further observation,analysis and publication of results
cannot be tQO strongly emphasised.
".
!
'"
,\.';'..,I ~
I
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Water Power &Dam Construction March 1982
Spacing of the aerators
As mentioned previously,the concentration of air at the
bottom of the chute is reduced along the flow because of
the effects of gravity.The protective effect on the lining
,,~---will~diminish~correspondingly_uJllil it becomes in~\lfft-
cient,determining the need for a new aerator.-
Unfortunately,no defined criteria exist for evaluating
the rate of change of air concentration and ,of its
protection effectiveness.The designer is therefore'ex-
pected to,orient himself from existing information on
practical experience and previous project decisions.,_
Semenkov and Lentjaev8 mention the experiments
carried out on the Bratsk spillway,where average air
concentration of the flow was observed to decrease at a
.rate of 0.5 per cent per metre of chute lengtb.At a 1
'__,',cm~thi~kJAyer closest to the bottom.the loss rate was .
..from 1.5 to 2.0 times greater.-ATIhe-BratsK gravityaam----------.-----------------'--------------
----I ----with-a-downstream-slope-of--0.8:-l-,-a-second-aerator.---________
j initially planned for 40 m downstream along the spillway
face was considered unnecessary.The 100 m-Iong chute is
protected by a sin!p'e aerator between the crest piles.
At the Nurek spl1lway seven aerators were used,which Referencn
were formed by 40 cm steps spaced every 20 m.It is 1.;;.a;i::¥9.n Casts Doubt on Karun Spillway Design",World Walt'r:
known that aeration was considered to be excessive,and 2.PINTo.N.L DE S..-Cavitaliao e,'aeraliao em lluxO$de alta
-some aerators have been eliminated.veloc:idade-,Ct'hpar.No.35,Curiliba.Brazil;December 1979 .
At theFoz do Areia spillway ,aerat()~wer~spaced at 3.PlmRXA.A.J.,"The Effect of Entrained Air on Cavitation Pirting".
12m and 90 m,as shown in Fig.8.Operation Seems tob~'.--'Joint Meeting Paper AIRH.ASCE.Minneapolis,Minnesota.USA;~~~,gu_,~te__,~~_I,t_,ho,u~jt is not possible to conclude whether Auguu1953,,,'-,-----""'"-"dh 'b 'gh ,4.RuSSEL.S.O.ANl),SHEEHAN,G.J.•~~EffectoLEntrainedAirontwoaeratorsWOU-'ave eenenou;·....,,----Cavitation'Damagc";CQllQdianioumalo!Givi!£nginuring.Vol.1;
For the Emborca~ao spillway,a project similar to Foz 1974.
do Areia,under construction,the chute ofwhich is 330m S.GA1.PERIN.R.S.,OSr.OLKOV.A.G.,SEMENKOV.V.M.ANO
long with an 18 per cent slope,two aerators 103 m a~art TSEDROV.G.N.,"Cavitation in Hydraulic:Structures".Ent'rglya.
I d h d b · . 1 1 Moscow,USSR:1m.·..were p anne ,t e secon one elOg approXlmate y m 6.STRAUB.L.G.AND ANDERSON.A.G .."Self·aerated Flow in Open
upstream from the flip bucket.Channels",Transactions ASC£.Vol.125:1960.
The raising of the Guri spillway in Venezuela involves 7."Foz do Areia Executive Project",Milder·Kaiser Engenharia.
extensive use of aeration devices.Chute lengths down-Parana,Brazil:1980.
fr f 5 ISO &d'u 8.SEMENKOV.V.S.•AND LENTlAEV.L.D.•"Spillway Dams withstreamomaeratorsvaryromtomlorluerentAerationoftheFlowoverSpillways".A separate paper.Intemation·
parts and phases of the works.at Commission on Large Dams.Xl Congress,Madrid.1973.
334 WEST 5th AVENUE 0 ANCHORAGE,ALASKA 99501
\....
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ALASKA POWER AUTHORl1_
ALASKA POWER AUTHORITY RESEONSE
TO ~GENCY CG~ME~TS CB LICENSE
APPLICATION;REFEBENCE TO
CO~MENT(S):I.251
i
::---~::-=---=-=-=-c::----August 23,1983
Susitna Joint Venture-
Mro Rodney Schul1ing
Matanuska -Susitna Borough
631 South Valley Way
P.Oo Box B
Palmer,Alaska 99647
Mr.Chris Beck
Department of Natural Resources
land &Resource Planning Section
555 Cordova St.
Pouch 7-005
Anchorage,.Alaska-99501
SUBJECT~Comments on the Susitna Area Plan
-Dear Mr.Schulling &Mr.Beck:
The Alaska Power Authority would like to bring to your atten-
tion a number of actual or potential actions on the part of the
Power Authority that may influence decisions on the Susitna Area
Plan;and reciprocally,action of the plan which may impact the
Power Authority's Susitna Hydroelectric Project.Needless to say,
the Power Authority would seek to develop projects in conformity to
any stated land use plan,and thus we await with interest,the
publication of the Susitna Area Plan.In the same manner,the
Power Authority would also seek to comply with other management
plans as stated by other agencies,for example,the Alaska Depart-
ment of Fish &Game.The Federal Energy Regulatory Commission
(FERC)will encourage the Power Authority to seek accommodations
between agencies and the Power Authority when conflicts arise over
management objectives.The Susitna Area Plan offers an opportunity
to develop a balanced project and thus reduce the potential for
conflicting resource plans.
listed below are a number of points which the Power Authority
feels should be addressed by your Team in developing the Susitna
Area Plan.
. .1.Land Acguisitions
Project lands are described in the Application for
license -Exhibit G,a copy of which you have.Exhibit G
plates show project lands required for facilities includ-
ing;dam,powerhouse,service facilities,permanent
village,the impoundment area,including a buffer zane
9795/045
·'·-:-·-~--"":7-._,:-:-:-~.-_..-,...---:~.,-:-.----..----
August 23».1983
Page 2
around the perimeter,access roads,and the transmission
corridors.Timely acquisition of these lands is critical
to the project schedule.The Susitna Area Plan should
anticipate project development,facilitate the process of
acquisition,and minimize conflicts or confusion with
adjacent landowners or potential owners by incorporating"
the project features as proposed.Also,some flexibility
should be built into the plan to accommodate a limited
number of potential project modifications that remain
under active review.
2.Land Status
Ownership of lands in the project area is in a state of
"flux as federal lands are transferred to the State and
the Native Corporations and State lands are transferred
to the borough and to private ownership.Expeditious
resolution of land status is a prerequisite to the timely
acquisition of project lands.~"
3.Land Exchange
There is the potential for the exchange of lands between
the State and Native Corporations.If this mechanism is
acceptable,the plan should identify lands that the State
cons i d~!'~_1j ~gl)'_fQr~ex.cba"nge o~As _mentioned--;n-the~pre=
-~--~--vfous point,the State must be prepared to act in a"time-
ly manner regarding acquisition of project lands.The
plan should address the potential shift of lands from
private to public ownership.
4.Temporary Land Use
Some 1andswoul d be used only during construction stagg~_
-----------ofthe-project;.Management gUldelinesshouTa-perriJlt-
f--lex-i-b-i-l-i-ty--i-n-a-rrang-i-ng-for-the-divers-e-I<i nds 'oTt~e--m=-p-~-~~
orary users that may arise.In addition,the State
should retain title of State lands until project related
uses have been completed.
"5.Project Induced Growth
While project induced growth may account for only a small
portion of growth in the Matanuska ...Susitna Borough,sorne
of the growth would be located along the Parks Highway in
areas that otherwise might develop much more slowly.It·
is likely that demand for commercial and residential land
in the area of Cantwell and Trapper Creek may press on
available supplies.The Susitna Area Plan should accom-
modate a pattern of growth somewhat different than a
withou~-project baseline condition.
9795/045
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August 23 il 1983
Page 3
60 Rights-of~Way
Transmission line,road and railroad rights~of-way would
be required for project development and operationo
Proposed access plans and transmission corridors have
been identified in the License Applicationo When dispos-
ing of land,these proposed rights-of-way should be .
retained by the State to assure that the Power Authority
does not have to buy back what was earlier State land.
Persons seeking lands,especially remote parcels,should
be apprised of project related developments that may be
approximate to the lands they are co~sideringo
The development of both the road system,electrical
transmission systems and other utility alignments should
proceed along a plan of integrated utility corridors.
Adequate space should be provided in these corridors for
future utility developmento Iden~ification of utility
corridors should involve participation of the Power
Authority as.well as local utilities.
Major policy issues remain to be solved with respect to
public access to the project roads at the conclusion of
the construction phase of the projecto The License
Application addresses both recreation planning and fish
and wildlife mitigation with public access being permit-
ted following constructiono Open access also conforms to
the desires of the Native Corporations who will be the
adjacent landownerso Open access would provide a "worst
case"scenario in the impact assessment/mitigation plan
because such access would require the largest investments
in a recreation plan and the greatest mitigation effort
in the fish and wildlife plano As we have stated,this
is a "worst case"analysis in the absence of a single,
coherent management plan for the lands in the middle of
Watana Basin.The Susitna Area Plan provides an oppor-
tune forum for the enunciation of a single management
plan.Such a plan would provide a balance among the many
conflicting goals Tor this area.The Power Authority
looks forward to working with your team in developing a
set of management criteria for the lands and waters of
the Susitna project area.
Current federal policy tolerates All Terrain Vehicles
(ATV)access to federal lands in the area of the Susitna
project.An understanding of the policy for the use of
ATV·s on State lands would affect recreation planning.
9795/045
..._._._---.--....;_._---.--:-:-=-._-
August 23,1983
Page 4
-~
7.Wildlife Mitigation
..
..While the analysis of project impacts and mitigation
plans is ongoing,a preliminary Wildlife Mitigation Plan
is outlined in the license Application.The details of
the plan will be refined in cooperation with resource
agencies asinfonnation improves,and as guidance becomes
more focused.Nevertheless,at this time we can state
some attributes of mitigations lands,the extent and
location of such lands.
A•..Moose and Bear Mitigation land
The license Application states that compensation for
loss and alteration of habitat for moose,brown .
bear,and black bear will be provided through
habitat enhancement measures to be conducted on
lands to be selected for this purpose.The lo-
cations of these lands have not been identified.
The Power Authority wishes to ensure that selection
of habitat enhancement lands is consistent with land
use designations provided Tor in the.Susitna Area
Plan and other State and Federal agency planning .
documents.To this end,discussions have been
initiated with the Alaska Department of Fish &Game.
We.look-forward to the close involvement of your
team in assisting the Power Authority to identify
l~ngs which are optimal for habitat enhancement and
consistent with intended land uses.
Several attributes of lands suitable for moose and
bear habitat enhancement have been identified on a
provisional basis.Approximately 20,000 acres of
.......................__.__Qub lic _l~ncts.wi 11J~.e...re.gujte.<L.fo.rthjs_purpose.
Enhancement measures \Pii 11 Qotenti allY_incl ude __._._
controned--burning,10gging,vegetation crushing,
and land clearing.Selection of lands with rela-
tively low-productivity-vegetation :types,such as
woodland black spruce or mature cottonwood forest,
will allow the greatest increase in habitat
suitability and help to limit the total number of
acresrequiredf9renh9I1c.e.ment.Actess and topogra-
phy will be important considerations in allowing
habitat .enhancement measures to be implemented.
Suitable compensation lands will have varied terrain
consisting of moderate slopes and elevation
gradients,with a high appropriation of relatively
low,flat areas suitable as moose winter range.
Proximity of compensation lands to areas utilized by
recreational and subsistence hunters may also be
desirable.We anticipate that more precise criteria
.9795/045
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Page 5
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will be developed with the participation of your
team,the Department of Fish &Game,and other
agencies.
Bo Caribou Compensation
The proposed access road from the Denali Highway to
Watana Dam Site has been relocated west to minimize
its effects upon the Nelchina caribou herd.The
road will be constructed on a minimum benn to
minimize interference with the movement of caribou.
Nevertheless,there may be some'unavoidable impacts
to the caribou herd related to the access road,con-
struction activity and/or the proposed reservoir.'
Some compensating action may be required to assure
the continued well being of the Nelchina caribou ,
herd~The Power Authority will worK with resource"
management agencies to identify and effect measures
to.maintain the Nelchina caribou herd.One measure
which deserves serious consideration is the estab-
lishment of the Nelchina Special Use Area as pro-
posed by the Alaska Department of Fish and Gameo
This area would have as its northern boundary the
southern bank of the Watana Reservoir.The manage-
ment objectives for this portion of the proposed
lands could address these lands being within the
Special,Use Area.
8.Fisheries
The primary objective of the aquatic mitigation program
is to maintain natural or ,semi-natural production in the
aquatic habitat.This would be accomplished by means of
appropriate flow release schedules and various kinds of
modifications to the side channels and sloughs.It is
critical that the integrity of aquatic ecosystems be
maintained if aquatic production is to be retained.It
is likely,therefore,that the Power Authority would
request Mineral Closing Orders to protect productive and
or modified reaches.It.may be necessary to acquire Land
Use or Special Land Use Permits to support the aquatic
mitigation program.
The Power Authority anticipates that water quality in the
mainstream,sloughs,and tributaries will be maintained,
by using your land use measures to protect these waters.
9795/045
August 23f;1983
Page 6
90 Recreation
The interplay of alternate options for resource develop-
ment is particularly clear in the area of recreationo
Most recreation activity would be directed at the harvest
.of sport fish and game.To increase access and recrea-
tionopportunities would place additional demands on
existing fish and game populations.This,by its nature,
is usually considered an adverse impact for the popula-
tion.In addition,new users would compete with existing
.users.The Susitna Area Plan'should state clear guide-
lines for recreation activities in the area.The plans
should support regional recreation plans,the necessity
to-maintain healthy populations of sports fish and
wildlife,and the interests of landowners and land "
managers.The Susitna project recreation plan can then
be brought into line with the area plan.
.Weappreci ate your ..effort towards·i ntegrating our concerns
with respect to Susitna Hydroelectric Project with the Susitna area
planning effort•.Please keep us informed regarding the status of
·the Plan.and do not hesitate to contact us if we can participate
more fully.
~···_-~~·t;~~~~-
~Deputy Project Manager,Environment
RF:ms
cc:Corrmissioner Richard Lyon,DCED,Juneau
·---------Commis-sionerEsthe r--WUnnicKe-;--DNR-;JfHfeai:r----7
---------Slls-i"tna-A-rea-Plan-Stlldy-Team-Memb-ers---------------
Mr.Carl Yanagawa,ADF&G,Anchorage
Mr.Jeff Smith,DC&RA,Anchorage
.Mr.Ned Farquhar,DNR,.Juneauf.Mr;"Dwi:ght-Glasscock:'H:'E;Airdf6rag1h~~~=o ,-;-:"1"1
..::Ms:-D:-Jari;Er'D'ren;riah~'PM&~:-Wash i ngtciif::D'~c:~
9795/045
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ALASKA POWER AUTEGRITY RESPONSE
TO AGEEC!COMMEITS GN LICENSE
APPLICATION;REIERENCE TO
CC~MENT(S):I.321..
ALASKA.POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
ENVIRONMENTAL STUDIES -SUBTASK 7.12
1982 PLANT ECOLOGY STUDIES
FINAL REPORT
APRIL,1983
By
WIllIam D.Stelgers,Jr.
Dot'Helm
James G.MacCracken
.Jay D.McKendrfck
Patrick Y.Mayer
Unlversft'y of Alaska
Agricultural ExperTment'Station
Palmer,Alaska 99645
Prepared for
LGL ALASKA RESEARCH ASSOCIATES,INCo
1 -SUMMARY
The range ecology group of the University of Alaska,Agricultural
Experiment Station,was responsible for conducting browse Inventory and plant
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availability,and current annual growth biomass In the browse Inventory study.
The 47 sites were classlfl.ed and grouped Into 10 Level IV vegetatIon types
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Betula papyrfferaspeeresrangedfromZ%to 30%In the needleleaf forest.
Pleae g!au~a was the dominant overstory tree In the'Open White Spruce and
Woodland Spruce vegetation types whIle PIcea marIana dominated the tree canopy
In the Open Black Spruce vegetation type.In these 3 needleleaf forest types,
measure canopy cover,shrub stem density,browse utilization,browse
_._-.._---_-_--_....•..........._-
Low Willow Tundra~
phenology studies In the middle Susltna River Basin and a pre-burn Inventory
and assessment study In the Alphabet Hills of southcentral Alaska.
A total of 47 sItes were sampled from 27 JUly to 20 August,'1982,to
based on Viereck et al.'s (1982)vegetation classificatIon system.Five of
the sampled vegetatIon types were forest:Open White Spruce,Open Black
FIve of the sampled vegetation types were scrub:Dwarf BIrch,Dwarf
Birch-Wi I low,Open Ericaceous Shrub Tundra,Erlcaceous Shrub-Sphagnum Bog,and
'Spruce,Woodland Spruce,Open BIrch Forest,and Open Spruce-Birch Forest.
--'A+ous-s+n-uata.w_as_the only tall shrub,Batyla glandulosa and Sal fx pulehra
~-_.~------"---_._--~-
we re th--;do-;rnant'-TOWsfiFUtJs;-arrd~Yaee+n-t-Ym u I -,g-'-n-o-S-y-m-,-:L-.-yTfrs:::ra'aea-~--an'd----'
Empetrum ntgrum were the dwarf shrubs with the hIghest average canopy cover.
petas Ites fr f 9 I dus and Cornus canade":;Is ,were the predomi nant forbs.Moss
c:over aVeraged 46%In 'the needleleaf forest types.AInuS sInuata,.6..
giandlJI6$~,and ,S..pulehC"were the dominant shrubs producing leaf and twig
current annual growth biomass and gross available Twig biomass In the 3
needleleaf forest vegetation types.Percent utiilzatlon of these shrub
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BIrch vegetation type of all vegetatIon types sampled.Percent utilization of
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and mIxed pIcea glauca ~~o papyrrfera stands were the domInant overstory
cover In the Open Birch Forest and Open Spruce=BIrch forest vegetation types,
respectively.Alnus slnuata was the dominant'tall shrub In these deciduous
were the predomInant forbs.
Betula glandulOsa had both the highest canopy cover,stem densltYe
current annual growth biomass,and gross available twig biomass In the Dwarf
forest types •.Dryopter1s spp.,Epllobrum angustlfolluooe and LInnaea borealIs
vegetatIon type was only 1 of 2 types sampled where the low shrub ~.pulchea
had canopy cover estImates approximately equal to or greater than ~.
twigs,however,was only 3%.SalIx gulchra had low canopy cover and scattered
dIstribution In·the.Dwarf Birch Type,but sti II averaged 14 kg/ha current
annual twIg growth bIomass wIth 9%utilIzatIon.The Dwarf BIrch-WIllow
yrtls-rdaea,Empetrum nlgrum,'an~Ledum groenlandlcum were domInant
The phenology stUdy was Inltrated to evaluate forage avaIlabIlIty for cow
moose durIng.parturItIon along the canyon slopes above the mIddle Susltna
River.If crItIcal sprIng forage were found only In the potentIal Impoundment
low-growrng shrubs in the Open Ericaceous Shrub Tundra and Erlcaceous
Shrub-Sphagnum Bog vegetatron types.SalIx pulchra rn the Low WII low Tundra
vegetatIon type had both the greatest canopy cover and stem densIty In the
vegetatIon types sampled.
than for ~.gulchra.The erlcaceous shrubs Yaccfnrum ul rgInosum,I.
glandulosa,although stem densIty estImates remaIned lower.Current annual
growth biomass of both leaves and twIgs of ~o glandulQsa remaIned much hIgher.
area,then moose survIval and reproductIon may be Impacted by the reservoIr.
Exclosures were erected In late May at 4 elevatIons along 4 transects (3 at 1
transect)on south-facIng slopes to protect plants from grazIng.The
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Twenty-five sites were sampled for cover of shrubs,·herbaceous plants,
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ElevatIon within transect and transect I'ocatlon had a significant effect
from 31 August to 3 September 1982.
abundant low shrubs.UTilization was greatest for -S..pylchra twigs.II'
exclosures were sampled and the correspondIng north-facing slopes were
observed at 7-day Intervals for phenological development of the vegetation and
evIdence of utilIzation by moose.These observatIons were made from 31 May to
2 J uI y 1982 •Some genera I observ atl ons were'ma,de on a reconna I ssance ,survey d'
on 15 and 16 May.Samples were also obtained at the end of the growing season
area.Betula glandulosa,Sal Ix Dulcbra,and Sal Ix glauca were the most
reservoir.
P Icea g I auca and f.marIana were the major tree spedes present In the study
uti I Izatlon of major tall and low shrub twigs were also estimated.The sites
examined were classified Into 5 vegetation types:Open White Spruce,Open
Black Spruce,Woodland White SptlJc:e,Owarf Blrc:h,and Dwarf Birch-Willow.
on soIl temperature,plant canopy cover,and current growth biomass during the
trees as wei I as tall and low shrubs was estimated at each site.Biomass and
spring period.However,the effects of elevation were not consistent among
transects.On some transects vegetation matured faster at the
bottom-elevation site while on others It matured faster at the middle-slope,or
at the highest elevations.Vegetation along one of the transecfs mafured mllch
later than along any other transect.'Timing of vegetaflon development
resulted from an ..lnteractlon of climate,topography,and site history.Some
lant maturation differed among species at the same site.Most
early-developing sites that were'~tudted were above the level of the potential
Impoundment,but could be Influenced by mesocllmatlc changes created by the
~-,-I:c...:lc=h=e:.::..:n=s,and bryoQh'{tes ~the_AI phabet HI II s study area._
Vaecrnlum spp~and Empetrum nlgrum were the most abundant dwarf shrubs.
Egulsetu~spp.,Cornus canadensIs,and Petas!tes frlgfdus were the most
abundant forbs.Carex spp.were a 1·50 abundant,as well as bryophytes and
lIchens.
Vegetation type names were Indicative of the relative abundance of trees
and/or shrubs In each type.Cover of herbaceous vascular plants was Inversely
related to shrub density,In the study area~Fire may Increase the potentIal
Qf Open White Spruce,Open ~Iack Spruce,and .Woodland White Spruce types as
moose habitat.Shrubs that are major foods of moose In Alaska exIst In these
types.In addition,the Dwarf Birch-Willow sItes had the greatest density of
those Important shrub species,presumably due to a relatIvely recent history
of fire.
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ALASKA POwER AUTHORITY BESPONS!
TO AGENCY coaMENiS eN LICENSE
APPLICATION;REIEBEBCE TO
COMMENT (S):I.348
Notes on
I'C E JAM S
by
R.GERARD,Ph.D.,P.Eng.
Department of Civil Engineering
University of Alberta
Edmonton,Alberta,Canada
T6G 2G7
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1.
INTRODUCTION
Without doubt the most dramatic event on a northern river is the formation
of a large ice jam.This can cause water levels that far exceed even the
largest summer,or open water,flood levels,with obvious consequences for
riverside communities and engineering structures.Figure I (a)compares
breakup and summer flood levels for Fort Vermilion on the Peace River in
Alberta.The location is shown in Figures I and 2 of Appendix I I.The
dominance of the breakup water levels is obvious.The view from the front
door of one of the rive.rside homes in the town during the fourth highest
flood is shown in Figure l(b).Bridge superstructures must obviously be
placed well above such levels to avoid the problems shown in Figures 2 and
3,and deve·lopment located to avoid the problems shown in Figures 4 and 5.
The sudden failure of ice jams can cause high velocity flow and the movement
down river of large ice floes at high water levels.It is noteworthy that
each pier of the bridge recently constructed at Fort Vermilion was
designed to resist the full ice load of 7 MN applied at the highest breakup
stage shown in Figure 1 (a).Ice jams can also cause unusual scour both of
the bed and banks,the latter more by the flow of water in unexpected
locations rather than the physical abrasion of the ice.
Ice jams are therefore an extremely important feature of river engineering
in cold regions*.Yet,in comparison with summer floods,their character-
istics are poorly known.
Ice jams can be very'local and very brief~yet very damaging.In unpopulated
regions they are also unrecorded.These features make it desirable that
the mechanics of ice jam formation and behaviour be understood because
stat ist-j-ca-I'reccfrcfsc of--'breakup wafer -I'e VI!Isarefewa'ncf;--more im-po-f"tan f 1'1 ;-.
unlike summer flood records,those few cannot be transposed to other
locations along even the same river.
ICE JAM TYPES AND CHARACTERISTICS
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Ice jams can be broadly classified on the basis of the season in .which
they form -freeze-up,winter and breakup -and of their.!l't:l~_.':'._!_.L().?_~L!'1.SL._..._..-----..-·_··---·--ana-grounaeCJ-.-._...._.._-__-._.-..-._-~.__-__-_-._--
............___.•..__-'-"-.
Freeze-up Jams
These form when the stream becomes gorged with frazil ice,as shown in
Figure 6,or when the down-river passage of pancake ice becomes obstructed
and a jam forms.
Winter Jams
These form when a mid-winter thaw causes breakup.By definition such a
breakup does not extend over along length of the stream.The supply of
;':
When defining the geogra~hical limits of cold regions it is well to
recall events such as the ice jam in 1899 on the Mississippi River at
New Orleans!(Gerdel,1969).
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ice floes is therefore limited and the increase in discharge is of short
durat io.n.These two features generally I imi t the magni tude of the water
level tncreases~The major significance of such jams is that they refreeze
forming a formidable obstruction for the subsequent spring breakup.This
is'also a danger with freeze-up jams (for example,see Frankenstein
and Assur,1972).
Breakup Jams
Generally these are of most concern and form during the general spring
.ice run.
After initiation an ice jam.can develop into a floating or grounded
ice jam.
Floating Jam
This type of jam maintains a relatively unobstructed flow of water under
its full length,except perhaps for a short section near the toe (down-
stream end)of the jam.It'seems to be the most common type of jam and
is sketched in Figure 7(a).
Grounded (or Dry)Jam
In this jam type the ice accumulation extends to the stream bed over a
considerable portion of the length of the jam.The jam then behaves much
1 ike a rockfill dam,as shown in Figure 7(b),with the character of the
flow being that of flow through porous media ..High water levels can
th'erefore be expected.'
The discussion that follows deals with breakup jams.Such jams will
obviously depend heavily on the time and manner of breakup.This is
briefly reviewed first.
BREAKUP AND ITS PREDICTION
First,it is important to realise that there are some rivers in cold
regions which rarely,if ever,experience a well-defined ice run.Such
streams are generally braided and shallow with large expanses or ice
frozen to the bed,such as the Delta River shown in Figure 8 (which is
nowhere near a delta).Such streams are very common in N.W.North America.
However for streams in which an ice run is a regular feature,the nature
of breakup at a given location depends on:
(i)
(i i)
(iii)
( i v)
(v)
snow melt (magnitude and rate of rise of water level);
thickness and strength of the ice cover;
water level at freeze-up;
quantity of ice moving down from u~stream and,last,
but definitely not least;
morphology of the rive.r.
3.
Breakup C3n progress upstream or downstream depending on the orientation
of the river and its tributaries relative to the spring isotherms and
the occurrence of snowmelt and/or spring rains.In many instances
breakup occurs first along the central portions of a stream because of
the breakup of a major tributary.However,no matter in which direction
breakup progresses,it is a progression only in avery general sense;
there are many local perturbations,these often taking the form of major
ice jams.(
Breakup is instigated by changes in one or both of two features:water
level and ice sheet strength.The ice can become so weak that a low
flow is sufficient to fragment and move the ice out.In this case the
ice run will be minor.At the other extreme the water level and flow
can increase sufficiently to float a strong ice sheet free of the bed
and banks and to fragment the ice sheet.For a competent ice cover it
would seem breakup can only occur in an intermittent fashion,with ice
jams forming,however briefly,to build up water levels and release
surges.Such a surge will move ahead of the fragmented ice to keep the
breakup front moving.As will be discussed later,the celerity of such
surges can be very high.
From the above discussion it would seem the three most pertinent para-
meters governing the moment and manner of breakup at a given location
are:
(j)
fii)
(i i i)
the difference in water level from that just after the forma-
tion of a stable ice coverdlJring freeze-up,6H;
ice fhTcKness,ti;
the number of degree days of thaw,S,which provides a measure
of the ice strength.
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That item (i)is releva.nt is supported by the graphs ShOWh in Figure 9,
taken from ShuJiakovskii (1963).Jtem (iii)is supported by the other
graph shown.
If item (i i i).L?__lJ!lP-o~-tanL there LslLttle-··dsubt--t-ha-t--i-ce--th-ickrre·s-s------------
~.~.--_.,,_._-_._~_._._~.__."--~-~_.._-··sho-u-fd-iTso-··be-a pa r arne te r l a 1tho ugh i t_Jna_y~..Y_a"r:.y_J_Lt_t-Le----f.r:Qm-y.ea·~t-s-----~---···-
----------------\yJje~a~r~a~t~a~"g'iven site.However,it should be remembered that the natural
ice thickness can be modified by the'formation of a freeze-up jam,
winter jam or aufeis.
Presumably,for a given river morphology,the relation between breakup
and these parameters will have the form:
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Unfortunately no systematic evaluation of such a function has been
reported in North America.About all that can be said at present i.s
that breakup will not occur until about 30°C days have accumulated and
the water level has increased somewhat beyond that at freeze-up.
The required i~crease in water level can be caused by snowmelt (or rain)
or by an ice jam failure upstream.Either of these can occur on the
.mainstream or an upstream tributary.
To give some idea of the way breakup progresses Figure 10 shows a
summary of the average breakup dates for the major streams in Alberta,
Canada.There are several features of interest.As mentioned above,
several streams breakup in their central reaches first,the breakup
generally being triggered by breakup in a major tributary.This role of
tributaries in causing breakup on the mainstream can be an important
consideration.If the relative discharges of tributary and mainstream
are changed (for example,by regulation or diversion)this will change
the influence of the tributary on breakup in the mainstream,and,
consequently,may change the frequency of ice jams at and near the
confluence.
Also of interest 1n Figure 10 is the concentration of the isochrones at
the Wabasca ~Peace confluence near Fe.Vermilion.This is probably
indicative of ice jams at the confluence and suggests that,unl ike the
Smoky River near Peace River town,breakup on the Wabasca is not strong
enough to cause breakup on the Peace River.
In addition to being important in the spring,the risk of inducing
breakup imposes important constraints on the allowable range of discharges
from hydro-plants (Burgi et al.,1971;Pentland,1973).
Some field observations of breakup have been reported (eg.MacKay,1965;
Newbury,1967;Johnson and Kistner,1967;Nuttall,1970;Slaughter and
Samide,1971;Sampson,1973;McFadden and Collins,1977);and Michel and
Abdelnour (1975)have done some preliminary studies in the laboratory
using simulated ice,but rn general much of engineering significance
remains to be learned about the common event called breakup.
INITIATION OF ICE JAMS
The initiation of ice jams during breakup will probably be a function of
the same variables as breakup.Hence ice jams can be expected with
large ice thickness,heavy snow accumulation and a large and rapid
increase in temperature above freezing.On the other hand,ice jams are
less likely if there has been little snow or there is a gradual onset of
spring.If an ice jam forms its severity will be a function of the rate
of rise of water level (and the associated velocity),the amount of rce
travelling with the breakup front,and the nature of the obstacle that
initiates the jam.
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5.
Obviously with all these parameters fixed,the probability of a jam at a
particular location will depend on the river morphology.This can at
least be roughly analysed.Using a simple analysis Nuttall (1973)has
shown that locations of large mean depth,relative of theave'rage for
the stream,cause an increase in concentration of floating ice and hence
constitute an hydraulic obstruction to the passage of ice and increase
the chance of jam initiation.Such locations will correspond to bends
and narrows.At these locations,the plan form of the stream provides
a further impediment to the passage of ice.The headwaters of reservoirs
provide other examples and these are indeed a common location of ice
jams.Sudden changes in slope from steep to flat also seem to be prime
ice jam locations.This is presumably related to the deepening of the
flow and the decrease in velocity.
Such high ice concentrations can also be caused by physical obstructions
such as islands and bars.A very common physical obstruction is the ice
sheet on the river,particularly if it is thick or more shore -or.
bottom -fast than .normal (eg.because of freeze-up of winter jams,
auf~is,or hanging dams).The mainstream ice cover is a frequent.cause
of ice jams at the mouth of tributaries.
The Athabasca River at Fort McMurray,Alberta,(see FigurelO);is an
example of a location where both hydraulic (sudden decrease in slope and
increase in depth and width)and physical obstructions (islands,bars,
bend,wide ice sheet)exist.Not surprisingly,therefore,it is a
location where ice jams form almost annua.lly.
-F-b-QAT-I-NG--IG.E-JAM,s----
Ice am initiation has been briefly discussed.After initiation the
uture characteristics of a breaKUp jam deperfdon aseFreso-fhydrau lie
and structural constraints.
A general analytical framework for determining the major characteristics'
of floating ice jams was established over a decade ago by Parisetand
.Hausser (1961),Michel (1965)and Pariset,Hausser and Gagnon (1966).
········The--analys-i-s··ref-J-ected-that·of·anearlier ··i nvestigati on-of-the··mechanics
-----o·f-l-og---j·ams--b-y-Kenned-y-(-I-9-58.)-.-Some-r:e.f_Lnemen.t.s_to_tb.e_ana.Ly_s_Ls----"'LeLe'---_·_
added by Uzuner and Kennedy (1976)but,as pointed out by Beltaos (1978),
the essentials remained unchanged.The latter investigator applied the
analysis to two natural ice jams on the Srroky and Wapiti Rivers in
Albert~with encouraging results.Another successful application is
reported by Macdonald and Hopper (1972).Although further confirmation
under field cond it i onsi sobv i ous 1y des!rabl e,the approach seems viable.
It.should therefore .be PeSS ible ...tqdetexrninereasonable values for ·the
·maximumb:reakup.'fJater levelsata •.site·callsed .-bYst=acly ..fl oat.ng ....ic~
ams,us ng records of pastbreakup-drscnarges~~Tne-latter-are·general1T
both transposable and available.
Hydraul ic Constraints
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If the surface velocity is low enough ice floes will simply accumulate
against the solid ice cover or obstruction and the accumulation front will
move upstream to leave behind an accumulation one layer thick..I
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However,if the velocity exceeds a critical value the ice,floe will turn
under when it contacts the obstruction,and will be entrained by the
flow.Again depending on the flow velocity,it may then be deposited
under the downstream ice cover or carried on downstream.
Il
The deposition velocity has yet to be investigated in any detail for
freeze-up or breakup conditions.If the latter occurs the ice front
cannot move upstream until some event occurs downstream to lower the
velocity near the front.If the former occurs,floes will accumulate
under the downstream ice cover until the obstruction is such that the
surface velocity at the front is reduced and the impinging ice floes are
not entrained.The froRt will then begin to move upstream and the
process of entrainment,deposition and surface accumulation repeated.
This will result in a steady progression of the front if another condi-
tion is satisfied.
It is argued that there is a tendency for the front of such an accumu-
lation to be entrained by the flow as it moves under the accumulation.
This requires a local acceleration of the flow which in turn requires a
lower piezometric head downstream.This causes a lowering of the water
level just downstream of the front,much like the lowering of the water
level in subcritica1 flow over a hump in the bed.
Structural Constraints
Such are the hydraulic restraints placed on a floating ice jam .
=
Igt (l -s.)
I
If the approach velocity is such that F >0.1 (e.g.about 1.1 mls for
10 m depth)no accumulation is possible (i.e.any accumulation will be
continually engulfed)until a backwater due to some obstruction down-
stream reduces the velocity below the maximum accumulation velocity.If
this occurs the ac;umulation should then progress,leaving behind a
thickness that,initially,is close to 1/3 of the flow depth.
v
A simple analysis of the hydraulics of the situation along these lines
suggests that the front will be engulfed when
!ii
'where V is the average approach velocity,h the approach depth,t the
accumulation thickness,and si the relative density of the ice (Pariset,
Hausser and Gagnon,1966).A rearranged version of this relation is
compared with experimental and field results in Figure 11.The agreement
is noteab1e.Figure 11 indicates that an ice accumulation cannot progress
upstream if F =V/~>0.16 and that the dimensionless thickness,
tlh,of the front portion of the accumulation must be less than 0.33·
Field measurements (Kivisild,1959)suggest that the critical value of
F is actually about 0.08-0.10.
•'i
As an accumulation progresses upstream an increased area of accumulation
is exposed to the drag of the flow passing underneath.This accumulated
drag must be transferred back to the original obstruction,or to the
banks of the stream.To transfer this load,the accumulation must be
7 •.
strong enough to sustain it.As.pointed out by Padset et at.(1966)
the compressive strength of the accumulation is a direct function of its
thickness.If the thickness given by the hydro~dynamic constraints is
insufficient to·sustain the .load to be transferred,the accumulation
will collapse or shove until it is thick enough.The channel is considered
narrow if the maximum thickness of the accumulation given by the hydraulic
constraints is sufficient to sustain the additional load from an advance
of the front by shear on the banks.In this case the accumulation
thickness is governed by the hydraulic constraints.
The channel is considered wide if the accumulation shoves as it lengthens.
The shoVing increases the maximum thickne.ssuntil the drag added.by an
advance of the front is sustained by shear on the bank as shown in
Figure 12.When this thickness is reached no additional load is trans-
ferred to the obstruction.Thereafter the maximum accumulation thickness
remains the same despite a lengthening of the accumulation.The thickness
left behind as.the accumulation advances is then governed by the strength
of the accumulation -that is,by the structural restraint.Th:is maximum
thickness has come to be called the equilibrium thickness.
The strength of an accumulation of ice and therefore,in a wide river,
its thickness depends on·parameters J,J:,which·isrelatedtotheporos'jty
and internal friction of the accumulation,and Ci,a cohesion ~~rameter.
The maximum accumulation thickness is given by (Michei,1965;Pari set
et al.,1966;Uzuner and Kennedy,1976).
2C.
lJp.(1 -s.)gt 2 -[(gp.S --SI)SJ t -T S =aI . I I
'\
.(
where S is the channel slope,S the channel width at the bottom of the
accumulation,and T is the shear of the water on the bottom of the
accumulation as ih6~n in Figure 13.
For uniform flow unde~the accumulation
cC
Simi lar values of U have been determined from field measurements in at
least two independent investigations (Pariset etal.,1966;Seltaos,
1978)and these values are not inconsistent with thos,e found in the
1aboratory (Uzuner and Kennedy,>1976).From these i nvesti gat ions a
····va-lue for U·of--l·.-2-seems--rea s onab-l-e-;--tj-t-r-l-f!-iS-Known--aoou ttne conesion---~-·
_________.p_a_r:.ame_te.r:.,_excep_t_tha_t_i_t_s_e_f_f-eez-t_seems-to-be-sma-H-j-n-b-reakup-Jams .
Laboratory tests suggest C.::100 -500 Pa.
I
T =pgh.S
I
in which hi is the distance from the bottom of the ice accumulation to
the maximum velocity point.The ratio hi/hj,where-hj is the-depth of
flow beneath the am,can be found from given roughnesses by
h.1 k.I where k I
h~=-1/4 =k bI-I-k r
J r
I
l
In turn,h.can be found from
J
V.R....L ...:LS In k +6.2V~':
h.I +k 1/'"
where V.-L R ...J..k kb (r )'"V*=/9RS""=""J h.B 2 2
J
The roughness afthe ice cover seems to be related to the thickness of
the ice cover (Kennedy,1958;Nezhikhovskiy,1964;Tatinclaux and Cheng,
1978)and,reason would suggest,the size of the ice floes.That is -
.;;;.
k.
I-""Q..
1
f(L)2..
I
where 1i is a typical floe length.A crude es~imate of the form of this
function is shown in Figure 14.
To calculate the equilibrium accumulation thickness all these
relations must be satisfied simultaneously.A suggested procedure is
I.Estimate k.
I
2..Calculate h.
J
3.Determine B
4.Calculate h.
I
S.Calculate 1:
6.Calculate t
7.Calculate
water level =h.+0.9t
J
A typical calculation is detailed in Appendix I.Consideration of the
above will indicate that the increased water level is caused both by the
additional roughness,and the additional thickness of the accumulation,
over that of the normal solid ice cover.'On large flat rivers the
former is the more important influence.In smaller steep streams the
latter would probably be more important.
Because it is .based on uniform flow calculations the above calculations
give an estimate for the maximum level along a floating ice jam.However
the actual water level will follow a gradually varied flow profile as
sketched in Figure 7(a).An actual example is shown in Figure 7(c).The
calculation of such profiles is not considered herein,but are 1 ittle
more compl icated than gradually varied flow calculations for normal
open channel situations if the downstream boundary condition can be
determined.This however is difficult at present.
It is important to keep this open channel behaviour of ice covered
channels in mind when assessing water levels along such channels.
"If the In expression for velocity is reDlaced by a power function
approximation,steps 4-7 collapse into the eval~ation of the single
expression given in Appendix 1.If,further,8 varies little -./lith h.,
over the values of ~.of interest,this wo~ld include steps 2 and 3J too.
The siple relation f~r maximum ice jam stage that then results is
given in Appendix 1 and shown in Figure I;.
9.
In all t/'le above investigations the possibility of channel bed changes have
not been considered.Yet such changes could have an important influence on
the behaviour of the jam and the water levels it causes,and presumably on
such engineering'structures as buried pipel ines"bridge piers or spur dykes
that lie on or under the bed.A field observation of such scour is dis-
cussed below.A first attempt to calculate scour under a quasi-steady
floa~ing ice jam has been reported by Mercer and Cooper (1977).
Stability of Floating Ice Jams
If the situation that prevailed at formation changes,the accumulation
configuration may change.For example if the discharge increases the
accumulation can be expected to shove and thicken.However,if the dis-
charge is reduced little should change,other than the water levels.
Andres (1980)took advantage of this in their analysis of the 1978 ice jam
at Fort Mc~urray.Likewise if the jam is thickened by the deposition of
ice entrained upstream it sho~ld simply increase the upstream water levels.
On the other hand,if the accumulation begins to melt it can become thin
e~ough to be unstable and shove again.
\
i r
GROUNDED ICE JAMS
These jams can be caused,for example,by the collapse of a floating ice
jam,the sudden stoppage of ~surge of ice ~nd water,or by blockage of the
flow under a hanging dam.Given.the limited and irregular depths of most
natural channels,the formation of such jams is an obvious possibility.
The destructive jams described by Barnes (1928)and Frankenstein and
._~_~.--Assul:-(-L9-7'2-),--0 n the-A-l-l-e gl'1 eny--a nd--1-s-ra e-l--R-i-ver s-respect+ve+y,-we-re
known to be grounded.The description of the Moira River ice jams at
Belleville (Lathem,1974)suggests that they only became threatening
whe~the passage under the ice was blocked -that is,when the jam
primed.Mathieu and Michel (1967)found that if the ratio of the flow
depth beneath.a floating jam was less than the largest dimension of the
entrained floes~the jam would 'prime'and become a grounded jam.
If'
As stated by Michel (1971)"in such jams the headlosses are considerable
..··'~---'--GQmpal"ed-·to-t-ho se·-of~-a-s+mp+e"-[-f-l-oat'i-ng-J-Jam-.-n-Ii a s-15 een i mpo ss I-ol'-::e:---O;t-=o---
d.e.t.e.r:min.e_thes e.-l-o 5 ses-i.n-a--gene r-a·l-man ne·r--bec-aus-e-o·f'--the-s·eem+n·g+y-------
fortuitous length of grounding in each case and the variable solidarity
of the accumulation of the floes ll •This states the problem succinctly.
However,given the possibility that such jams may be responsible for the
highest breakup water levels,much further work is required on this type
of jam,if only to establish a reasonable upper limit on the high water
levels possible.
10.
ICE JAM FORMATION AND FAILURE:THE UNSTEADY CASE
Almost all past work has been concerned with almost-steady flow past an
ice jam.However an examination of reports recorded in archives and told
by eye-witnesses reveals important features of observed ice jams that are
difficult to explain from steady flow considerations.'A minor but typical
example is provided by Johnson and Kist ner (1967).During breakup of
the Meade River on the north slope of Alaska lI a flow of brownish river
water about 40 cm in height was progressing over the top of the river
ice (June n ...at the pace-or a fast walk,perhaps 8 km/h.A floe
[sid of jumbled ice blocks choked the channel behind the slush wave.
This ice flow [sic]at times overflowed the unbroken ice or simply
created ice b.locks as it advanced.The advancing ice flow [sic]with
its slurry of water and ice blocks jammed quite suddenly when it reached
a narrowing of the channel 0.5 km below camp.The river:,now completely
choked with jumbled ice blocks,rose rapidly,about 2 min 1.5 hours
On the afternoon of the 10th a very high water level allowed the ice jam
to slip downstream ..•evidently a similar ice jam had broken upstream ...
this time considerable ice arrived from upstream and the river was choked
with ice blocks for several ki:lometres upstream [see Fig~re 16a].On
the night of the 11th the entire ice floe [sicJ broke .;.•.After the
dam [sic]released,the river level dropped briefly on the 11th and again
on the 13th leaving both banks lined with vertical cliffs of ice blocks
3-4 m high (Figure 1Gb).
A characteristic of the more dramatic reports is the extremely rapid rise
in water levels.For example,in the Athabasca River at Fort McMurray
in IB75 lIin less than an hour the water rose 57 feet,flooding the whole
flat and mowing down trees,some 3 ft.diameter,I ike grass ..."(Moberly
and Cameron,1929);on the Peace River near the Mikkwa River confluence
in 1886 lithe ice in the Peace River struck during the night and about
2 a.m.the water rose rapidly in the Red (Hikkwa]River.Two feet more
of rise would have put it over the banks •••"(Hudson1s Bay Co.Journal,
Red River,1886);on the Athabasca River 35 km upstream of the House River
confluence in 1936 "During the night they (three menJ awakened to find
three feet of water in the room.Scrambling into some clothes they waded
out and untied their horses and tried to find higher ground.The water
rose so rapidly that all they could do was to climb a tree.Lee and
Cinnamon got a safe one and climbed higher as the water rose.They
could see Donaldson in difficulties and shouted to him,but he appeared
unable to climb or the sapling would not support him and he gradually
sank out of sight ...11 (Athabasca Echo,27 April 1936,Athabasca,
Alberta);on the Red Deer River near Red Deer the water rose 11 m in
about 3 hours and removed the superstructure of a CNR bri dge (Horri s,
1976)•
Such rapid increases can only be explained by the action of surges created
by the failure,and perhaps the reformation,of ice jams.That such
surges occur is supported by the several reports in the literature of
very high velocities.For example Killaly (1887)observed "the ice [on
the Missouri River]in the neighborhood of St.Joseph ...came down from
above with a rush,causing a sudden rise in the river ••.•The river
11.
foamed and hissed.The whole waterway was filled with broken ice grinding
atong the.bottom,and pitching and tossing on the surface.The water
itself was not to be seen,as the mass of broken ice,and drift rolled by -
forest trees and masses of brush,wreckage of all sorts,whirling around,
and forced into the air by the upward action of heaving ice.A gorge [jam]
had broken above ••••11 Doy 1e (1977)reports on breakup in 1977 on the
Athabasca·River at Fort McMurray:IIFlood wave estimated to be 5 m high
rushes downstream p~st bridge tossing ice blocks into air as it passes at
an estimated velocity of 5 - 6 m/s ll •With such behaviour possibly preceding
the formation of an ice jam it is difficult to imagine they would take up
the orderly charactedstics envisaged when analysing steady,floating jams.
In particular,the increase~possibility of priming a grourided ice jam when
such 'ice surges'are halted to.reform a jam is obvious.
Consideration of the result of a sudden halting of such a surge suggests
the answer to another anomaly.The quotation given above reports a 17 m
increase in water ievel just after the passage of a surge on the Athabasca
River at Fort McMurray in 1875.If this is simply caused by the pas?age of
a surge released by an ice jam failure upstream,this ice jam would have
nad to be at least double this height -say about 35 m high.Although such
an ice jam may be possible in the deep valley of the Athabasca River
upstream of Fort McMurray,it is unlikely.However,if the consequence of
.a surge reflection caused by the sudden reformation of the jam downstream
of.Fort McMurray is considered,a much lower initial surge,and hence a
lower upstream ice jam,is required to explain the increase in water level
noted.
This 1 ineRf reasoning,and the analysis of surges created by ice jam
~~~~a;~~~);7~~~~~~~:r:~~s~~;~;~~_~~~~;~;~~:~~~~~_~~~;~_~~'~p ~:~:r~a~:~~~~~~O_d_-.
.~...__.__.~._.-...--~--~slolbsequen,t-~reforma·tTon-of I ce Jams.J t conf I rmed the change I n water Ieve I
downstream of an ice jam immediately after failure cannot be more than half
the initial water level dHference across the jam.It also showed that
extremely high velocities can be expected downstream of such a failure.A
field example of high velocities after a partial jam failure has been
reported by Gerard (1975).The 2-3 m standing waves created by this sudden
discharge is shown in Figure 17.Figure 18 shows another example on the
Yellowstone River in Montana.Doyle (1977)reports velocities as high as
6 m/s causedw i th in an ice jam asitreadj usted wiJ:.bJI1._ai"LLcejam ..as.it
··_~·_··--·~~-:""-readjuste·d;Botff-He·ridersonand-Gerara-n9S-1 ran-d-Be 1taos and Kr i shnaRP-.a~n~~
____.(_1_98.1_)_,_~he-l-a·tte·r-usln·g-n·umer-i ca l-tecnn i ques,have i nves t i ga ted the
behav i our of the j am documented by Doy 1e (1977)and report good agreement
between prediction and observation.Measurements of the propagation,of
surges~both in the upstream and downstream directions,have been reported
:·;1"\by Calkins (981).Although often of short duration (from minutes to
\hours)the possibility of unusual scour by such events is obvious;to quote
Ki Ilaly (J88])again liOn the 29.th [February].a gorge occurred....The.'III river hurled itself,with great force,against dyke No.6,and washed along
:11 ~h:~h~~n~i \~~i~gf~~O~~~~s o~~ea w~~~~h f~~e t~r r~~:f~~;e f~:~(~~~m u~~:r:~~~~~t
.::this seems to represent about 4 m of scour].The dyke 'turned over'!"
,I
.-.;
\/BREAKUP WATER LEVELS
As mentioned before,a major incentive for developing an understanding of
ice jam behaviour is the need to predict breakup water levels for
river engineering design purposes.These are often more important than
water levels caused by summer,or open water,floods.They should
therefore be subject to at least as much scrutiny in a river engineering
investigation..
Analytical Estimates
Some indication of what these levels might be can be determined by
analysis.
Lower Bound
If no ice jams are expected to form at the location of interest the
breakup water level will be closely related to the freeze-up water
level.As discussed previously indications are that,for a reasonably
competent floating ice cqver,breakup will occur when the wa~er level
rises about a metre or so above the maximum winter stage.This relation
can be refined for a particular site if some observations on the time of
breakup are available.
After the relationship has been established breakup water levels for
various past years can be estimated from winter discharge records and
estimates of the thickness and roughness of the ice cover at the time of
maximum winter stage.A probability analysis can be carried out on
these estimates to fix a lower bound on the breakup stage distribution.
It should be noted that in many locations these no-ice-jam levels will
be above the 2-5 year summer flood levels.
Upper Bound
On the assumption that only floating jams can form and that they form
downstream of the site each year,an upper bound for the probability
distribution of breakup water levels can be estimated using discharge
records and the analysis of floa~ing ice jams described above.
If no grounded jams form the actual probability distribution should be
somewhere between these bounds,depending on the probability of an ice
jam forming in the reach each year.Unfortunately,this probability is
difficult to determine.The other limitation on the above analysis is
that jams other than simple floating jams may form in or near the reach
of interest~As pointed out above,the present understanding of breakup
events other than quazi-steady floating jams is very poor.
Hence because of these limitations on the current ice jam state-of-the-
art,the above deterministic estimates must be supplemented by as much
information on actual past breakup water levels as possible.
Empirical Estimates
As noted previously breakup water levels are very site-specific.
Therefore to be useful the water level records must come from very near
the site of interest.Sometimes information is available from residents,
whether permanent or itinerant (eg.farmers,trappers).Other times
,.
13.
information can be gleened from archives of a nearby community (newspapers,
biographies,maintenance records,,journals,family photographs,etc.).
In some cases a standard hydrometric gauge is installed in 6r near the
reach»although failure of these installations during breakup is common.
If such a gauge exists the original chart recordings or field notes must
be examined..If an ic;.e jam did form the water level changes may be rapid
and wi 11 make interpretation of the chart difficul to An example is shown
in Figure 19.
How.ever,more often than not,there are neither inhabitants nor galJges
near the reach of interest.The only available information is then that
which.can be deduced from environmental evidence such a~trim 1 ines,
windrows,and damaged vegetation.Of the la,eter the most important items
are the ice scars left on trees by high ice,an exampl~of which is shown
in Figure 20.The elevationsof these scars provide a lower bound on the
higher breakup water leve.ls that have occurred during the life of the
trees.If the scars are sampled as shown in Figure 21,and their age
determined by tree-ring dating (Sigafoos,1964;Parker and Lozsa,1973).an
approximate history of past high breakup water levels can be reconstructed.
A typical record completed in this way is shown jnFigure22 ..""..,..•....".",-',-,'-
..
On the basis of this observational data,both historical and environmental.
another estimate of the breakup water level probability distribution can
be made.A method for carrying out a probability analysis of such unorthodox
data is described by Gerard and Karpuk (1979)',exerpts of which are
included herein as Appendix II.
_~__....._.___-..-.4.nengJneering-assessment-of .the results-"of-theanalytitalarfcf empi fic·a-l
investigations will allow a compromise probability distribution for
breakup water levels to be chosen.This should then be combined with the
estimated probabil ity distribution fo~summer floods to get the required
probability distribution for design.
Joint Probability Analysis
/\
I
j
/I
,j
(
.-;
The two types of floods are more or less independent ~11"9_a!"..e_rl.0t..~~_~~.al1y
-·-exc-lus+ve-(ie;bothcanoccari"nagiven yea"fT:Hence the:probab iii ty
________o,f--One-or-bo.t.h~exGeed-i-ng-a~g-i-ven··s-tage-i-n----a~year;--P~.~i·s-gi ven -~---.--.._----.
where Pb
P =Pb +Ps -PbP s
=probability of a breakup flood exceeding the chosen stage
in a year;
\.J
P =I i..l<ew i Se f.orsummer _fJ oods •.-s
This jOint probability will obviously be hioher than either of the other
two.A typical situation is shown in Figur~I (a).
Maximum 'Probable'Breakup Water Levels
As for summer floods it.is very useful to have Some estimate of the
maximum breakup water level that could occur.Like all things associated
with ice jams,this is difficult to assess.The potential is exemplified
.\
I i
'I
j.
I.'
.1
14.
by the following description of an ice jam on the Yukon River (Henry.
1965):liThe highest jam causing the greatest depth of.flooding.according
to re li ab Ie reports,occurred at Ruby,Al aska.Ruby is bu i1t on a
hillside,one of the few villages situated well above the river.In the
spring of 1930 a big ice jam formed and the water backed up to the porch
level of the present Northern Commercial Company store.Boats,tied to
the porch,were at'least 35 feet above normal river levels.The river
valley is 12.to 15 miles wide at Ruby and remains about the same for
miles downstream.So the jam extended at least 15 miles across [sic]
and rose to a height of 65 feet.No one knew the location of the blocking
,jam down river.1I .
With a long well-gounded jam in an entrenched valley the water level is
presumably limited only by the discharge and the supply of ice from
upstream -the latter being a constraint that should not be overlooked.
However,in a reach with a well-developed flood plain.water will be
able to move around the toe if the water level rises above the flood
plain.The maximum water level should then be a metre or so above the
lowest passage on the flood plain.This mechanism limited the water
level of the 1963 ice jam on the McLeod River in Alberta shown in
Figure 23.(Note that leve~construction to provide protection against
summer floods could remove this safety valve'.)
Although a particular reach may be free of grounded jams it may still be
within the backwater from a grounded jam in an entrenched reach down-
stream.or in the path of a surge released ~y the sudden failure of one
upstream.
Hence at present little more than a qualitative assessment of maximum
breakup water levels is possible.b~t nevertheless such an assessment
should be made.
lS.
Andres,D.O.(1980)
The breakup process and the documentation of the 1978 ice jams on the
Athabasca River at Ft.McMurray,Proc.Workshop on Hydraulic Resistance
of River Ice,Canada Centre for Inland Waters,Burlington,Ontario,
Sept.,pp.143-161..
Barnes,H.T.(1928)
Ice,Engineering,Renouf Publ ishing Co.,MOntreal,364 p.
'--.I.~
/(
,)
)
(
I I
Beltaos,s.(1978)
Field Investigations of Ice Jams,IAHR,Lulea,Sweden,pp.357-371.
Be ltaos,S.and Kr i shnappan,B.G.(1981)
Surges from i~e jam releases:a case study,Proc.5th Canadian Hyd-o-
technical COnTerence,Fredericton,May,pp.663-681.
. I
.I
)
'ft
,},
--IDoyle,P.F.(1977)
1~97:'7~b~raakup-a'n"d-s-u!)sequen t-I ce ]am -at-Fort McMti~rray,AI bertaResea rch~
Council,Transportation and Surface Water Engineering Division,
Report SWE/77/01,25 p.
Calkins,D.(981)
Discussion'of Henderson and Gerard (1981).
Burgi,P~H.,Borland,W.M.,Greene,K.J.,Hayes,R.B.and Peter,B.J.
(1971)
Ice prob Iems in wi nter operat ion:recorrrnendat ions for~research,
Internal Report,Engineering and Research Centre,Bureau of Reclama-
tion,Denver,Colorado.
Doyl.,P.F.and Andres,0.0.(1979)
1979 Spring breakup and ice jamming on the Athabasca River near Fort
McMuray,Alberta Research Council,Transportation and Surface Water
Engineering Division,Report SWE/79/05,32 p.
~--······Fraiikeiis~feTn;G-.·an(fAsstl·r~;~A-:"(972)'
-----------I-s-rae-I--cR-i-ve-r-i-c-e-JCfl1f~-nXliR-,-Cen i ng ra a-,O:-S-:S-:R.,pp• I 53-157 .
Gerard,R.(1975)
Preliminary observations of spring ice jams in Alberta,IAHR,Hanover,
New Hampshire,PP.261-277.
Gerard,R.and Karpuk.E.W.(1979)
Probability analysis of historical flood data,ASCE,Journal of
HYdraul icsO i vi sl on,V.L05,N6.HY9,Sepf.,pp.115:FI165 (see
Appendix I I).
}
If
\
Gerdel,R.W.(1969)
Characteristics of the Cold Regions,CRREL,Monograph I-A,pp.30-33.
Henderson,F.M.and Gerard,R.(1981)
Flood waves caused by ice jam formation ~nd failure,Proceedings of
the IAHR Ice Symposium,Quebec City,v~..I,p.209.
\,I,
!
!I
\
16.
Henry,W.K.(1965)
The ice jam floods of the Yukon River,Weatherwise j v.18,April,
pp.so-as.
Johnson,P.L.and Kistner,F.B.(1967)
Breakup of ice j Mead~River,Alaska,CRREL,Special Report 118,12 p.
Kennedy,R.J.(1958)
Forces involved in pulpwood holding grounds,Engineering Journal,
Vol.41,January,pp.58-68.
Killaly.H.H.(1887)
The works on the River Mi'ssouri at St.Joseph,Transactions of the
Canadian Society of Clvil Engineers,Vol.I,,pp.48-67.
Lathem,K.W.(1974)
Ice regime investigations on the Moira River at Belleville,OntarIO,
Proceedi~gs of Seminar on the Thermal Regime of River Ice,Published
as National Research Council Technical Memorandum No.114,January
1975,pp.109-120.
MacDonald,E.G.and Hooper,H.-R.,(1972)
Hydraulic model simulation of ice jamming during diversion of the
Nelson River,engineering Journal,Vol.55,No.10,pp.42 0 49.
MacKay.D.K.(1965)
Breakup on the MacKenzie River and its Delta,1964,Geographical
Bulletin j Vol.7j No.2,pp.117-128.
Mathieu,B.and Michel,B.(1967)
Formation of dry ice jams,Proceedings of the 12th Congress of IAHR,
Vol.4,pp.283-28~.
McFadden,T.T.and Collins,C.M.(1977)
Ice breakup on the Chena River,CRREL Report 77-14,44 p.
Mercer,A.G.and Cooper,R.H.(1977)
River bed scour related to the growth of a major ice jam,Proceedings
3rd National Hydrotechnical Conference,Canadian Society for Civil
Engineering,Laval University,Quebec City.
Mi che 1,B.(1965)
Static equilibrium of an ice jam at breakup,Proceedings Eleventh
Congress of IAHR,Vol.5,pp.37-48.
Michel,B.(1971)
Winter regime of rivers and lakes,CR&EL Monograph lll-Bla,130 p.
Michel,B.and Abdelnour,R.(1975)
Break-up of a solid river ice cover,IAHR,Hanover,N.H.,pp.253-259.
Moberly,H.J.and Cameron,W.B.(1929)
When fur was King,J.M.Dent and Sons,Ltd.,Toronto,p.151.
17.
Morris,R.(1976)
.Minutes of ETAC Project Committee on ice effects on ·bridges.Winnipeg.
Newbury,R~(1967)
The Nelson River:A study of subarctic rlver processes,Ph.D.thesis
submitted to Johns Hopkins University,Maryland.UwS.A.
Nezhikhovskiy,R.A.(1964)
Coefficient of roughness of bottom surface of slush ice cover,Soviet
Hydrology,No.2,pp.127-150.
Nuttall,J.B.(1970)
Observations on break-up of river ice in north central Alberta,
Canadian Geotechnical Journal,Vol.7,No.4,pp.457-463.
Nuttall,J.B.(1973)
River modifications and channel improvements,Proceedings of Seminar
on Ice Jams in Canada,published as National Research Council Tech-
nical Memorandum No.107,pp.83-91.
Parker,M.L.and Lozsa,L.A.(1973)
Dendrochronologicaf investigations along·the MacKenzie,Liard and
SOuth Nahanni Rivers,N~W.T.7 Techn i cal RepOr"f NO~ld,Gl acrOI ogy
Division,Water Resources Branch,Environment Canada,Ottawa.
Pariset,E.and Hausser,R.(1961)
Formation and evolution of ice covers on rivers,Transactions of the
Engineering Institute of Canada,Vol.5,No.1,pp.40-49.
------------~------Rar'i-set",~E"q~Haus-serrR-.~and~GagnQn~,~-A-.--O-966-)-·--~~-·~~-
Formation of ice covers and ice jams in rivers,Journal of the
Hydraulics Division,ASCE,Vol.92,No.HY6,pp.1-24.
Pentland,R.S.(1973)
Ice formation and jamming on the South Saskatchewan River below Lake
Diefenbaker,Proceedings of Seminar on Ice Jams in Canada,National
Research Council Technical Memorandum No.107,Ottawa,Ontario,
pp.122-151.
The ice regime of the Peace River in the vicinity of Portage Mountain
development,prior to and during diversion,Proceedings of Seminar on
Ice Jams,University of Alberta,.Edmonton,published as National
Research Council Technical Memorandum No.107,pp.158-178.
Shulyakovski i,L.G.(1963)
Manual of forecasting ice formation for rivers and inland lakes,
Manual of Hydrological Forecasting-No.4,Israelp-rogram-for-Scien-tifTe -T ran sTciflOn-s,·JerI.lSalel.lm,r966~·245·15.-
Sigafoos,R.S.(1964)
Botanical evidence of floods and floodplain deposition,U.S.Geo-
logical Survey,Prof.Paper 485-A,35 p.
II
(
J
I
!
I(
..I
Slaughter,C.W.and Samide,H.R.(1971)
Spring breakup of the Delta River,Alaska,CRREL Special Report 155,.
32 p.
Tatinclaux,J.C.and Cheng,S.T.(1978)
Characteristics of rive.r ice jams,IAHR,Lulea,Sweden,pp.461-475.
Troebst,c.c.(1963)
The art of survival,Translated by Oliver Coburn,Doubleday &Co.,New
York,312 p.
Uzuner,M.S.and·Kennedy,J.F.(1976)
Theoretical model of river ice jams,Journal 'of Hydraul ics Division,
ASCE,Vol.102,No.HY9.pp.1365-1383.
Water Survey of Canada (1974)
tce thickness and break-up data for selected rivers in Alberta,
Calgary Branch,Water Survey of Canada,Inland Waters Directorate,
Environment Canada •
\
)
APPENDIX I
Problem
te roughness of flow passage under the accumulation
I
,(
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I
1
.I
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~
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J
r
\
}
I
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I
(
,)
123.6
0.3 =
Average Depth
(m)
4~oO
4.80
7.90
8.fo
k.
k I
I"=k
b
=
0.00005
0.3 m
R2.5 In k +6.2
Surface Width
(m)
558
616
830
881
River Slope
Bed Roughness kb
v- =V~':
••k =1.26 m
k.=3.6 m,sayI
Determine the water level increase over open water caused by a floating
Ice jam formed on a river with the average cross~section geometry given
below that is carrying a breakup discharge of 2500 m3 /s.
Cross-section geometry (defined from several cross~sections taken along
the reach of Interest).
Assume U =1.3 and Ci =200 Pa.
Solution
1.Estimate the hydraulic roughness of the bottom of the ice accumulation
2.Calculate depth of flow beneath the accumulation;FromeJementary
hydraulics,for uniform flow in a wide channel:
First,as a convenience,graphically find the best-fit power law relation
..-betwee;';--the-sur-f-ace--wi-dt;h~a;'d--average-dePth-:-;.----~----..----------~-----
where-R ..
n·,
-L '
2 '
v ...*..;19.81 x·~x 0.00005
and .
Q.=
B =
VA =Vh.B =2500 m3 /s
J
243 h~·6
J
Solving for h.by iteration
J
h.=7.8 m.
J
3.:Determine the flow width immediately under the accumulation
B =243 h~'6 =833 m.
J
4;Calculate the distance from the underside of the accumulation to
the plane of maximum velocity (or zero velocity gradient,hence
zero shear stress).
""5.07 m
h.
Jh.::II
I (1 +k-l/~)
r
5.A simple force balance for uniform flow in the upper portion of the
flow gives
T =pgh.S =9.81 x 1000 x 5.07 x 0.00005 =2.49 Pa
I
6.Calculate the equilibrium thickness of the accumulation
2e.
'UP.(I -s.)gt 2 -[(gP.S --6I)B]t -T B =.a
I I I
therefore
[1.3 x 9.20 x {1 -O.92}x 9.81]t 2 /..ra.-.}.-....-
.........----'lU'
-[(920 x 9.81 x 0.00005 - 2 8~x 833]t -2.49 x 833 =0
939 t 2 +24.1 t -2074 =a
t =1,47 m
..~~.
This gives.ki ::5.4 my·which is somewhat different from that first
assumed.Hence carrying out a second iteration gives
k =1.64 m
h·=7.9 m ; V =0.37 m/sh~=5.32 m
-T 0&2.61 Pa
t =1.52 m
The~efore accept the thfckne5s of the accumulation is 1.52 m.(Note how
small this is.It is not known whether ice accumulations of such large
rivers are indeed -so thin.)
This gives a total depth of
h =7.9 +0.9 .xl.52 =9.3 m
It is worth noting that this corresponds to the depth for a 20 year
flood in this reach.
For open water conditions
v-=.
V~':
R2.5 In k+6.2
solution oj which giveS ~=5~5 m.
Hence the water level increase caused by the ice accumulation is
Approximate method
If the power function approximation for velocity is used viz.
V-=8.4V*
R lis(-)k
steps 4-7 reduce to the evaluation of the expression
-------------..-IJ-~--n·i-··-~--~~-I-,--.,.-/J=:~~~5=~=~~.-~~~-)-..-
(I +kr-1/Il.)
Iwhereh h=.![hj =~=C·~:qkIJ 'I.
sIf
Furthermore,if B varies I ittle over the range of h.of interest,this
would include steps 2 and 3.J
For example,in the present case,choosing B =840 m,the above gives
h =8.7 m,a difference of only 6%.
}.,
Ii AM...,.;'POft •
II ..&illelllt l"'III'"iGw
liB ","SOft',8.,Co.orchilftll
...PfHltOO'OrN
•Waf..$unc.f 01 C__recorda
o W.S.C.00110"•s..-",
Figure l(a)Comparison of breakup and summer flood stages,Peace River
at Fort Vermilion,Alberta.
Figure l(b)Surface of the 1963 ice Jam on the Peace River at Fort
Vermilion,Alberta.
-..........
.'....~..-..'.-
'/1,-,(
I
:)
Figure 2.Dead bridge,Milk River near Foremost,Alberta,1952.
JII!IF (,J
Figure 3 Hissing spans,Red Deer River near Content,Alberta,1928.
(
I
)
(Edl11onlon Jhl.3/J:,n 78)Susq~eh8nnal.i.c~j~m watchetJ'
Riveron rampage'=",.
PEQU~.P•..tAP)-Slttlnl "ThIll Fri~Dipl It wi.Il~
en a bluff at eye level wltb 11081"watebllll can 00 •frtf:".,•
..lqlurkey tluuardo,lour Peoa-those c:W1IU were dolnt 3$to fJl&
·aylvlola Power "Llsbt Co.mllea per bour.TbeD all oa Ii
emplOJeei keep ".1eIl day and Nldeo tbeyllopped.•
nlpt over WI tlDJ dapboar4 •••river III prettJ lballow
Wo.. . ...aloDII !lere.T~bll CbUDU
F«...".1 theJ baye alak·atartell d1uio1lPto die mud.ud
ell out •IIWIlID«Ia Ace Jam .tbe 11m,o~'-..Itllck~Ill'allae Saiqueb....RAver a ~....I.'...
larealhtakinl m'lid beIow.lU."fbtt Ie.Jam IIpADII!alII
....blaeal jam IJDce UJe IPrlna 'mllewfdt nYa"_III about..
of 1901.wbeo ebUPbof lee.1 1111 miles JIoaI.'~I)._miles
II,bOl cara destroyed UIe up-upriver·from PeDD.,hriDi.
river&ono'Safe.IidIo!,which Power',lloll1lOO4 Dam.bdow
Rver "aa rebuilt.",.tovID.IDd uklldlDl ao the SAfe
Tba mel cbeck die Ice willa 'Hartter Dana 10 the 8lOrtb.1be
IlIDocu1an iIod'willa ItalJoDary Safe IIutIor dam.1I ~Join'·
traDlIl IDllrumeDI",,110111 If b,PeDDIJlyaola lPower aDd
,croaabaln are ODed up with in Jal~G.-,~.
amber ..,bll pllDaed bJ 'IIMl1ct'hM aIreld{boCked
Ilelleopter oa tho Ice,"bt~llae bydroeJedrlc 1(DtlIib!llta.
tesembleaa ..of mooa craten Uoa at Safe BJrbot Dol GUt of
alleI'",dirtJ IlI;'OWfaU...flIHII'8UoD 'Of ...mlODdaa ~a
,ear bJ blleklil.·...ter lDto
ADotber PeDD8Ylvlllla Powef .eDento....-..Id AldlltnleelJ.a
employee dropl •lape Into ~"Pennaylv IIIlIa Puwer official In
dver evell'two boIIn.1IOUn,ID LancNteI'.1t alao towled •trail-
aloe !look,whether Abe Ji,er 81 !amlukIG tower,W'fYlD&,.mID,or lamul·....al.GOO-volt clmlItI.
He ancIlII10tber maD have beeIa·,
doInt Iliat·1JDce JIlL 1'1,abe daJ ~,
the.lc:urrJvedfrom1urk~BIU,ILftJ _/~fl
a river botu.ek dial .imoIt 1ItJ(}_ac-.
eYerJ ,eat filii ...1Ia debrIJ....,..,~_CT'faD!'
pacbdke,i..11'-"'-...,-.
"The temperature climbed I·7 Mar.712.)Into «be MlIlbal ~,and we had"0
three lDchea of mat recalled
Gordon Stark.SO.wbo.R bouse
1111 GIl tile river'.bank be~.
F100din&from the Susquehanna IUver .tossed
uound boats an,nDunda~CUI behind the Pcqu~
POSI Officc and the Arrowhead Marina in P~v..
nia'Jlancaster County.An icc j~~~«he fIoodin&-
Figure ~Report on Susquehanna River jam,'978.
..~,
,J
,',')
I J
\,,{
Figure 5 NearSi Iver'Creek,New York,flood waters left these chunks
of ice and stranded many residents.(Wide World Photo)
(from Troebst,1963).
Figure 6 Frazil ice jam on the Fox River after warm weather and rain
opened channe l,Februa roy 1961.(Photo by R.W.Gerde I) •
(from Gerdel.1969).
CO"--;;;S$>-;;;;;:::-F10w~..
--..i _.....~
,,'11"".,.,~",""~~,",:"",:,"_--_,,,:,,:••~~l-:-.----~
....'~.~.:"'.t 0••,·t·~·.,t,lI",:it :I •••:.•:.,
\
\
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'alTl..leO tee..l •Grout\u
\..
}
260
\
'I
I J
-.l.-A-ICE JAM 21 APRil••1978 Q.850 CNS
-e-.-lcE JAM III APRIL,1978 Q .18~0 CMS
\
-'11-8-I(;E JAM ZOAPRII.,1978 Q "BOCUS
..08ERLY
RAPIOS
MOUNTAIN
RAPIOS
":~~.~
,~~
....."~:"'~----OPEN WATER O.18~OC"S
.....'-',.~~,.
"i\.....-....----......·~1\..............
............-_.---.---.---.~~.<:~.:
uo
]:
z
2...
~...
..I...
240
MacEWAN
8RIOGE OF THE
CLEARWATER
RIVER
I.J295300
wsc \3,AuGE
110.4001
31031~
Z30+-------.---------,--------..,--------..,---------,
320
DISTANCE (k m)
1
Fi gure 7 (c)Profiles of water levels through jammed reach of the
Athabasca River at Fort McMurray,Alberta (Andres.1980)
.1
-'-'d;
1
a.Near DoouellyllUl.donsueam viw.b.Four miles south ot DOlUlelly Dome.down-
stream view.
Figure 8 Delta River,Alaska (from Slaughter &Samide,1971).
"'lCUKE :i:l.'Nller IUllc Hp wring ;"a:push on the I."n~
River .t Soly.'lllic.t .1 ~rual.~ion ul the muinNm wwer
ItJgc lin:.
/b a
I./V
8.1 ~OI /-,V"~•/..:
17-I'~.....
v ....
~.v
60005000-JfXJ.JaDo "OOtl
JeD(J
~em
!ZI1
n"uru::'.:1.Rl:lltl~lllp bc:w""the rise AH p 01 t~w:ltl:r luge .;)!l the
.'mur N.lver OIt KamJ&lnIC1'd,-«l-Anl\lt OYU till::m:wm~m wlluu u.gll
P
&lid tbe loul t1e~illpllt I.q,'UO the lUy 01 tile fim u:c push.
1-All IRd :...011 the d:y ot icc (lllSh:2-ItoH Ind :1:..co tllC'pn:t'l:dlng
lUy •
1/
...-01
~
I .~
I"I/"....
V • •/'
.~-
./~
.;-"
Figure 9 Relations between freeze-up,
bre~k-up and degree-days of
thaw .
.!IJ 0 sa 1CD 15lJ m HI em
FlCI,,'l!:54.W~er lCllio dllli.lII ttl.Clnz ic:a.pudloo thll L4n.t Ab,,'.:
Krulov-I!aya.HII'a a {llIlCl:IOO cllIl~mea.WIlU lug-~'.b<r
!If'll :i daya 01 tile it~l.icc ;:oer104,Hm • .
(from Shu1 ~'akovski i.1963).
.:;.:.
FlG.2.-ANALYSIS OF EQUIUBRlU",CONDITIONS AT up-
STREAM EDGE Of COVER .
•.......1I01U..tOOWY TIl;S1l!
+P'ftO'IOTYN TUT8
O.DO
•it
0.4<'
:;Te:..fi r Ii (I •"1
0.1lO
t
~
I
I
I
I
J
I
}Ic:a COVlt"
~4/417//U/4t
0.20
II
I
0.10
'".ftiR
"J..~___________II-----___.I
o
0.10
O.ID
o
J ltMIIf....",._14........1111 ~,.....',
FIG.3.-TIIICKNESS AT UPSTItEAt.1 EDGE OF COVER
Effects of hydraulic constraints (from Pariset.Hausser
&Gagnon.1966).
-~-
Figure 10
-~
Br~~k-up dates in rta Fi
.'.
11,
:----.:..-
~-,
,----.l:-:,,---:"---:-J ----
-~o~i,,..•c,,,,",'..,......
••'-.I
Figure 12
"if'.
"
Drag and shear added by advance of upstream end of accumulation.
.
~..",:.,:"'I".:-:'o;o=-.~'-~---:""f fC~.
'.0 -,6,'
Figure 13 Illustration of terms and velocity distribution under an ice
accumul at i on.
o Gffrard &Andres (1982):1 =I-3m
CJ NffZhikhovsky (1964),
-~Kennedy (1958)k.1r :L =/·2 m
~.
oo
o
o
o
O'~=.e-"";O=-"--__..J.....;".,,,J........__.1...-.....-.....J
I 2 J 4 5
····Dimensionless "CfCCU/ff11!r::ifT67JffJTi::kness "f
7
Figure 14.Variation of hydraulic roughness of ice accumulations
with accumulation thickness and floe size.
]
,{
(
".'1
':]
'1,-
..I
)-]
'.')
\
]
I-\
)
"
\;
\./
\
1
i .
!I
",j
0
~"Cit'(,0
6w6c
<:';)•-.
~-
85/1./=lJ.
Vle
l'tl
'-'
QJ
U
.0'1
c:
....
1tIo
..Q
1tI....
lJ)
.-
u..
.1
Figure 16 Meade River.Alaska during and after an ice jam (3-4 m high)
(from Johnson &Kistner.1967).
.-..t!!!'"--.
..-.-.
}
J
)
1,I
1
\
River neal'"Ft.McMurray.Alberta
'.fo 11 ow i ng an I ce j am fa i1u re.1974
(from Gerard.1975):
Figure 17 Standing waves on ~thabasca ~Figure 18 Floodwaters move swiftly down the
Yellowstone River following.release
of an ice jam downstream from tAe
Lower Yellowstone Diversion D.
-February 16.1971.
(from Burgi.et al ••1971).
r I
J
Figure 19 Gauge record of Athabasca River water levels 1 km downstream
if ice Jam failure.
Figure 20 Ice scarred tree,Smoky River,
Al berta,1979.
Ice scar sample for tree-ring dating~
.f
I~'(
{
I }
.....")
)
•
L_Bennet DamrOperative
•'"
....
..
CIJ·__.".~"__...-"._.._.__.__.._--~-_...-.--_.._._-
CI.a
Figure 21
--IS ..",.co
..Highest SCar Found In EACh Yeal'I!
D .....l.....
I\
Figure 22 Ice scar record,Peace River at Fort Vermi J ion,Alberta.
Figure 23 MeLeod River -iee jam at railway bridge.
'6 - 8 m above normal.
Water level is
APPEN1::>/X :rr I i
'~---
it
'C
~
C
tit
--~-.,;
CAlGARY
II
II
EDMONTON
~II.'-"'49'U )..110'
--=.----"',-----",
I~O'NOIIHWHI IUIIIOI'!)110'
60 0 r 1 60'
Reddclllintclivlews.-Reliable first-hand informalion from residents living near
the river covered the period back to about 1912.I.was eSlimated thai Ibe
residents interviewed would have menlioned breakup water levels above al least
the 10.5-m stage.Tbis was therefore chosen as the "perception and recall"
'\~e for tbe resicJent interviews.The significance of Ihis stage is thai .~
.s high woulcJ have just begun to overlop tbe low-Iyina portions of tbe i....:,
FIG.1.-Locaclon Map '1 Ikm '"0.62 mil...
maximum sprina breakup water levels in the reach of Ihe Peace River Ihrough
Fort Vermilion,Alberta will be used.Details of Ihis site arc shown in flas .
1_3.The information collected is summarized in fig.4,the conslru<:tion of
which il described in Ihe following,in addition 10 the sources of ahc dala and
inlerpretation of the information obtained.A crOSI seclion of the rivcr a.fort
Vermilion is shown on Fig.S.
'--------....:-.--_.
I
EXCERPT fROM GERARD AND KARPUK 1(1~79)
!
IANALYSISOfHISTORICALDATA;JlEDlCtl'llOH STAGE
1
The crux of the problem,of analyuna such hist6ric,1 data is to assign a
rank and record length 10 each reported flood peak.!II ;s suggested here tbat
.bis can bes.be done by intr.oducin.g Ihe concept of la '.iperception s.age"for
each source of information ..Tbis is defined as Ihe st~ge above which it is
estimated the source would !have provided informataon ion the flood peak in
any given year.!!i
.For instance,the perception stage for a resident ~s I~at waler level below
wbich it is estimated the muimum s.aae in a given y~ar would have gone
unnoticed,or not be recalled,by the residenl.This Sllaat may vary from year
10 year for a particular residenl.A residenl living ~Io~e 10 the river would
be aware of relatively minor wa.erlevel changes.If,ip la:ter years,.he resident
moved to a location further from Ihe river,only hogb~r wa'er levels would
be noted and the perception level should be raised alcco;rdingly.Furthermore,
as the years pass,recollection of individual lower wal.er lie vel peaks will fade,
so that Ibe perception stage should increase with disjam;e back in lime.Sucb
cbanges in perception stage witb .ime would depend :on ,tbe r~sident,bow .be
interview was conducted,and ",hether tbe interviewer coul~prompt recollections.
DuOOa .be interview,such features would have to be as~essc:d,and .be perception
stage and its variation estimated.I I
The perception stage for archival sources such as jbu~als,newspapers,and
maintenance records is Ibe minimum water ·Ievel thJ.would bave called for
commen'.Tbis 'Ievel is estimated from tbe "feeling"I gained from all entries.
Because Ibe informalion is recorded soon after Ibe eVlenlj cbe perception scage
for sucb sources will not require modification to allo~f~r failing recollection.
For bydrome.ric recordstbe perception stage would be t,be ~inimum gage reading
tbal could be recorded for any given year.•'
Similar assessments can be made for otber soured.and Ii perception stage
allocated to eacb source fori eacb year of record.~be iperceptionstages so
determined provide tbe means ,wbereby tbe data froml the various sources can
be merged to estimatetbe probability distribution.Tb~w~rtb of tbe perceplion
stage follows from the fact tbat if.he source was in la Piosition to nocice and
recall if tbis perception stage was exceeded,bUI JiJJn'ti report il.it can be
presumed tbe maximum water level was below the ~crc:eption stage for tbat ,
year.This simple property of ,the perception stage a~lo~s for tbe systematic
analysis of historical cJata,as illustrated by examples in I!lf ·following.Allhough
tbe determination of these perception stages will gelleially be qUlle subjective,
it is felt that this subjectivity:is more Ihan compcnsaled lfur by the objective
analysis of the historical dala it affords.I '
~"••"...,,'".n""",,.......t'.."'5 ••_..0 ..•..·1 ,
To iIIustr.Ie utility of ,tile perception stage concept cJata collected on
I i
I
--(-;.-..-~'
o
j
~..
~
/t
/
Ii
:;I
d
8
J
.t:.
.I
!~--.~3 :.....!I
.1
II:
J
';
II:
.!.,
ll'll
~
J'.--
(.
(,
..............)
\
\
'·i·\~~.~\
\y--;~,.)..."
..
.!
it
;f
o_...
--c;>-
,t
I
I.'
FlO.2.-P••ea Rlvar looklnlf Down.u••m aero••Fort Varmlllon on Right Bank
0"•.:_
Never before in living memory,their native neighbours assured tbem,
bad tbe peace Jiurle4 such havoc upon Ihem las in !8881;never before
had a nood of such proportion occurred.
result of conversalioos between present residents aod "old timers"early in
Ibe century.Such a source would also bave an early limil of about 1860.Tbe
perception siage was cbosen as l2.5 m because,al Ibis level,general nooding
of Ihe selliement would bave begun aod it is unlikely Ibal a nood of tbis magnilude
or higher would oot have been mentioned in future conversations.
lIud500'S Day Company Arcblves.-Daily journals conlaining information on
breakup waler levels,wrillen by employees of tbe Hudson's Day Company
stationed It fort Vermilion,were available from tbe Manitoba Archives in
Winnipeg for IS far back as 1813.Tbe perccption stage for this source was
cbosen liS 9.0 m.As indicatcd in fig.5 tbe island opposite Fort Vermilion
begies 10 nood al Ibis waler level and,as tbere was generally a camp of free
traders on tbis island,this nooding would presumably have been cause for
com.menl.A perception stage considerably lower Iban tbat of present day residents
II is felt tbat a conservative limit on "livinS memory"would be about 30 yr,
so 1858 was chosen as tbe early limit for this source.In addition to Ihe account
in tbis biography,Ibe 1888 nood was menlioned in resident inlerviews .as a
and be about 10 nood Ihe road 10 Ihe airfield.The laller provide"Ihe only
access 10 Ibis isolated cOlllmunily AI this time of the year.Allbougb the waler
would still be about 1 m below Ibe hank al Ihe lieulemenl ilself,such a waler
level is obviously high and Ihrealening,and would probably have been recalled.
Tbe early limil for "second-band"or "ancestral communication,"is based
on a slalement quoted in a biography of Sberidan Lawrence,1886-1952 (5):
p.ae ..
R......ee
aI ae,••"e-.,••
'.lQ 1000 1100 1100 noo ICOO
OII'IMK.,-t
Anc.,t,eI
~,••_c.'i ••
M •••_,I:l.'"I',..-..··'1 .....lilt_e.
ft ••••,.•"~.Atl:':'"':8 J ..,'
H.•,C.,ell /•••1
,ne,"1.,::'·'·01\-L_,~\,~,"u~.~1
I...1'1••4~.......'
o '00 100
was in II posilion 10 nolice cveDls durina brcakup.regardlcs.s o!wlledler ,IIal
sou'I:e could provide quantitative Information'on breakup in thaI year 0'nol.
Thus.for tbe residenl inlerviews tbe borizonlal bar is drawn from abc §)resent
back 10 1912;Ihe bar for "anccnslral communication"was drawn from 1860-1912,
Ihe laue,r year beina wben Jhe direct resident interviews begin to Apply;for
Ihe Hudson's Bay Company journals Abc bal'l were drawn ac:ross tbe yean
for whic,h enlnes in tbe journals covered tbe breakup AlCriod,wbelber breakup
WIlS menlioncd or no'.Venical bars for eacb year for which Ihere was information
011 breakup siage were then drawn,Cltlending from Ibe perceplion IIlaae for
Ibe source 10 tbe maximum breakup stage estimate.
These'operalions resultcd in lbe initial summary diasram shown in Fig,4(a).
The fmal summary diaaram required for ahe analysis (fig,4(b)J was prepared
by blockins in the lowesl pcrceplion bar crossing each year.
Records beyond 1961 are lanored for abe analysis described in abe foRowing.
In Ibis year a large dam .cross Ihe Peace River in Britisb Colur ;(BeDDcU
fAO,5.~C~o.'SK,ion 01 '••e.River ••fort Vaimlllall IS ••fig.3 for Loclllllcm
C'm -3,28 Itll
1.0
"full,"being only a meier or so below Ibe 2-yr summer flood slage.As Ihere
i5 no information available on the pbotographer's bac:kground.it is dirfic:ula
to decide on a period Ibat c::an reasonably be aUoealed ao this ob5ervalioll.
II is possible Ihal Ihe pholographer was a c::asual visilor ~d in a position 10
pholograph breakup in only Ihal one year.allhough ahe facl thaa Ihe pholographs
were preserved would suggesl iI was probably Ibe bighest iD several years.
Nevertheless it was thoughl prudenl 10 associate only one year wilh llUI source.
lI)'dromclrk Rccordl.-The 4-yr period of record during breakup available
from Ihe Waler Survey of Canada hydromelric gage at fon Vermilion has
a minimum recordiD&level of zero.This is therefore I"e perceptioD .,.,e for
lhis source.
The information'available from these four sourc:es is summarized in fia.4(a),
In Ihis figure an open horizonlal bar has bcen draWD al the esaimlllied pcrc:eptioll
Slase for eacb sourc:e.Each bar was drawn 10 extend over aU years Ibe source
I
!Uo
1.'0
l
,..
7J..,
•9'1
D c.••Q
(a}
¥lo'",s.-,"'r ..C."o4e
'0<0.4.1•••1
,.)_-all_-I.r-~.~Go_:i_··let-Olic_(_1._3:lt-J'_'.:J •i j
I
13
10
..
II
161
30
•
i ••I •
fi 3
• 0h~
1.~'"'116
II
13
10,.J J•
I
ofFort V,noilioo i,,1'0jUSIiJ1~boJ,."..,."w",r~OLd ".h,y h1PP,.,d,
and no recall is involved.As ,Ihese people werealmosl lOlally dependenl ,on
h .I''"d .I I hIenver.or Iranspon,commURlcatlons.an •al.lunes,sustenance,I,ey were
also very sensilive 10 its behavior,I I
Pbolo~ra"bs.-Pholographsilaken by an employee of Ihe Experimenlal farm.I I
--.-•.•.• • •-!'
ra."........,.i-=--·.:.'.'1"......'I
.........,..,..~....I1oC';...~,.I
W9..,I 6..I·.ti ..
..I'M I
=0 :
~~.116"1 J
I .-
&,......., J..........".
J'•J 'I"~1.6..
111,,'1___ _ I ,
II •Ila.
110...::17 1111tilISO,..4.
11 II 1 I 1 J :'n ..f 1967
_u •••IU,..I J,IJl--i C••••Up"J 13_:.:;"ltt:fe.__'[I,j ,.h_•••
:.__.~_~__.,_.',_J
~~~~~~~~I ~~f....I
, 1fiG.4.-0.'.on Annual Mullrum Ic.Br••kup SI.U..on Paace Rlvar .t fort~;.mm••,(.,'.Ili.'summ,~"".<om,('1 fi.oI sumi'!Di....m(I,m =U.
al Fon Vermilion were available for Ihe breakup of 1950,1 The perception stage.,!associaled wilh this source ~as placed al Ihe level II ,as felt would prom pi
Ii casual o''/er 10 11Ike a photograph or.perhaps~o~e imponantly,would
have made ,>holograph significant enough 10 be prJserred.The chosen stage
is shown in Fig.S,h can be seen Ihat at lhis levellh~riv,er would have looked
I
'-------'~.---------------'~-----,---=---------:.....-;,
~
Dam)came into operl\tion and caused major changes in the nalural Dow regime
at Fort Vermilion.
IJANI AND RtCORD LING'"
The summary diagram (Fig.4(b)l with the indicaled perception Itages,&UOWI
a rank and record lengtb,whicb utilizes information from all sources,to be
.ssociated with eacb "pe.k.to
With tbis melbod of present.tion,lbe number of years of record .ssociated
wilb eacb peak shown in given by tbe sum of aU years marked wilh a aolid
bar at or below tbat pe.k.The rank or Ihe peak is determined by rankina
all peaks in Ihe group bavinS a perception Itaae equal 10 or lower than the
peak.
The breakup water level for 1965 (9.8 m)can be used to illustrate tbe reasonina
behind Ihe aforementioned crileria,and the advanlaael,ir Dol tbe necessity,
o(defining perception Itagea.lr a breakup st.se of this maenltude (9.8 -10)
had occurred durina Ihe years covered by ~be Hudson'.Bay Comp.ny journall
il would bave been reported,live!)tba~the perception Ilage .Docaled to tbis
source is COrTect.Therefore it caD be assumed this breakup slage was not
Cllceeded in Ibe years covered by tbese journals,Cllcepl in ahose ye.rs (or
which bisher Itaaes were actuaOy mentioned in Ibe journals.Also,Ibe pbotograph
taken in 19S0 sugaests tbal this breakup stage w.s not reacbed in Ibat year
either.Therefore tbere .re records for S8 yr Ib.1 would have been reported
if tbis Itllge bad been exceeded.This is the effective record lengtb that can
be associated witb Ibis peak.
The years governed by the perceplion 51 ages o(residenls and bearsay canno~
be included in Ihis record lenglh because tbe chosen perception s~ages for Ihesc
iources .re .bove Ihe peak.II is therefore presumed tbal Ihey would nOI have
been aware of,or would not have recailed,such low peaks.Even Ihe years
in which these IWO perceplion stages were exceeded cannot be included.These
lources provided information for these years only because their perception stage
was exceeded.The observations would therefore cause significanl bias i(included
on tbeir own.(fbe argument is probably not quite .s definile as tbis.In certain
lituations the increased information provided by refeFrina lome siages to
perception levels lower Ihan Iheir lource may more than compenSile for a
small amounl of bias.For eltample,Ihe Hudson's Bay Company journal for
lhe year 1888 is missing.From olher sources it is known Ihat Ihere was a
very large Dood in Ihis year,and it is presumed Ihe journal was 1051 in the
Dood.It is Iberefore fell Ihat the liule bias introduced if Ibe perception stage
(or this year is placed at Ihe Hudson Hay Company level,as indicated by
Ihe broken lines in Fig.4(b),rather Ihan at tbe higher level associated wilh
the source of the information,is more than compensated for by Ibe improvement
in Ihe probability estimate of this peak.However,at present Ihis can only
be a subjeclive judgement Funhcr work,and perhaps,more information,is
required to define criteria for such decisions.)
II now remains to delermine the rank of the 9.8-m stage.In the S8-yrpopulation
defined by the perception stages lower than 9~8 m,a 9.8-m stage had been
Cltceeded on Ihree occasions-in 1816,1888,and 1894 (note that the 1934 peak
is not included).Therefore,the 1965 SialiC has rank 4.Similar arguments clln
be applied to the other "peaks"ShOWD AD fig.4(b)to arrive at Ih~ranks and
record lensths given in Table I..
IIlderem:e Slage and Probablllly Dlstributlo!1l.-Xt AS ullended thai the data listed
in Table I be used to estimate the parameters of a selected probabilily disl~bulion
of annual maximum breakup stases.Al present there is liltle Indicalion or whal
probability distribution il most appropriate lor ahis parameter.Nevertheless
it is possible to deduce some properties tbal ahc distribution should h~ve.Firsi
the lower limit of the distribution should k sucb lhal alB possible ·58age5 lie
above it.An obvious first choice for this limit is zero-flow stage.The upper
limit of the distribution is lhat (or which aU possible st,ges lie ~Iow it;this
is more difficult to define.Tbere is no doubt thaa tbere is •phy5ical upper
limit to the maximum water level increase an icc jam CAn cause.For example,
in II alll'eam with a broad Dood plain il ill difficult to imagine !U1 h:c jam could
c'Use ahe w.ter level to rise too mucb beyond flood-plain level,.$ihen the
TABLE I.-Calculation o'Cumulative Pro~lIbllltle.'or Recorded Ma.lmum Bueakup
Stag••on 'eaee River at Fort Vermilion
Probability
Staga.ln o.b.in~
meter.above erelllier than
lero flow Yeara o'orequai to•.
Vear elevation Rank record •••percenlag.
etl C2t «3)(4)(51
A888 1409 8 121 0.5
19)4 14.6 :I .111 U
1894 11.9 )loa 1.4
1963 11.6 4 lOB 3.4
8816 11.0 S·108 .u
1965 9.8 ~58 6.2
1950 8.5 2 5 31
1966 1.l 2 ..3@
8961 •5.5 ]..62
19M U ..~IS
Wilier is free to Dow around the ice ,ccMmuRstBo811.o~Ibe o8beli band.@l I!ltrl!llllKllll
entrencbed in 8 narrow vaUey may Dot bave abim relld faciliay and!I1R ace jam
€:ould conceivably have DO practical upper Rimil.Thul!.for 8be sBke or $CUeClmlt
A distribution to fit 10 Ibe data,it is practic.lly expedient Ilnd I AUmCaCIII~
.pproximalion in many cases 10 choose infmity !UI tbe upper limis.Uowever,
Ibe physical characteristics of ahe loclliaon should be kepi 'Very much an mind
when trying to interprel or extrapolate Ihe daaa.Anolher fealure of Ihe dissribuiBon
Ihat can bi:expected is that it wiD be skewed lowards Ihe smaUer !S8ages.
The .simplesl and most convcnient distribution that SAlisfics these constrminls
is a log-normal dislribulion;Ibis distribution blls been assumed in tbis paper.'
Tbeprobabilily estimales roreach pea"were Iherdore calcuaased using Ihe
formula (m'-3/8)/(N +1/4)(2).
Each probabililY estimate wiD have Il different certainly Bnd thus when filling
a line to the data each poinl should be given a differcnt weigbl.This wei&QlI
I.Benson.M.A.•"Ule of Historical Data In flood frequency Analy!il,"11'6'1111$<11:110111.
American Geophysical Union,Vol.11,No.3,June,ft9~O.pp.41H24.
1.Blom,G.,Stu/isl/cal Estimul'lund Tr",!sjormed O""-Y,,rlllbl'I,Jo!mWiley and Sonll,
Inc.,New York.N.Y .•19S8.
l.Chow.V.T .•lIandboak 0/Applied lIydrololY,McOraw·Hill Book Co.,~nc .•TotOl·IO.
Canada.1964 .
...Dilirymple.T .•"flood frequency Analyses,"Alatl",,1 o/lIy",o/ul(l'.rUrl J-l1oo6/
Flow l'echnjq"~s.U.S.GeologiCllI Survey Water Supply PMper as ..)-:••19/.0.
S.Myles.E.L.•TM Emperor 0/Peact:River 1886-1952,CoupcrilliYc l'rc~1 Limilcd,
Edmonlon.Alben ••Canada.1965.
Tbe:usual compilation of bistorical datIon high Wiler includes U.forlW!lion
from sources of varying reliability.As a re.ull it is difficuJI 10 .Docate ~rut
and recordlcng~b 10 each reported peak for abc purpose of cSIUpating shc
probability of Ihe peak.Because of Ibis only Ibe one or &910 billlest IItase.
in tbe bistorical record arc commonly ulilized in eSlimating a bigh waler problbilia)'
distribution,lbe major emphasis being placed on bydrometric records (or which
boih a 'rank and record length can usuaDy be:simply aUoc:aled.Much polentiaDy
useful !information in Ibe hislorical record is Iherefore rejected.This luxury
can often be:afforded for summer floods because of tbe availability of hydromelric
data a~d tbeease wilb wbich il can be Iransposed 10 olber locations.However,
for icc breakup floods,wbich c:ao be:very importanl in northern .reas,ofteD
the only source of inf~\rmalion is bistorical;data for otber ailes,cvcDDearby
sites on tbe same stream,CADDOI be transposed.Thus,if a probllbilily distribulion
is 10 be:defined.bislorical dala mus.be:ulilized 10 tbe fuUesl.
A simple melbod bas been described tbal aUows Ihe syslemalic analysis of
bistorical data.Tbe method was iUustraled by applying il to dala on maximum
icc breakup stages coUected for Ihe Peace River al Fort Vermilio.-in nonhem
Albertal Canada.The resulting probability distribution was compared 10 Ibal
for summer flood stages at tbis site 40 emphasize tbal icc breakup slaaes \CaR
playa dominanl role in defining the series of &nnual maxiqaum stages.
A'PINDlX.-RI,IRENCII
COH&:lUSlOHI
flood,discharges follow a log-normal dislribulion.II is also common for Ihe
logarilbm of stage,wheo referred 10 •dalum such Ihal zero slage corresponds
to zcr~discharge,Co be linearly relaled 10 Ibe logarithm of discbarge,particularly
al high stage.The cumulacive probabilily dislributions of bolh log-siage .and
log-discharge sbould Ihereforebe of Ihc same Iype.Tbus,it ill nOI inapproprial~
to present maximum summer stages ~s I Jog-normal dislribulion.)II is apparenl
that icc breakup water levelsdominale Ihe distribution of anoual maximum
waler .Icvels for probabilities less Iban aboul JOIll (i.e.,return periods greater
Ihao 10 yr),and Ihal 10 derive Ibis dislribution withoul lak~~~anlz.ance of
icc breakupslages would be foUy.-
"
....'/:
•""ea'h.n,_.• ,~f"..•tIw~._·.,.,.c...tin....•"*........,
• W••"s.,.,.:.,.''"c......,.c.If.o WIC G•.IO ..._.~"
J ".
II..
.i I'
i Q
&..
I~
i
L
t
j i
is usuaUy taken as bciinginversely proportion~1 t~the variance,whi~h'in t~m
is simply proportional to the square of the cdnfidence interval.To determine
the confidence interval fora given observ..tio~t~e variances of the eSlimal~es
of the population mean and variance are required.These esti~ales .lihould Ibe
delermined from Ihe 'sample used to get the Ira~k of the given observation.
i.e.,observation~"aving aperceplion stage equal to or lower than Ihe pe~k.
However for the purpose of assigning weightsl for a visual fit of the data _he
approximale method suggesl'ed by Chow (l)was\us~d'wilh Ihe required sland~rd
deviation assumed equal 10 that given by the linb initiaUy fiued to the ddta.
The number of years of record assigned to each Pleak!was as previously describ~d.
The assumed log-normal dislribution can be s~en to provide a reasonable
description of the breallup dala,although the \siiilarilY of the stage reached
Iff 'I I ,,..-,--I j I I I I I I I I,I I I I I I I
tl A,.,.611 c aI.
10 ......1M "~j"."4"~~.4·I -.
j)0C/.\I.>.......~...,-it -
•/"'-0~~71 ~.
•/-!/y ..
I
I
____m_____'l I I I ,;I I ,
PI IS to 10 to "0 10 ItO J "0"0'001
'.....IMI"..".............,.......••c............,..,r."I IflO.e.-Cumulatl".Probablllly DI.ntbuilona o'Annual Mulmum Slag..due 10,L I
Ice Dreakup and summer,..f.IOOd"P..ce Hlver fit fOI:l\V~rmlllon (1 m ..3.28.ht
,I
by Ibe two bighest icc Ijams,suggests tbat tbere I~ay be a pbysicallimit o~
icc jam beiglu at about this elevation.Yet,asindibal~d by the fa.26S-m contour
(i.e.,21-01 stalle)show~,in Ina.l,Ihe topogra~hy I,of Ihe reacb is sucb thai
it is difficull 10 rule out ,even bigber icc jams.It ro~ld Iberefore seemprudenl
10 assume Ihal Ihis similarity of stage is a chanc~bappeningalld docs nol
indicate an upperlimit.i f,
S,ONlflCAHCI OF ICI BRIAIlU'WAUII lIvn.I \
To indica Ie the significance of icc jam 5111ges J thJ hierarchy of flood slage~I IatfortVermilion,as an:eJl8mple of what might be:expecled in olher northern
areas.tbe eSlimaled dist':;buli~n of summer floodlslates prior to 1967 has been
added tll I:ig.6.(II is nOI uncommon 10 .ssume t~at lannual muimum summer!
i
'----~---'~.;.
~'-=:---'.----.-!'~
::c.•A-c b V'lll ~\,$CCO W'\I...t>III 4 )S?J 'N\l....rid.~)Q:,.5:b \'<Ill!J,)S ='f}(J 0 I
nb ~.•o~S'"h,QS OJ...(~~j /6z-.~c.losr../yg,lf7:I'U 15 f),IS ~/~d,~/
~d +J.o../u(?-&,~.::deJ"t-do/ln:;It"Y1t IS 2D w/M '1.-ec..7J...;..,
t:1.AJ.tA;:;f(f'"ClI1""Ymp IS,-ZD "e,•
.i.t1tl~V\l\dV\y do..ys.(..tfi\\1+-h~+r,f.;lly C/o5Q.+Jfte..Y't~
-r VC """\GL~I c.rz..e'1"0 ~~
t=SOm
JS il?/<1::-Coy 'Ie.-Zo·'"
.2.!low,m t.Jc),
-I-Iu..r I ,j e,..
J2./S6',(JO~,:'7 .,J'.
~
2.1$6-,.>0 ::•s:6m
SZ"o::l x So
)
1
, I
I
2-f ~rltrl./I +r ~/J'1s.f.a-f.a-t!tJ&I.f7 wA",f,~/d.
f;;;...,'-+i.A...I t:J2.~'f:,k.,...HS ~~(,h!~eke.!.--#J '5 c.;"'pMti..
I.#1+A #._1'~Il/cf/~I~--fife kNf-S ,~~~-f C?o-I
(f .e,~J-e-t I "'1f./tt.s.ft.i.,.,2.
a)~AJ.,~s /kJci.s
Yl '=/e«..~1<:1.:1'1~~_
3.
4-.If -\-lr'\Q..~d.YO e ~'t\l~C&eB I CI~.:f I So ~M.S"~as....;,J,..;":c:.4
~~a'""Y\l.SS wk.a.+'i::'-LJr-L +o-f;,\.s-rO(f-1'f'\....:;..J~ct'oY'l",.e-1
....._.______._a.-t _.._v__V\\_-'~:..Y"V'f"'\.~d.lt,.""~:~..s u ~r-e d a <..J \<::<',1"-~:~o"'''''lq,I"r
H=-
H=
-!:.~0 oS2.W\
Ylc.,.~Y,\...:fI:c '".0 3 S
.~
1:-;2['SQ )<,O'3S].,...~2(.S'7.):
$'0 lC r.ooTJ 1.88r-n
1
j
I
!I
)
5'.r:vAd-~/d ~-,Lh ~-t.;.!J ~e~t/.:.r!.R ~~
-k "#ile-}f!'~a~'H4J k7~n LI:;J;.~c.~$),.I1!'aNfe:J.sh.oves •
(~.,..Oq-!:,S),B &2,u ~I'/-~)c;t Z -2c.-/:-
.I ..d v .(;..Lj f>fj'';j';;
I
\,I
a)t;,tg ItS ,
.oS NM .Jo la '~.
~::~h :tJ.7",
~:.(/1JI)())[9/i)07),!JDI :.t.~,N/,.,.,'2.
",u=-/·3
ttls e ~,.2ca ,vIm
,z(,.f'.....920 1<9·8,.t·.00)~~2 ..1·3 ..~'2o (1-.92.)~.t -&-.2"z.ao "1~/
.3.ors r 4SO.S-iJ =I -875:.~~Zoo -400 t·
If;~0.75"'"7
-t;/H =-a.7 S-/.ffJ -t .9(7 s)=-•3 ~
•••,.!'
I '...I .,REFERENCE 1.37001
.-EXHIBIT E
ALASKA FOWER AUTHORITY RESEONSf
TO AGENCY COMMEJiS eN LICENSE
APPLICATION;REFFEEICE TO
CO.MMENT{S):1.370
[.
I I~I
(I
(I
Fish,Wildlife,and Botanical Resources
Terrestrial Botanical Resources
tonnent 7 <p.E-3-225,para..2;p.E-3-240 ..para..2;po E-3-244,para.3;
pe E-3-245,.para ..3;p ..E-3-246?para.5;p.E-3-247,para ..2-4;p..E-3-252"
para ..5;pc E-3-253,para.1;p..E-3-270,para..1;p.E-3-280,parao5)
Check and correct,as ne~essary,all calculations of land areas to be im-
pacted or mitigated.Discrepancies have been found within tables (e.g.,
Table E.3.83 totals for impoundment and for shrubland over the entire Watana
facility)and between the text and calculations made from the tables.For
example,on po E~3-225 total direct vegetation removal due to Watana con-
struction is given as 16,582 ha,but this figure should take into account
the 2128 ha of unvegetated area;on p.E-3-245,the percentage of total wet-
lands occupied by palustrine forested areas is not consisten~with calcula-
tions made from Table E.3082 •.Indicate whether unvegetated or disturbed
"areas were included in the calc~pations for vegetation removals and whethe,:"
unvegetated rocky areas were t,~~ated di fferent ly than ri ver,1ake,or ice
areas.
Response
All fi gures of areas to be.impacted or miti gated have been checked and re-
calculated,and some have been re-measured.Tables E.3.79,E.3.80,E.3.83,
E.3.84,E.3.85,and E.3.86 required corrections.The revised tables are
attached,as are relevant portions of the text that subsequen.t1y required
modification.Unvegetated areas were not included in the calculations for
vegetation removals,but disturbed areas were included.Unvegetated rocky
areas were not treated differently from river,lake,or ice areas.
38-7-1
,-
3B-7-2
TABLE E.3.79:AREAS OF DIFFERENT VEGETATION TYPES TO BE CROSSED
(REV I SED)BY WI llOW-TO-HEALY TRANSMISS ION CORR IDOR*
*Calcu lated from data in Tab le 22 from Commonwea lth Associ ates (1982).The va l-
ues here represent the wi deni ng of the corri dar to 91 m (300 ft)from the 33 m
(110 ft)given·byCommonwealthAssoci·ates(1982).Thus,the areas presented
her~repl"'esE!nt a corrtdorwtdthaf 58m(190 ft).
l
J
1
I
i
)
!
J
)
\
)
!
t
t
J
)
l
..
5.4
308
7.5
1.7
29.3
Percent
of Total
15.2
28.5
8.6
100.0
Acres
207.3
1126.2
144.5
287.6
'64.1
585.0
1097.0
322.8
3,844.5
83.9
5805
116.4
25.9
Hect'ares
1,555.8
Cover Type
Total
Moi st tundra
Wet tundra
Alpinetundr·a
Bottomland spruce-
poplar forest
Up 1and spruce-
hardwood forest 455.8
._~~.-.I.Qwland-spr-uee"~··--··---·-~-·-··--·-····---".
hardwood forest 236.7
Shrublands 443.9
law brush,muskeg bog 134.7
,-
~.'TABLE E.3.80:AREAS OF EACH VEGETATION TYPE TO BE CROSSED BY
WATANA-TO~GOlD CREEK TRANSMISSION CORRIDORS AND
(REVISED)PERCENT TOTAL*FOR WATANA AND GOLD CREEK WATERSHEDS
Watana to Devi 1 Canyon
Devi 1 Canyon**to Go ld Creek**""'-
Vegetation Type h'a acres %*,ha acres %*
j Forest 18.6 45.9 0.0 187.1 462.4 0.1
Wood 1and white spruce 8.7 21.5 0.0 24.6 60.8 0.0
]'
Woodland black spruce 1.2 2.9 0.0
Open black spruce 3.9 9.7 0.0.
Open birch 3.0 7.3."0.3
Closed birch ..;4.9 12.~1.5
Closed mi xed 8.7 21.5 0.1 '150.7 372.4 0.9
Shrub land 291.4 720.2 0.0
Open tall 41.7 103.1 0.1
Closed Tall 65.5 161.8 0.1
Birch 105.4 260.6 0.3
Wi now 13.3 32.9 0.1
Low (mi xed)65.5 161.8 0.0
Tundra 109.5 270.6 0.0 15.8 38.9 0.0
Wet sedge-grass 15.8 38.9 0.3
Sedge-grass (mesic)2.9 7.2 0.0
Sedge shrub 53.9 133.1 ****
Mat and cushion 52.7 130.3 0.1
Total 419.5 1036.7 0.0 202.9 501.3 0.0
*Percent of total area of each vegetation type in entire Watana and Gold Creek
watersheds,based on 1:250,000-scale mapping (McKendrick et ale 1982).
**Based on corridor width of 300 ft.
***Based on corridor width of 510 ft.
****Data not available for entire Watana and Gold Creek watersheds.
38-7 -3
'.
~
OJ
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I
...t:.
11798 3.4 8.3
4297 2.6 6.8
537 2.6 4.0
3000 3.2 10.6
844 3.2 8.1
326 33.7 21.8
478 148.0"20.6
3 ......0.5
1480 6.3 15.4
833 5.2 6.3
162 0.1'0.1 .....
92 1.9 2.6
70 0.1 0.1**
2404 0.4 1.4
234 0.4 1.5
317 0.4 2.0
813 2.4 1.9
87 0.9 1.0
953 0.2 I.il
.45 ........250..0"
2128 0.9 7.9
62'0.1 0.4
2019 13.8 47.7
47 0.2 0.8_
16537 1.0 3.634
15
34
19
mapped.
of the Maclaren R:ver.
the basin was mapped at a much smaller
17
21
38
489
121
106
451
224
11
81
69
280
195
4
199
71
62
1-80
Borrow Areas'
47
2
2
5 t,
8
8
32
53
16
12
88
287 180
224
124
2
70
75
70
81
I
I
4
333
181
179
4
17
,13
I
8
8
35
62
27
34
29
63
Percenr of --Percent of
Wa tershed (~m*
Total for Area for
Camp Village AJrstrillA_~__L f·H I Total That Type'That Type
I 1
1q784,
3870
139 7t
21\8641
..769
1325
460
\
3i
Ifl37\
'\7~:1
841
I
19141
227 1
2871
443 1
166\
651
1145!
2104 'I
159
2Q07 i.•138 I
5
7
93
22
34****
8
466
17
1
I
13
13
I
12
Total I .I14691i ·63 70 117
\
I I
I I
Area given ,is above maximum impolundment fill level.:'.
*An area 16 ikm (10 mil on either \sid1e of the usitna Rive~from Gold Creek to the mouth
**Hectares ar..e apparently greater in [the.impac areas than I'for the entire basin.because
scale.and many of the stands.did n'ot appear at that scale.
***Areas of this type were too smalll ~.o be mapp d at the sc~le at which the watershed was
....1 hectare =2.471 acres.\I
\
TABLE E.3.83:IIECTARES Of DiffERENT VEG~TATION TYPES TO BE IMPACTED BY THE WATANA
fACILITY COMPARED WITHI TOTAL HECTARES Of THAT TYPE UPSTREAM Of
GOLD CREEK IN THE SUSITNAIWATERSHED AND IN THE ~REA WITHIN 16 km Of
TIlE SUSITNA RIVER*(MODifiED fROM MCKENDRICK Ell At.1982)
Dam and \I
1egetation Type Spillways Impoundment
rorest
Woodland black spruce
Woodland ~Ih i tespruce
Open black spruce
Open white spruce
Open birch
Closed birch
Closed balsam popl.r
Open mixed
Closed mixed
Tundra
Wet sedge-grass
Mat-and-cushion.
Shrubland
Open tall shrub
Closed tall shrub
Birch shrub
Willow shrub
Mixed low shrub
Herbaceous
Unvegetated
Rock
River
Lake
:'
___J
..
--';;-:::':",
1.-,,.,.
ABL££.3.84:HECTARES OF DIFFERENT VEGETATION TYPES TO BE AFfECTED BY THE DEVIL
CANYON FACILITY COMPARED WITH TOTAL HECTARES OF THAT TYPE IN THE
WATANA AND GOLD CREEK WATERSHEDS AND IN THE AREA WITHIN 16 km OF
THE SUSITNA RIVER*(MODIFIED FROM MCKENDRICK £T AL.'1982).
P.ercentof Percent-of
Watershed 16 km*
Dam and Borrow~***Total For Area For
egetation Type Spillways Impoundment Camp Village Area K Total ThatType~~that~Iype
"f:":~~'::."
orest
Woodland black spruce
Woodland white spruce
Open black spruce
Open white spruce
Open birch
Closed birch
Open balsam poplar
Closed balsam poplar
Open mixed
Closed mixed
undra
Wet sedge-grass
hrubland
Open ta 11 shrub
Closed tall shrub
Birch shrub
Willow shrub
Mixed low shrub
nvegetated
Rock
River
Lake
16****
4
3
7
2
2
1
1
2289
133
20
300
329
57
430
6
8
279
727
11
,11
70
2
1
49
14
4
826
15
810
1
36
36
39
39
119
11
108
18
18
11
11
2499
133
20
315
329
57
433
6
8
286
912
11
11
88
2
1
67
14
4
839
15
811
13
0.7
0.1
O.1
0.5
0.5
5.9 '
134.1**
***
***
1.2
5.7
0.0
0.2
0.0
.0.0
0.0
0.2
0.1
0.0
0.3
.0.0
5.5
0.1
1.8
0.2
0.2
.101
3.1
3.8
18.6
***1.4
3.0
6.9
0.0
0.3
O.1
0.0
0.0
0.2
0.2
0.0
3.1
O.1
19.1
0'.2
I';
:-.:
I:!:'
-it'
t:::.
b
1"I"~:
?
~~,
iP~.;;
.~:;
Total lEI 3196 36 39 148 3437 0.•2 0.1
\I.)
tlO
~
-.1\
6
U\
I
I
.'.
An area 16 km (10 mi)on either side of the Susitna River from Gold Creek to the mouth of the
Maclaren River.
Hectares of closed bi.'ch are apparently greater in the impact areas than for the entire basing
because the basin was mapped at a much smaller scale,and many of the closed birch stands did not
appear at that scale.
Balsam poplar stands were too small "to be mapped at the scale at which the watershed was mapped.
1 hectare =2.471 acr~s.
Borrow area G (not included)will consist of approximately 22 ha with stands of woodland and
open black spruce,closed mixed forest,and open tall shfub.
,*
t**
t***
t****
Devil Canyon
to Gold Creek
(Railroad)****
I
AREAS OF!EACH VEGETATION TYPE io BE CLEARED fOR ACCESS.
AND P~RCENT TOTAL*fOR WATANA AND GOLD CREEK WATERSHEDS
"'.,;.
TAg1LE:E.3.85:
(REVISED)
\
I
Dena 11 Hi ghway
I to Watana
"(Road)**
Watana to
Devil Canyon
(Road)***
_•..t,,.....,"..~.'
,!
IBl~3 448.0 0.0
21.8 0.0
acres"%
27.7'0.0--1.5 0.0
4.4 '0.0
%*
2.0 0.0
2.0 0.0
0.0 0.0
70.0 0.0
acresha
0.0
0.8O.B
1.5 3.7 0.0
0.6 1.5 0.1--..
0.3 0.7 *****
5.7 14.1 0.0
20.2 50.0 0.1
0.0 0.0
28.3
%*
*****
0.0
0.0
0.0
0.0
0.0
0.0
0.3
0.0
0.1
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.1
92.8
14.2
39.3
1.1
2.2
9.8
26.2
acres
256.3
19.6
54.5
1l0.2
13.1'
5B.9
53.4
10.9
18.5
24.0
0.0
ha
0.0
37.5
5.7
15.9
0.4
0.9 '
4.0
10.6
103.7
7.9
22.1
44.6
5.3
23.B
21.6
4.4
7.5
9.7
0.0
0.3
0.0
0.1
0.0
0.2
0.8
0.0
194.9
202.2
50.9
152.6
30.5
43.6
78.5
1.5
--
-
h~
8.8
o 6
1 8
78.1,9
8UB
20.!6
61.i7
12.!3
17.,6
31.~8
O.P
111 2,.
VeggtatiQrLType
w
OJ
I.....,
I
01
TOTAL 254.~629.8 0.0 '162.B 402.5 0.0 29.1 72.0 0.0
,,.
*••Percent of tbt&l area of each vegetation type in entire Watana and Gold Creek watersheds s based
::ion 1:250,000tsqale mapping (McKendrick et ale 1982).**'r Based on clearilng wi dth of 120 ft.**~I,Based on cle~r~!ng w~dth of 90 ttl
****:Based on cleaning wldth'of 50 ttl
*****lData not availdble for entire Watana and Gold Creek watersheds •
.\'
TABLE,E.3.86:AREAS OF DIFFERENT VEGETATION TYPES TO BE CROSSED
BY TRANSMISSION CORRIDORS*
't
Healy to Willo.\J to Cook
Fairbanks·Inlet
Vegetation Type ha acres ha acres
Forest 1034.9 2557.0 387.6 957.7
Woodland spruce 47.5 117.4 57.4 141.7
Op·en spruce 554.5 1370.1 29.5 73.0
Closed spruce 16.2 40.1 56.8 140.3
Open deciduous 93.9 .231.9
Closed deciduous 37.7 93.1
Closed birch 44.6 110.2
Woodland conifer-deciduous 9.3 22.9
Open conifer-deciduous 159.3 393.7 30.7 75.9
Closed conifer-deciduous 7.0 17.2 168.6 416.6
Open spruce/open deciduous**5.2 12.9
)
Open spruce/wet sedge-grass/
open deciduous**5.2 12.9
Open spruce/low shrub/wet
sedge-grass/open deciduous**99.1 244.8
·1 I Tundra 117.6 290.5 165.7 409.4!I Wet sedge-grass 103.1 254.8 165.7 409.4
Sedge-grass (mesic)6.4 15.7
II Sedge-shrub 8.1 20.0
Shrub land 247.3 611.3 67.2 166.1
La,*,mixed shrub 214.9 531.1 67.2 166.1
Loy shrub/wet sedge-grass**32.4 80.2
Disturbed 7.0 17.2 5.2 12.9
River 20.9 51.5
Toeal 1427.7 3527.5 625.7 1546.1
*Calculated from r~gures E.3.4B-50 and E.3.51-52.Right-of-way
width was adjusted to 91 m (300 ft)along the entire corridor.
**The Tanana Flats portion of the transmission corridor is an area of extremely
complex mosaics of vegetation types.As a result,various complexes were
recognized.
;;
r
CHANGES IN THE TEXT OF THE BOTANICAL SECTION OF CHAPTER 3 RESULTING FROM
CORRECTIONS OF BOTANICAL TABLES (the following sentences replace the corres-,
p~nding sentences in the indicated paragraphs).
l
-....
3B-7-8
.....__._.p .E.,.,3 225,··Const ~u etion of·the--Wat·an·a-·deve-lopment-·will···t>esrnt·Tn--flie-arrect-·
----'----'-----p-ar·a.-2 remova-l~of-I/egetatlon wffl1in an area of approximately 35,605
acres (14,409 hal covering a range of elevations from 1400 to
2400 feet (430 to 730 mJ.In addition about 5,258 acres (2128
hal of unvegetated areas will be inundated or developed.Within
..the.dam,.spillway,and impoundment areas about 36;~~t acres
(14,784_-hal-wi Ilbe-di sturbed:I:lY .<::QJlstructton .and:~cJearihg
operations.
p.E-3-220,·Almost 70 percent of the total area (1037 acres,420 hal within
para.2 the Watana-to-Devi 1 Canyon secti on of the transmi ss i on carr;dar
is shrublando Predominant vegetation types crossed include open
tall shrubland (103 acres,42 hal,closed tall shrubland (162
acres,66 hal,low birch shrubland (261 acre5,105 haJ~low mix-
ed shrub land (162 acres,66 ha),sedge-shrub tundra (133 acres,
54 haJ,and n:'atand cushion tundra (130 acres,53 hal.The
De~LLC_a!ly_orl~todntedie--<-Gold-C~eek+-see-t-i-on-of--the-tran·smi·s;;o···,
sian corridor covers a total of 501 acres (203 haJ,372 acres
(151 hal of which is closed mixed forest.Smaller areas of
woodland white spruce (61 acres,25 hal and wet sedge-grass
tundra (39 acres,16 hal are also crossed.
p.E-3-220,
para.1
Spruce hardwood forests cover half (49.9 percent)of the tota 1
area within the Willow-to-Healy transmission corridor.Upland -
spruce hardwood stands cover 1126 acres (456 ha),lowl and spruce
hardwood stands cover 585 acres (237 hal,and bottom land spruce
hardwood stands cover 207 acres (84 ha).Shrub lands are the
next most predominant cover type (2805 percent),occupying 1097
acres (444 hal.
I
I
I \
.J'
I j
'!
t
1
)
\ !
I
I
l
I
I
·p:'E~3-2405 Approximately 5700 acres (230S hal of forest and 170 acres
parao 2 (70 hal of shrub land ,wi 11 be inundated or'cleared for the dam,
spillways,and impoundment area (Table E.3.84).-~'-
I)
Il
p.E-3-243,
para.2
p .E-3-243,
para.3
p.E·-3-244,
p.ara.3
Approximately 628 acres (254 hal of primari ly shrub and tundra
vegetation will be cleared along a 44 mile (71 km)corridor for
the Denali Highway-to-Watana access route (Table E.3.85).
Construc'tion of this road wi 11 entai 1 clearing an additional 402
acres (163 hal of roadway.A 12-mile (19 km)railroad extension
between'Devi 1 Canyon and Gold Creek wi 11 be,constructed on the
south side of the Susitna River,removing an additional 72 acres
(29 hal of vegetation.
Transmission corridors comprise a total of 10,460 acres
(4233 hal and will constitute another source of vegetation loss
and/or disturbance (Tables E.3.79,E.3.80,and E.3.8~).The
transmission lines from Healy to Fairbanks cover a total of 3528
acres (1428 ha).Open spruce (1370 acres,554 hal constitutes
the main vegetation type in the right-of-way.The Wi 110w-to-
Cook Inlet transmission corridor (total cover 1546 acres,626
hal wi 11 cross primari ly closed coni fer-deci duous forest (417
acres,169 hal and sedge-grass tundra (409 acres,166 hal.The
Wi110w-to-Healy transmission corridor (3844 acres,1556 hal is
composed primarily of upland spruce-hardwood forest (1126 acres,
456 hal and shrublands (l097 acres,444 hal.Shrublands (720
acres,291 hal,forest (511 acres,206 hal,and tundra (310
acres,125 hal are included in the proposed right-of-way for the
Watana-to-Gold Creek transmission corridor (total area 1538
acres,622 hal.
36-7-9
----------------------~···,·······--·---·-·----p;E-:;;J;;247~····-Tne-·Wafanaaccess·road-WflT'result-i rla-'J os s of ap prox i rna te 1)'__.
38-7-10
para.3
--,_...,.-.__..'.
J
!
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(~'j
,t
J
I J
]1
j
I
I
.1
I
(,j
jl
j
Direct losses of '/egetation for the Devi 1 Canyon dam,spi l1way
and impoundment areas will include 5,869 acres (2,386 ha)of
forests,tundra,and shrub 1and.2046 acres (828 ha)of unvege-
tated land will also be disturbed (Table E.3.84).
Far more potential wetland areas are included within the .Watana
'development (30,7~7 acres,12,431 hal than within the Devil
Canyon project area (4,216 acres,1,706 hal (Table E.3.82).The
proportion of the area occupied by wetland types also differs
with;n the two areas.Although potenti a 1 pal ustri ne forested
areas occupy the greatest areal.extent of wetland types in the
Watana facility (66 percent of"total potential wetland),this
type occupies 48 percent of the potential wetlands to be affect-
ed by the Devil Canyon fad 11 ty.
Direct losses for the Watana project include 31,300 acres
(12,667 hal of vegetation for the dam,impoundment and spillway
(5,231 acrei,'2,117 ha of un vegetated area will also be disturb-
ed).An additional 4,300 acres (1,742 hal have been designatEtd
for use .as camp,village,airstrip,andborrow·areas.!hese
.potential losses account for only 1 percent of all vegetation in
the Watana and Gold Creek basins,but 3.3 percent of the vegeta-
tion present in a 20 mile (32 km)wide area spanning the Susitna
River from the mouth of the Maclaren River to Gold Creek.
.....
r'
p~E-3-245,
p~ra.3
p.E-3-247,
.p.E-3-246,
para.5
iI'.
i
..
p:E-3-247.
para.4
Of the total 10.460 acres (4,233 hal of vegetation on right-of-
way for transmission lines.only a small fraction will need be
subject to initial clearing,since there will be no clearing of
low shrub or tundra types.
Without mitigation,construction of all project facilities would
remove vegetati on from a tota1 of about 53,624 acres (21,701 hal
apportioned as follows:
I
I j
1 j
p.E-3-252.
para.5
-to
p.E-3-253,
para.2
-Dams and spillways
-Impoundments
-Camps
-Villages
-Airstrip
-Damsite borrow areas
-"Access borrow areas
-Access routes
-Transmission corridors*
acres
237
36,959
245
250'
42
4,292
35
1,104
10,460
hectares
96
14,957
99
101
17
1,737
14
447
4,233
*Ground layer and soil will not be removed.
In addition 7,333 acres (2,968 hal of un vegetated area will be
disturbed.About 95 percent of this area is river channel with-
in the impoundment areas.
Of this cumulative impact,vegetation removal resulting from
dams and spi llways,impoundments,access routes,and the Watana
operational village will be permanent,accounting for about 70
percent (38,454 acres,15,562 hal.The remaining 30 percent
(15,170 acres,6,139 hal will allow application of the following
range of mitigation options.
38-7 -11
38-7-12
,.,
Pd-3-256,The Dena 1i Highway-to-Watana route will remove about 448 acres
p~ra.4(181 hal of shrub land and about 153 acres (62 hal of tundra
types,accounti ng for less than one percent of total shrub 1and
~-or tundra in the Watana and Gold Creek watersheds'(Tab le
Ee 3..85).Only 105 acres (0.6 hal of open white spruce forest
wi 11 be affected,and the number of individual trees actually _
cut in this low density vegetation type will be statistically
insignificant on a local or.regional basis.
I
'I
)
1
j
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I
I j
I II
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About two-thirds (67 percent)of the route is shrubland (256
acres,104 hal,about 20 percent is forest (93 acres,38 hal and
15 percent is tundra (53 acres,22 ha)(Tab le L3.85).
The Devil Canyon-to-Gold Creek railroad route will traverse-almost entirely closed mixed forest (about 50 acres,20 hal and
open mixed forest (about 14 acres,6 hal (Table E.3.85).
p.E-3-257,
para.2
p.E-3-257,
para.3
p.E-3-258,
para.3
1:9 '
Low abundance vegetation types which wi 11 receive the greatest
cumulative impact from construction of the impoundments and
...l:tams.,_acces.L ..and ...tl"'.ansmission--co r'l"-idor-s·,-an d~a-l+····anc-i llary".....
p.E-3-259,facilities,will be open and closed birch forest,and wet
para.4 sedge-grass tundra (Tables E.3.80 and E.3.83-E.3.85).A cumula-
tive total of 3221 acres (1303ha)of open and closed birch for-
est could be affected by construction-related clearing between
1985 and 2002..Based on the 1:63,360-scale mapping of the 20-
_._.__.._..____.__..mi·.le-(·32--k m)..·st-r-ip·a·lo ngthe'Su sHna····Riv e r·tthemap sh·OW'i"n--g···tn-e
---------:--------·ve·gerari·on-of-·tne area i1'l"tne greatest~etai 1)(Table E.3.52),
34 percent of the total 9,444 acres (3,822 hal of this vegeta-
tion type could be removed by construction.About 3,143 acres
(1,272 ha)or 33 percent of the tota 1 coverage wi 11 be enti re ly
rell1oYed.byclearingof .the impoundments (Tables E.3.83 and
E.3.84).The remainin~.J?acr.~~J3~.hCl.)will be.selectively
cleared as discussed further below.
!I
I I
,
IJ
.j
,I'
~-
p.E-3-270,
para •.1
The other low=abundance vegetati on type within the Watana and
Gold Creek watersheds to be affected by construction,wet
sedge~grass tundra;wi 11 be crossed by access and transmi 5si on
corridors (82 acres,33 hal (Tables E.3.80,E.3.85)and inundat-
ed by the impoundment areas (235 acres,95 hal (Tables E.3.83,
E.3.84).Borrow Area 0 (Figure E.3.37)will potentially remove _
an additional 20 acres (8 hal (Table E.3.83).The siting of all
pads,buildings,and other structural facilities has entirely
avoi ded thi s vegetation type.Therefore,a tota 1 of 337 acres
(136 hal of wet sedge-grass tundra will be potentially affected
by construction between 1985 and 2002.This cumulative impact
represents about 4 percent of the total 8,691 acres (3,517 hal
present within the 20-mile (32 km)strip mapped at 1:63,360
(Table E.3.52).Mitigative measures which will minimize drain--age alterations in this wet vegetation type are discussed in
Section 3.4.2(c).
In summary,siting of pads,buildings,the Watana airstrip,and
other anci 11 ary faciliti es has mini mi zed clearing requi rements
for low-abundance'vegetation types.As residual impact,the
impoundments and access and transmission corrido.rs will remove
about 34'percent of the birch forest,and 4 percent "of the,wet
sedge-grass tundra within the 20-mi 1e (32 km)strip mapped at
1:63,360.
In fact,as stated in Sections 3.3.4(a)and 3,.3.6(a)(iv),the
10,460 acres (4,233 hal required for transmission corridor
rights-of-way will be cleared only to a limited extent,as
explained in the following discussion.
36-7-13
--.-
36-7-14
Of the approximately 53,624 acres (21,701 hal p.otentially sub-
ject to vegetation removal on a cumulative basis,about 30 per-
cent,or 15,170 acres (6,139 ha),wi 11 allow application of
mitigation measures discussed above.Approximately 46 the per-
cent of the total area covered by transmission corridors
(4,812 acres,1947 has,of the total 10,460 acres,4,233 hal
wi 11 be left uncleared or partly c.leared.In additi on,use of
side-borrow and balanced'cut-and-fill techniques for construc-
ti on of the access roads and tai lroad extensi on wi 11 pr.otect up
to 280 acres (112 hal of vegetated area.
Using the two examples cited above,measures to minimize vegeta-
tion removal will conserve about 5,092 acres (2059 hal,or up to
about 35 percent of the 1and area in questi on.
From the preceeding options aryalysis,it is evident that meas-
ures for minimization,rectification and reduction of vegetation
loss will apply,at most,to about 30 percent (15,178 acres,
6,139 hal of the total area of vegetation which will be removed
by the project.
p.E-3-280,
para.5
:
p ;"E~3~274,
para ..,..4
to
p.E-3-275
parae 1
In sunmary,rect ificati on wi 11 restore vegetati on to'approxi -
mately 3,209 acres (1,299 hal temporarily lost to ancillary
facilities.This represents about 6 percent of the cumulative
total land area affected by direct loss.of vegetation during
......._....._._~__.p.r:oJect.-constr:uct-ton~and-oper-a.tion-(-53-,624-acl"'-esT"2-l_,-70l--ha-).---·-·-·.-.-.
p;E,..3-282,For the Susitna project,the cumulative area lost in this way
para.3 wi 11 total about 38,454.acres.(15,562 ha),,with 36,959 acres
to (14,957 hal covered by the impoundments.Actual acreages of
p.E-3,..282 vegetation types which will be removed were discussed previously
......-----------par-a.--4--·----an d--quantJf-ied--in--J:ab-l es-E.-3.-83--an d-E-;-3-.·84-;-----------------
I
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---------------:----------------------------;..
)
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C»ANGES IN THE TEXT AND TABLES OF THE WILDLIFE SECTION OF CHAPTER 3 RESULT-
I~G FROM.CORRECTIONS OF BOTANICAL TABLES (the following sentences replace
.the corresponding sentences in the indicated paragraphs)e
l
poE-3-461,Sentence 2.Should read:18About 26,647 acres (10,784 hal of
para.4 forest will be cl~aredol8
I 1
II
p.E-3-463,
para.4
p.E-3-476,
para.1
p.E-3-498,
para.4
p.E-3-432,
para.4
Sentence 1.Should read:"An estimated 6175 acres (2499 hal
will be cleared within the Devil Canyon impoundment area and an
additional 519 acres of forest (210ha)will be used for opera-
tional areas,campsites and borrow sites."
Sentence 2.Should read:liThe total area affected (8492 acres,
3437 hal and the total percent of forested land affected (0.7
percent)are much:small'er than in the Watana reservoir area."
Sentence 1.Should read:I'Table Eo3.166 indicates an order-of-
magnitude estimate of 1,200 small to medium-sized breeding birds
lost to the transmission line,less than 0.1 percent of the pop-
ulation within 16 km of the Susitna River between the Maclaren
River and Gold Creek."(This correction supercedes the Acres
errata of 29 March 1983.)
Sentence 1.Shou ld read:"Based on the estimate of about one
wolverine per 40,320 acres (163 km 2 )derived in Section
4.2.1(g},the direct loss of over 40,846 acres (16,530 ha)caus-
ed by the Watana impoundment and faci 1iti es wou ld lower the
carryi ng capaci ty by about two wo 1veri nes •"
38-7-15
pd~3~441,
p~ra.2
Table E.3.144
Sentence2e Should read:"Using a figure of 11,.798 ha of
forest·habitat lost to the Watana impoundment area,borrow
sites,constructi'on sites and camps,habitat'supporting 100
marten (3.4 percent of the forested habitat in the Susitna
.watershed upstream from Gold Creek)w.ou ld be lost....
.Under Permanent Habitat Loss,Watana alone:.the area
affected by the access corridor should be changed from 192
to 255 hae The area affected by the Access Corri dor from
Denali Highway ··to Watana should be changed from 192 to
255 ha.The area affected by the permanent vi1l age shou ld
be changed from 27 to 70 ha.The.area affected by the per-
manent airstrip should be changed from 47 to 17 ha.
Under Permanent .Habitat.Loss,Devil Canyon:the area
affected by the access corridor should be changed from 218
to 192 ha.The area affected by the access corridor from
.Watana to Devil Canyon should be changed from 189 to
163 ha.
Under'Habitat Alteration and Temporary Habitat Loss,Watana
alone:the ~rea affected by the transmission corridor from
Watana to Devi 1 Canyon shou ld be changed from 379.8 to
419 ha.The area affected by the transmission corridor
from Devil Canyon to Gold Creekshou ld be chan ged from 77.5
Under Habitat AHerat;on and Temporary Habitat Loss,Devi 1
Canyon:the area affected by the transmission corridor
from Watana to Devi 1 Canyon shou ld be changed from 209
additi anal to O.The area affected by the transmi ssion
corridor from Devil Canyon toG()Jci .Creekshou ld be .changed
from 0 to 84 additional ha.
38-7-16
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II
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Table E.3.151
Under (2)Habitat Alterati on and Temporary Habitat Loss=~
transmission corridor.Sentence should read:liNearly all
152,000 ha of the corridor is likely to become winter habi-
tat of reasonable quality.to moose.No .existing winter
habitat will be made unusable.Corridor will·be maintained
;n early succession throughout the life of the project.1I -
N~xt sentence should read:IIDrifting snow is unlikely to
be a significant factor in the 30D-foot corridor and wi 11
not reduce forage avail ability.II
Under (S)Increased Human Access-hunting and poaching.
Sentence shou 1d read:IIMuch of the current harvest is ill-
egal ~nd the ;l1ega 1 harvest wi 11 increase in the absence
of better control.Current legal harve~t is unlimited (~o
bag limit)and harvest ;s likely to increase.The current
annual take is 40-45%of the population.
38-7-17
REFERENCE 1.370.2
,-
ALASKA EO~ER AUTHCRITY RESPONSI
TO AGENCY CO~MEN~S ON LICENSE
APPLICATION;REFERENCE TO
COMMENT{S):10370
.,
----------~------------_.-
All figures of areas to be impacted or mitigated have been checked and re-
calculated,and some have been re-measured.Tables J!:.3.79,E.3.86 and
E.3.l44 required corrections •.Thes~tables,as well as Tables,E.3.80,
E.3.83,E.3.84,and E.3.85 (previously revised in Si.lppplemental Information
Request Response 3-B-7)are attached,as are relevant portions of the text
that subsequently required modification.Unvegetated areas were not
included in the calculations for vegetation removals,but disturbed areas
were included.Unvegetated rocky areas were not treated differently from
river,'lake,or ice areas.
3B-7-l
r TABLE E.3•79 :
(REVISED)
AREAS OF DIFFERENT VEGETATION TYPES TO BE CROSSED
BY WILLOW-TO-HEALYTRANSMISSION CORRIDOR*
Cover Type
Healy to**
Gold Creek
Acres (Ha)
Gold Creek***
fo Willow
Acres (Ha)
Healy to
Willow
Acres (Iia)
Percent
of Total ,I
0 Moist tundra 174(70)174(70 )5.0
0 Wet tundra 187(75 )187(75)5.4
0 'Alpine tundra 30 (l2)17(7),47 (19)1.4
0 Bottomland spruce-10(4)26l(104)271 (l08)7.9
poplar forest
0 Upland spruce-473 (l89)296(118)769(07)22.4
hardwood forest
0 Lowland spruce-662 (265)662(265)19.3
Jtg r dwo Q<;lf1:tr~es_t
--~~------,-,._--_.-_•.._-
0 Shrub lands 699 (280)209 (83)908063 )26.4
0 Low brush,muskeg bog 419 (l68)419(68)12.2--
Total 1,399(560)2,038(815)3,437 (1 ,3 i5 )100.0
*Calculated from vegetation maps in Commonwealth Associates Environmental
Assessment Report (EAR),March,1982.
**Healy to Gold Creek right-of-way width used was 130 feet (300 feet minus
Intertie ~of 170 feet).
***willow toG()ldCreekr~gllt-:of...W'aYT,01idth l,ls§cLwas 230 feet (400 feet minus
Intertie Wof 170 feet).
,I
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TABLE Ee3e80:AREAS OF EACH VEGETATION TYPE TO BE CROSSED BY
WATANA-TO-GOLO CREEK TRANSMISSION CORRIDORS AND
(REVISED)PERCENT TOTAL*FOR WATANA AND GOLD CREEK WATERSHEDS
Watana to Devil Canyon
Devi 1 Canyon**to Gold Creek***:.
Vegetation Type ha acres %*ha acres %*
Forest 18.6 45.9 0.0 187.1 462.4 0.1
Woodland white spruce 8.7 21.5 0.0 24.6 60.8 OeO
Woodland black spruce 1.2 2.9 000
Open black spruce 3.9 9.7 0.0
Open birch 3.0 7.3:·0.3
Closed birch 4.9 12.2-1.5
Closed mixed 8.7 21.5 0.1 150.7 372.4 0.9
Shrub land 291.4 720.2.0.0
Open tall 41.7 103.1 0.1
Closed Tall 65.5 161.8 001
Birch 105.4 260.6 0.3
Wi 11 ow 13.3 32.9 0.1
Low (mi xed)65.5 161.8 0.0
Tundra 109.5 270.6 0.0 1508 38.9 GoQ
Wet sedge-grass 15.8 38.9 003
Sedge-grass (mesic)2.9 7.2 0.0
Sedge shrub 53.9 133.1 ****
Mat and cushi on 52.7 130.3 0.1
Total 419.5 1036.7 0.0 202.9 501.3 0.0
*Percent of total area of each vegetation type in entire Watana and Gold Creek
watersheds,based an 1:250,000-scale mapping (McKendrick et al.1982).
**Based on corridor width of 300 ft.
***Based on corridor width of 510 ft.
****Data not available for entire Watana and Gold Creek watersheds.
3B-7 -3
__LJiR.__......
\..>J
QV•-..I•
-1::.
------._._--
11798 3.4 8.3
4297 2.6 6.8
537 2.6 4.0
3000 3.2 10.6
844 3.2 8.1
326 33.7 21.8
478 148.0**20.6
3 ***0.5
1480 6.3 15.4
°833 5.2 6.3
16-2 0.1 0.1**
92 1.9 2.6
70 0.1 0.1**
2404 0.4 1.4
234 0.4 1.5
317 0.4 2.0
813 2.4 1.9
87 0.9 1.0
953 0.2 1.il
45 ***250.0**
2128 0.9 7.9
62 0.1 0.4
2019 13.8 47.7
47 0.2 0.8
16537 1.0 3.634
19
38
17
21
489
106
280
195
4
199
47
5
2
2
B
8
32
12
88
287 180
224
124
70
75
70
81
1
1
4
333
4
13
17
B
35
27
62
29
34
63
93Tota1
'/e~tation T~
i
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TABLE £.3.83:liE TARES OF DIFFERENT V[GEiTATIDN TYPES TO BE Il1PACTED BY THE WATANA
.FA ILITY COMPAREO WITH rOTAL IlECTARES OF THAT TYPE UPSTREAM OF
GO D CREEK IN HIE SUSITNA WATERSHED AND IN THE AREA WITHIN 16 km OF
Til SUS IT NA RI VER*_UlO DI flED FROM MC KE NDRIC K ET IAL...'..---,-,l9~8~2'.L)---,.-:-_-:---;,..---;;-_---;-_.,.
\
I'Percent of ~ercent of
i .•1 Wa tershed 'Hi--km*
Dam and!...Borrow ilreas Total For Area For
~pillwa~poundlflent Camp Village Airstrip A 0 E F H I Total That Type'That Type
°i!Forest 34****10784!181 53 180 81 451 34
Woodland black s.pruce 8 3$701 179 16 224
Woodland white spruce 397 71 69
Open black spruce 2864 121 15
Open white spruce ~691 2 62 11
Open bi rch 1 325 !
Closed birch 13 460 I
Closed bal sam poplar i 3!
Open mixed 5 13371
Closed mi xed 7 ~59 !
Tundra 1841
Wet sedge-grass 841
Nat-and-cushion II .I
Shrubland 46 1674 i
Open tall shrub 6 227
Closed tall shrub 17 287
Birch shrub 1 4~3
Willow shr~b ~6
Mixed low shrub 22 651 I
Herbaceous ~5
Unvegetated 13 2104 ,
Rock 1 59'i
Riv2r 12 2007 I
_La~__---,.----._.i!L.L ~___!--
I ;
·14691 I 63 70 17
___.I . .~._.._
Area given i.s above maximum impo~nd~ent fill level.':
*An area 16 km (.10 mil on either ~ide of the Susitna Rive~from Gold Creek to the mouth of the Maclaren R;ver.
**Hectares are.apparently 9reater in the impact areas than ifor the entire basin,because the basin was mapped at a much sl;laller
scale.and many of the stands di~n~t appear at that SCa1\e.
***Areas of this type were too small t~be.mapped at the scale at which the watershed was mapped.
****1 hectare =2.471 acres.I
-~_0_-._•...!L-
ABLE E.3.84:HECTARES OF DIFFERENT VEGETATION TYPES TO 'BE AFfECTED BY TilE DEVIL
CANYON FACILITY COMPARED WITH TOTAL HECTARES OF THAT TYPE IN THE
WATANA AND GOLD CREEK WATERSHEDS AND IN THE AREA WITHIN 16 km OF
THE SUSITNA RIVER*(MODIFIED FROM MCKENDRICK E1 AL.1982).
Percent of Percent of
Watershed 16 km*
Dam and Borrow****Total For Area For
egetation Type Spillways.Impoun~ment Camp Village Area K Total That Type That Type
orest
Woodland black spruce
Woodland white spruce
Open black spruce
Open white ~pruce
Open birch
Closed birch
Open balsam poplar
Closed balsam poplar
Open mixed
Closed mixed
undra
Wet sedge-grass
;hrubland
Open ta 11 shrub
Closed tall shrub
Birch shrub
Willow shrub'
Mixed low shrub
In vege ta ted
Rock
River
lake
Total
16****
4
3
7
2
2
1
1
18
2289
133
20
300
329
57
430
6
8
279
727
11
11
70
2
1
49
14
4
.826
15
810
1
3196
36
36
36
39
39
39
119
11
108
18
18
11
11
148
2499
133
20
315
329
57
433
6
8
286
912
11
11
88
2
1
67
14
4
839
15
811
13
3437
0.7
O.1
O.1
0.5
0.5
5.9
134.1**
***
***
1.2
5.7
0.0
0.2
0.0
0.0
0.0
0.2
O.1
0.0
0.3
0.0
5.5
0.1
0.2
1.8
0.2
0.2
1.1
3.1
3.8
18.6
***
1.4
3.0
6.9
0.0
0.3
O.1
0.0
0.0
0.2
0.2
0.0
3.1
O.1
19.1
0.2
0.7
III
111*
***
****
*****
An area 16 km (10 mi)on either side of the Susitna River from Gold Creek to the mouth of the
Maclaren River.
Hectares of closed birch are apparently greater in the impact areas than for the entire basi~~._
because the basin was mapped at a much sfulil1~r scale»and many of the closed birch stands did not
appear at that scale.
Balsam poplar stands were too small to be mapped at t~e scale at which the watershed was mapped.
1 hectare =2.471 acres.
Borrow area G (not included)will consist of approximately 22 ha with stands of woodland and
open black spruce.closed mixed forest.and open tall shrub.~
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ITABLEIL:3.85 :
(~E~ISED)
i
AREAS OF E~CH VEGETATION TYPE TO BE CLEARED FOR ACCESS,
AND,PERCENT TOTAL*FOR ;WATANA AND GOLD CREEK WATERSHEDS
I
De~ali Highway
to Watana
(Road)**
'.
Watana to
Devil Canyon
(Road)***.
Devi 1 Canyon
to Gold Creek
(Rai lroad)****
Vegetat i on Type ha acres %ha acres %*ha acres %*
181.3 448.0 0.0
31.8 78.5
0.6 1.5
78.9 194.9
81.8 202.2
20.6 50.9
61.7 152.6
12.3 30.5
17.6 43.6
53.4 0.0
10.9 0.1
*****
0.0
0.1
0.0
0.1
2.0 0.0
2.0 0.0
0.0 o.n"
.,.
3.7
1.5
0.7
14.1
50.0
0.0
70.0 0.0
0.0
0.0
0.8
0.8
1.5
0.6,
0.3
5.7
20.2
.28.3
0.0
0.3
0.0
0.1
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.0
18.5 *****
24.0 0.0
0.0 0.0
92.8
14.2
39.3
1.1
2.2
9.8
26.2
256.3
19.6
54.5
110.2
13.1
58.9
0.0
37.5
5.7
15.9
0.4
0.9
4.0
10.6
103.7
7.9
22.1
44.6
5.3
23.8
21.6
4.4
7.5
9.7
0.0
0.2
0.8
0.0
0.0
0.3
0.0
0.1
21.8 0.0
27.7 0.0--
1.5 0.0
4.4 0.0
0.6
1.8
8.8
11.2!forest I I
Woodland white spru'lce
Open white spruce
Woodland black s~ruFe
Open black spruce I
Open birch I i
C,losed bi rch i I
Closed balsam pop,lar
Open ml xed I IClosedmixedII
Shrub land I \
Ope'"ta 11 i
Closed tall I
B1 rch (low)II!
Wi 110w (low)
Mixed (low)I
Tundra i
Wet sedge-grass I
Sedge-grass (mesicI )
Sedge-shrub .
Mat and cushi on I
Rock I
w
OJ
I
"I
Q)
TOTAL I \
254.8 I 629.8
!
0.0 .162.8 402.5 0.0 29.1 72.0 0.0
*p.ercent of tot~1 Iarea of each vege\tati on type in enti re Watana and Gold Creek watersheds,based
on 1:250,000-s~ale mapping (McKendrick et ala 1982)..
**Based on c1earjng width of 120 ft·.1
***.Based on clearing width of 90 ft.!
****Based on clearing width of 50 ft.I
*****Data not avail~ble for eritire Watana and Gold Creek watersheds.I .
'--0--'
---/
TABLE E03.86~AREAS OF DIFFERENT VEGETATION TYPES TO BE
BY TRANSMISSION CORRIDORS*
..
Healy to Willow to
.Fairbanks Cook Inlet
Vegetation Type ha acres ha acres
Forest 103409 2557.0 515.5 1273.74
Woodland spruce 47.5 117.4 1603 18805
Open spruce 554.4·137001 3902 97.1
Closed spruce 1602 40.1 7305 18606
Open deciduous 93.9 231.9
Closed deciduous 37.7 ·9301
Closed birch 59.3 14606
Woodland conifer-deciduous 9.3 22.9
Open conifer-deciduous 159.3 393.7 40.8 100.9
Closed conifer-deciduous 7.0 17.2 224.2 554.1
Open spruce/open deciduous***5.2 1209
I I Open spruce/wet sedge-grass/I
open deciduous***5.2 12.9
Open spruce/low shrub/wet
sedge-greass/open dediduous***99.1 244.8
Tundra 117.6 290.5 220.4 544.5
Wet sedge-grass 103.1 254.8 220.4 544.5
Sedge-grass (mesic)604 15.7
Sedge-shrub 801 20.0
Shrubland 247.3 611.3 89.4 22009
Low mixed shrub 214.9 531.1 8904 220.9
Low shrub/wet sedge-grass***32.4 80.2
Disturbed 7.0 17.2 6.9 17.2
River 20.9 '51.5
Total 1427.7 3527.5 832.9 2056.3
*Calculated from Figures E.3.48-50 and E.3.51-52.Based on
development of both Watana and Devil Canyon,a Right-of-Way
width of 91 m (300 ft)was used for the Healy to Fairbanks
corridor,and 121 m (400 ft)was used for the Willow to
Cook Inlet corridor.
**For the purpose of calculation of total acreages ~t was assumed that
vegetation types along the unmapped portion of the route were
representative of the vegetative portions of the mapped corridor.
***The Tanana Flats portion of the Transmission Corridor is an area of
extremely complex mosaics of vegetation types.As a result,various
complexes were recognized.
35-7 ..7
._-,..,.~."'?-..............~.~._··:,P _~
TAHLK E.3.144.TIHK SCHEDULE OF ANTICIPATED IMPACTS TO TERRESTRIAL
,VERTEBRATES REStn.TING FROH SUSITNA HYDRO PROJECT
\
1.PERMANENTiHABITAT LOSS
!
Watana I (Alone)
Time Period
Area Affected Over Which Area
(fia)Increases
'Devi 1 'Canyon (Additional)
Area Time Period
(ha)
Dam and Spillways
I
93 1985-1991 18 1996-1999
3,196 1996-2001
3,196 1999-2001
(also below fill level)1996-1999
14,691 198'-1993
14,691 ,199\~1993
below fill lev,el)198~"'1991,,
(ail 1
i
:Approx.
I,
i
I
I
Impoundment
Flooding
-Spoil Sites
-Erosion of Shore
After Filling:
i
i
Access Corridor (Includes
Borrow Sites forlAccess)
Denali Highway to,Watana
-Watana to Devil C~nyon
-Rail,DC to Gqld ~reek
ii
Permanent Villag~35 1987-1988
17
35
12,581
Permanent Ai~str~p
2.HABITAT AL$ERATION &
Impoundme~t Clearing
-Temporary Village
-Temporary Camp
-B01;row Areas (Abov~
Impoundment Level)i
i
\
I \TEMPORARY HABITAT LOSS
I,\
\
63
1,603
1985
~989-1992
1981-1988
1985-1994
1981-1991
2,370
39
36
148
1994
1999-2001
1995-2002
1994-2002
1996-1999
-1-
'---",---'
TABLE B.3.144.TIHK SCHEDULE OF ANTICIPATED IMPACTS TO TERRESTRIAL
VERTEBRATES RESULTING FROH SOSITNA HYDRO PROJECT
2.HABITAT ALTERATION fA TEMPORARY HABITAT LOSS
Watana
Area Affected
(ha)
(Alone)
Time Period
Over Which Area
Increases
Devil Canyon (Additional)
Area Time Period
(ha)
- A
- D
- E
- F
- H
- I
- K
-Contractor Work Areas
Staging Areas
-Mid Access Road
-Cantwell
-Gold Creek
Accessory Roads
Temporary Airstrip
(Adjacent to Dam)
333
287
180
280
489
34
300
Data Not Available
61
Data Not Available
Data Not Available
Dates Not
Available
1985-1995
1985-2002
1985-?
?
148
195
61
?
Dates Not
Available
1994-2002
1994-2002
1994-2002
Transmission Corridor
-Watana to Devil Canyon
-Devil Canyon to Gold Creek
419
119
Dates Not
Available
-2-
84 Additional
...
CHANGES IN THE TEXT OF THE BOTANICAL SECTION OF CHAPTER 3 RESULTING FROM
CORRECTIONS'OF BOTANICAL TABLES (the following sentences replace the corres-
ponding sentences in the indicated paragraphs).
p .E-3-220,Spruce hardwood forests cover half (49.6 percent:)of the total
para.1 area within the Willow-to-Healy transmission cort'idor.Upland
spruce hardwood stands cover 769 acres (307 ha),lowland spruce
hardwood stands cover 662 acres (265 ha),and bottom land spruce
hardwood stands cover 271 acres (108 ha).Shrub lands are the
next most predominant cover type (26.4 percent),occupying 908
acres 063 ha).
p.E-3-220,~lmost 70 percent of the total area (1037 acres,420 ha)within
para'.2 the Watana-to-Devil Canyon section of the transmission corridor
is shrubland.Predominant 'vegetation types cro.ssed include opem
tall shrub land (103 acres,42 ha),closed tall shrubland (162
,~cres,66 ha),low birch shrub land (261 acres,105 ha),low mix-
ed shrubland (162 acres,66 ha),sedge-shrub ttindra (133 acres,
54 ha),and mat and cushion tundra 'Cr'30 'acres,53 ha).The
Devil Canyon-to-Intertie (Gold Creekl.se!;.~:j,_O.Il._~of_the_transmis-"",-
~--~..-_.._--~_.~._-_.•._--_.__.~--_.~--~._-_..•__..-•..__..-.._.._....-----------_..-----
sion corridor covers a total of 501 acres (203 ba),372 acres
(151 ha)of···which is closed mixed forese.Smaller areas 6f
woodland white spruce (61 acres,25 ha)and wet sedge-gras13
tundra (39 acres,16 ha)are also crossed •
.....I>."-!i==-l::.~~,..__J;:QR£:Lt_:rJl,_cti.on,_of_.the_Watana.-develo.pment·wi-l-l-resu-lt--inthe······direct-
_____;para_~_2 t'emova-1-of-vege·t·at:i:-on~i-th·tn-a-I'larea or approximately 35,605
acres (14,409 ha)covering a range of elevations from 1400 to
2400 feet (430 to 730 m).In addition about 5,258 acres (2128
ha)of unvegetated areas will be inundated or developed.Within
the d.g,m L spillway ,and impoundment areas about 36,531'acres
(l~,7?4 .hci)__'WiU De disturbed by cons truction and ch:;.:iring
operations.
3B-7-8
r
p.E~3~240 »
,para.2
p.E~3-243,
para.2
p .E-3-243,
para.3
p.E-3-244,
para.3
Approximately 5700 acres (2305 ha)of forest and 170 acres
(70 ha)of shrubland will be inundated or cleared for the dam,
spillways,and impoundment area (Table E.3.84).
Approximately 628 acres (254 ha)of primarily shrub and tundra
vegetation will be cleared along a 44 mile (71 km)corridor for
the Denali Highway-to-Watana access route (Table E.3.85).
Construction of this road will entail clearing an additional 402
acres (163 ha)of roadway.A 12-mile (19 km)railroad extension
between Devil Canyon and Gold Creek will be constructed on the
south side of the Susitna River,removing an additional 72 acres
(29 ha)of vegetation.
Transmission corridors comprise a total of 10,559 acres
(4258 ha)and will constitute another source of vegetation loss
and/or disturbance (Tables E.3.79,E.3.80,and E.3.86).The
transmission lines from Healy to Fairbanks cover a total of 3528
acres (142.8 ha).Open spruce (1370 'acres,554 ha)constitutes
the main vegetation type in the right-of-way.The Willow-to-
Cook Inlet transmission corridor (total cover 2056 acres,833
-ha)will cross primarily closed conifer-deciduous forest (554
acres,224 ha)and sedge-grass tundra (545 acres,220 ha).The
Willow-to-Healy transmission corridor (3437 acres,1375 ha)is
composed primarily of upland spruce-hardwood forest (769 acres,
307 ha)and shrub1ands (908 acres,363 ha).Shrub1ands (720
acres,291 ha),forest (511 acres,206 ha),and tundra DID
acres,125 ha)are included in the proposed right-of-way for the
Watana-to-Gold Creek transmission corridor (total area 1538
acres,622 ha).
3B-7-9
p.E"'3-24S,
para.3
p .E-3-246,
para.5
p.E-3-247,
Far more potential wetland areas are included within the Watana
development (30,717 acres,12,431 ha)than within the Devil
Canyon project area (4,216 acres,1,706 ha)Crable E~3.82).The
proportion of the area occupied by wetland .types also differs
within the two areas.Although potential palustrine forested
areas occupy the greatest areal extent of wetland types in the
Watana facility (66 percent of.total potential wetland),this
type occupies 48 percent of the potential wetlands to be affect-
ed by the·Devil Canyon facility.
Direct losses for the Watana project include 31,300 acres
(12,667 ha)of vegetation for the dam,impoundment and spillway
(5,231 acres,2,117 ha of unvegetated area will also be disturb-
ed).An additional 4,300 acres (1,742 ha).have been designated
for use as camp,village,airstrip,.aIld1:>.9:rr.Ow areas.These
potential losses account for only 1 percen~ofall vegetation in
the Watana and Gold Creek basins,but 3.3 percent of the vegeta-
tion present in a 20 mile (32 km)wide area spanning the Susitna
River from the mouth of the Maclaren River to Gold Creek.
Direct losses of vegetation for the Devil Canyon dam,spillway
and.impoundment areas will include 5,869 acres (2,386 ha)of
forests,tundra,and shrubland.4046 acres (828 ha)of unvege-
tated land will also be disturbed (Table E.3.84).
1
)
....._.._..___._.~..p.•E~3~24L,.-The-Wa taria.··access~t'oad-·-wil-l·-res u·lt··in--a-··!-oss-··ofap·p-rbxtmat-ery·
--------pa-ra-.:-3 6'28-aC::'r-e-s-(-2S4-na)of mostly tundra and shrubland vegetation
types.Additional losses of about 402 acres (163 ha)for access
roads and 72 acres (29 ha)for rail will be required for access
to the Devil Canyon facility.
3B-7-10
.i
'I,I
p.E-3-247)
para.4
p.E-3-252)
para.5
to
p.E-3-253)
para.2
Of .the total 10)559 acres (4)258 ha)of vegetation on right-of-
way for transmission lines)only a small fraction will need be
subject to initial clearing)since·there will·be no clearing of
low shrub or tundra types.
Without mitigation)construction of all project facilities would
remove vegetation from a total of about 53)736 acres (21)734 ha)
apportioned as follows:
acres hectares
Dams and spillways 237 96
Impoundments 36,959 14,957
Camps 245 99
Villages 263 109
Airstrip 42 17
Damsite borrow areas 4,292 1,737
Access borrow areas 35 14
Access routes 1,104 447
Transmission corridors*10,559 4,258
*Ground layer and soil will not be removed.
In addition 7)333 acres (2,968 ha)of unvegetated area will be
disturbed.About 95 percent of this area is river channel with-
in the impoundment areas.
Of this cumulative impac.t)vegetation removal resulting from
dams and spillways)impoundments,access routes,and the Watana
operational village will be ,..permanent,accounting for about 7015,~-35'
percent (38,386 acres)(]5,5 2 S--lita).The remaining 30 percent
(15,350 acres,6)199 ha)will allow application of the following
range of mitigation options.
3B-7-11
p .E-3.-256 J
parae 4
The Denali Highway-to-Watana 'route will r~move about 448 acres
(l81 ha)of shrubland and about 153 acres (62 ha)of tundra
,"
types ""accounting for less than one percent of total shrubland
or tundra'in the Watana and Gold Creek watersheds (Table
E.3.85).Only 1.5 acres (0.6 ha)of open white spruce forest
will be affected J and the number of individual trees actually
cut in this low density vegetation type will be statistically
insignificant on a local or .regional basis.
p.E-3-257,About two-thirds (67 percent)of the route is shrubland (256
p .E-3-258,Low abundance vegetation types which will receive the greatest
para.3 cumulative impact from construction of the impoundments and
to dams,access and transmission corridors;anct.aILanc_i.l.lary,..
p':'E-3":259~'faciliti;~-:-'''willb'~''-~~~~~~'~'''~l~~~~''~i~-~~-forest,and wet
para.4 sedge-grass tundra (Tables E.3.80 and E.3.83-E.3.85).A cumula-
tive total of 3221 acres (1303 ha)of open and clos'ed birch for-
est could be affected by construction-related clearing between
1985 and 2002.Based on the 1:63 ,360-scale mapping of the 20-
~~.!~..C~_~k...'II!.2.s.t'I:ip.a long.the ..Sus.itna,River ,(-the map'showing 'tne"
................~......._.....vegeta·~i-on-o·f-the-area-in-'-tn e grea t es t oe t a i-O--rTable'E.3 .5'2'T:'.......,
34 percent of the total 9,444 acres (3,822 ha)of this vegeta-
para.2
p.E-3-257,
para.3
acres,104 ha),about 20 percent is forest (93 acres,38 ha)and
15 percent is tundra (53 acres,22 ha)(Table E.3.85)'
The Devil Canyon-to-Gold Creek railroad route will traverse
almost entirely closed mixed forest (about 50 acres,20 ha)and
open'iiiixed forest:(about 14 acres,6 ha)(Table E.3.85).l
\
}
1
tion type could be removed by construction.About 3,143 acres
(1,272 ha)or 33 percent of the total coverage will be entirely
removed by clearing of the impoundments ,.(Tables E.3 .83 and
E.3.$41.The remaining 68 acres-(:2.S::'h<r}·wi'N'be selectively
cleared as discussed further below.
3B-7-12
J
J
r
The other low-abundance vegetation type within the Watana and
Gold Creek watersheds to be affected by construction,wet
sedge-grass tundra,will be crossed by access and transmission
corridors (82 acres,33 ha)(rables E.3.80,E.3.85)and inundat-
ed by the impoundment areas (235 acres,95 ha)(Tables E.3.83,
E.3.84).Borrow Area D (Figure E.3.37)will potentially remove
an additional 20 acres (8 ha)(Table E.3.83).The siting of all
pads,buildings ,.and other structural facilities has entirely
avoided this vegetation type.Therefore,a total of 337 acres
(136 ha)of wet sedge-grass tundra will be potentially affected
by construction between 1985 and 2002.This cumulative impact
represents about 4 percent of the total 8,691 acres (3,517 ha)
present within the·20-mile (32 km)strip mapped at 1:63,360
(Table E.3.52).Mitigative measures which will minimize drain-
age alterations in this wet vegetation type are discussed in
Section 3.4.2{c}.
I~summary,siting of pads,buildings,the Watana airstrip,and
o~'qer ancillary facilities has minimized clearing requirements
~~r low-abundance vegetation types.As fesidual impact,the
impoundments and access and transmission corridors will remove
about 34 percent of the birch forest,and 4 percent of the wet
sedge-grass tundra within the 20-mile (32 km)strip mapped at
1:63,360.
p.E-3-270,In fact,as stated in Sections 3.3.4Ca)and 3.3.6(a)(iv),the
para.1 10,559 acres (4,258 ha)required for transmission corridor
rights-of-way will be cleared only to a limited extent,as
explained in the following discussion.
3B-7-13
p.E-3-274,
para.4
to
p.E-3-275
para.1
Of the approximately 53,736 acres (21,734 ha)potentially sub-
ject to vegetation removal ona cumulative basis,about 30 per-
cent,or 15,350 acres (6,199 ha),wi,ll allow application of
mitigation measures discussed above._Approximately 46 the per-
cent of the total area covered by transmission corridors
(4,857 acres,1959 has,of the total 10,559 acres,4,258 ha)
will be left uncleared or partly cleared.In addition,use of
side-borrow and balanced -cut-and-fill_techniques for construc-
tion of the access roads and railroad extension will protect up
to 280 acres (112 ha)of vegetated area.J
Using the two examples cited above,-measures to minimize vegeta-,,;c';j
Hon removal will conserve about 5,092 acres (2071 ha),or up to
about 35 percent of the land area in question.,]
p .E-3-280,In summary,rectification will restore vegetation to approxi-
para.5 mately 3,209 acres (1,299 ha)temporarily lost to ancillary
facili'ties.This represents about 6 percent of the cumulative
total land area affected by direct loss of vegetation during
---~~-------------p-~ojeG-t--Gons-t-t'-uG-t-ion~and~opet'-a-t-i0n-(--5c.3T7-36-ac-res-,-Q-l,734--ha-)-.----
)
p .E"'3-282,For the Susitna project,the cumulative area lost in this way
para.3 will total about 38,386 acres {l5,535 ha),with 36,959 acres
to 04,957 ha)covered by the impoundments.Actual acreages of
p.E-3-282 vegetation types which will be removed were discussed previously
-----p-a-ra-;-4:-------ana,.--quant-ified-in-TabTEfs-E-~-3~83-ana--E:-3":84:-~--------------------------
From the preceeding options analysis,it is evident that meas-
ures for minimization,rectification and reduction of vegetation
loss will apply,at most,to about 30 percent (15,350 acres,
6,199 ha)of the total area of vegetation which will be removed
pythe_proJect.
3B-7-14
-I
I
CHANGES IN THE TEXT AND TABLES OF THE WILDLIFE SECTION OF CHAPTER 3 RESULT-
ING FROM CORRECTIONS OF BOTANICAL TABLES (the following sentences replace
the correspondin~sentences in the indicated paragraphs).
p.E-3-461,
para.4
Sentence 2.Should read:
forest will be cleared."
"About 26,647 acres (10,784 ha)of
p.E-3-463,
para.4
p.E-3-476,
para.1
p .E-3-498,
para.4
p.E-3~432,
para.4
Sentence 1.Should re,ad:"An estimated 6175 acres (2289 ha)
will be cleared within the Devil Canyon impoundment area and an
additional 519 acres of forest (210 ha)will be used for opera-
tional areas,campsites and borrow sites."
Sentence 2.Should read:"The total area affected (8492 acres,
3437 ha)and the total percent of forested land affected (O.J
percent)are much smaller than in the Watana reservoir area."
Sentence 1.Should read:"Table.E.3 .166 indicates an order-of-
magnitude estimate of 1,200 small to medium-sized breeding birds
lost to the transmission line,less than 0.1 percent of the pop-
ulation within 16 km of the Susitna River between the Maclaren
River and Gold Creek."(This correction supercedes the Acres
errata of 29 March 1983.)
Sentence 1.Should read:"Based on the estimate of about one
wolverine per 40,320 acres (163 km2 )derived in Section
4.2.1(g),the direct loss of over 40,846 acres (16,530 ha)caus-
ed by the Watana impoundment and facilities would lower the
carrying capacity by about two wolverines."
3B-7-15
p.E-3-441,
para.2
Table E.3.144
Sentence 2.Should read:"Using a figure of 11,798 ha of
forest habitat lost to the Watana impoundment area,borrow
sites,construction sites and camps,habitat supporting 100
marten (J.4 percent of the forested habitat in the Susitna
..watershed upstream from Gold Creek)would be lost."
Under Permanent Habitat Loss,Watana alone:the area
affected by the access corridor should be changed from 192
to 255 ha.The area affected by the Access Corridor from
Denali H.ighway to Watana should be changed from 192 to
255 ha.The area affected by the permanent village should
be changed from 27 to 35 haG The area affected by the per-
manent airstrip should be changed from 47 to 17 haG
Under Permanent Habitat Loss,Devi:l Canyon:the area
affected by the access corridor should be changed from 218
to 192 ha.The area affected by the access corridor from
Watana to Devil Canyon should be changed from 189 to
163 ha.
Under Habitat Alteration and Temporary Habitat Loss,Watana
alone:the area affected by the transmission corridor from
Watana to Devil Canyon should be changed from 379.8 to
419 ha.The area affected by the transmission corridor
from Devil Canyon to Gold Creek should be changed from 77.5
Under Habitat Alteration and Temporary Habitat Loss,Devil
CanYon:the area affected by the transmission corridor
from Watana to Devil Canyon should be changed from 209
additional to O.The area.affected by the transmission
cdrriddtfroIll Devil Canyon 1:0 Gold Creek should be changed
from 0 to 84 additional haG
3B-7-16
j
."f-j
~.
.(
OJ
1
Table.Eo3.145
Table E.3.151
Under (2)Habitat Alteration and Temporary Habitat Loss-=
transmission corridor.Sentence should read:."Nearly all
152,000 ha of the corridor is likely to become winter habi-
tat of reasonable quality to moose.No existit1;g winter
habitat will be made unusable.Corridor will be maintained
in early succe~sion throughout the life of the project."
Next sentence should read:"Drifting snow is unlikely to
be a significant factor in the 300-foot corridor ·and will
not reduce forage availability."
Under (5)Increased Human Access-hunting and poaching.
Sentence should read:"Much of the current harves;t is ill-.,
egal and the illegal harvest will increase in th¢absence
of better control.Current legal harvest is unlimited (n9
bag limi t)and harves t is likely to increas e.The current
annual take is 40-45%of .the population.
3B-7-17
RECORD OF TELEPHONE CONVERSATION
I
ALASKA POWER AUTHORITY RESPOBS~
TO AGENCY COMMENTS ON LICENSE
APPIICATICN;BEIEBEBCE TO
COMMENT (S):1.507,1.508
--.--JI-.--------
OFS No:15'12./0 '1CHARGE:
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