HomeMy WebLinkAboutAPA2564TK.
1425
.58
F471
no.2564
ALASKA POWER AUtHORITY B!SFO~SI
10 AGENCY C088!H~S CH LICENSE
l~PLICATIOH;SEllBBle!TO
CC811£IT CS ):"I.346,I.542,1.552
SUSITNA HYDROELECTRIC PROJECT
RIVER STAGE FLUCTUATION
RESULTING FROM ALTERNATIVE OPERATIONS
WATANA DEVELOPMENT
Report by
Harza-Ebasco Susitna Joint Venture
Prepared for
AlcoE'ka Power Authority
Final Report
January 1984
twt 8 lSSi\!l\
ALASKA RESOURCES U~T),,.)YQS
1l.a.1l~gJE ~Oh.S «(
...TABLE OF CONTENTS
SECTION/TITLE ~
LIST OF TABLES i1
LIST OF EXHIB ITS iii
1.0 SUMMARY 1
2.0 INTRODUCTION 1
3.0 METHODOLOGY 1
4.0 BASIC DATA 3
5.0 ROUTING AND RESULTS 3
References
Tables
Exhibits
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I 1
I 2
3
I 4
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LIST OF TABLES
TITLE
Near Extreme Power Peaking Operation Hourly
Release Pattern for One Day
Estimated Intervening Flows
Range of River Stage Fluctuation from Devil Canyon
Damsite to the Confluence with Chulitna River
Range of River Stage Fluctuation from the ~onf1~ence
with Chulitna River to Sunshine Gage Station
.-i1 -
-
1
..----,._~--_._-..,.-------------:;;:------.-_.,---~----.--._--.._.._~_._.".,.,,:.
NO.
1-5 ..-
6
7
8
9
10
11
12
13
14
15
16
I~n 17
18I'
"19
I
..,20
21
"22II
"23
I
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LIST OF EXHIBITS
TITLE
~
River Cross Sections Used inD,*a~jc Wave Routing
Routed Discharge and Riverstage Hydrograph at Section 68
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 55
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 44
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 30
for Summer Operation
Routed Discharge and Riverstage Bydrograph at Section 18
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 3
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 68
for Winter Operation
Routed Discharge and Riverstage Hydrograph at Section 55
for Winter Operation
Routed Discharge and Riverstage Hydrograph at Section 44
for Winter Operation
Routed Discharge and Riverstage Hydrograph at Section 30
for Winter Operation
Routed Discharge and Riverstage Hydrograph at Section 18
for Winter Operation .
Routed Discharge and Riverstage Hydrograph at Section 3
for Winter Operation
Rcuted Discharge and Riverstage Hydrograph at Section 1
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 0.3
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Sunshine Gage
for Summer Operation
Routed Discharge and Riverstage Hydrograph at Section 1
for Wiuter Operation
Routed Discharge and Riverstage Hydrograph at Section 0.3
for Winter Operation
Routed Discharge and Riverstage Hydrograph at Sunshine Gage
for Winter Operation
-iii -
1.0 SUMMARY
River stage fluctuations due to alternative operations
of the Watana development were estimated for the Susitna
River from the Devil Canyon damsite to the Sunshine gage
station.The estimation was made by routing two discharge
patterns assumed to represent near extreme summer and winter
power peaking operations for Watana.Results of the routing
are given in Tables 3 and 4.The ranges of river stage
fluctuation upstream of the confluence with Chulitna River
are 0.9 to 1.9 feet for summer operation,depending on loca-
tion,and 1.6 to 4.2 feet,for winter operation,depending on
location.From the confluence with the Chulitna River to
Sunshine gage,the corresponding fluctuations are reduced to
0.1 to 0.5 foot for summer operation and to about 1.4 feet for
winter operation.The discharge and stage hydro graphs at 9
selected locations along the river are shown on Exhibits 6
through 23.
2.0 INTRODUCTION
Operation of the Watana development requires adjustments
of release from the reservior for energy production according to
load requirements.There could be considerable fluctuation
of reservior releases within short time intervals if the de-
velopment is "operated to meet consumption requirements.A
brief study was made in late November 1983 to evaluate attenu-
ation of discharge and river stage fluctuations in the reach
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between Devil Canyon to Talkeetna upstream of the confluence
with the Chulitna River.This study extends the analysis to
the Sunshine gage located about 14 miles downstream of the
confluence.
3.0 METHODOLOGY
To estimate river stage fluctuation due to alternative
operation of Watana,the dynamic wave routing model (DAMBRK)
developed by Dr.D.L.Fread of National Weather Service el)
was used to route the reservior release for energy production
from Watana Dam to Sunshine.
The model is based on the Saint-Venant unsteady flow
equations.The Saint-Venant unsteady flow equations consist
of a conservation of mass equation,i.e.,
+-a (A+Aq)_q =0
at
and a conservation of momentum equation,·i.e.,
~h+gA(~+Sf +S )=0voXe
1
1
l
where Q is the discharge,A is the active cross-sectional
area of flow,Ao is the inactive (off-channel storage)
cross-sectional area,x is the longitudinal distance along
the channel (valley),t is the time,q is the lateral inflow
or outflow per linear distance along the channel (inflow is
positive and·outflow is negative in sign),g is the accelera-
tion due to gravity,Sf is the friction slope,Se is the
expansion-contraction slope,and h is the water depth.
In order to solve the unsteady flow equations,the initial
conditions of the flow at all cross sections must be known.
-2-
The initial flow at each cross section is computed to be:
Ql =Ql.'-l +ql.'_l~x i =2,3,-N
where Ql is the known discharge (assumed to be steady)at
the upstream end,and q.Ax is any lateral inflow from trib-l.
utaries existing between the cross sections spaced at intervals
of ~x along the reach.
The water surface elevations associated with the initial
flows are internally determined by solving the following
equation:
..Q..(Q2/A)+gA
Ox
(oh +Sf)=0ox
where Q is the flow (assumed to be steady),A is the active
cross-sectional area of flow,x is the longitudinal distance
along the channel,h is the water depth,gis the accelera-
tion due to the gravity,and Sf is the friction slope.
In addition to the initial condition,boundary conditions
at the upstream and downstream sections of the .reach must
be specified.At the upstream boundary,the reservoir release
pattern provides the necessary boundary condition.The down-
stream boundary condition may be,and was,specified by the
stage-discharge rating curve for the downstream end of the reach.
4.0 BASIC DATA
Two release patterns assumed to represent near extreme
summer and winter power peaking operations for Watana were used
in the analysis,assuming no downstream project (Devil Canyon
dam)and open water flow conditions.These release patterns
are shown in Table 1.
The drainage area downstream from Watana also contributes
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runoff to the Susitna River.This runoff,termed herein as
II intervening flow,~~was estimated based on the drainage area
ratio using natural streamflow at Gold Creek.The streamflows
selected are those typical of summer (represented by August)
and winter (represented by December)in an average year.Table
2 shows the estimated intervening flows for each sub-reach
of the river between \vatana and Sunshine.
Exhibits 1 through 5 show various sub-reaches of the river
and the locations of cross sections used in the analysis.
The cross section data used in the analysis were used in the
Instream Hydraulics Study (2).
5.0 ROUTING AND RESULTS
Attenuation of discharge and river stage by the reach between
Watana and Devil Canyon is insignificant because of the steep
slope of the river and the narrow canyon confining the river.
Therefore,the routing was carried out for the reach between
Devil Canyon and the Sunshine gage,with the reach divided
into two sub-reaches as described below:
1.Devil Canyon damsite to Talkeetna upstream of the confluence
with the Chulitna River (52 miles).
Cross-section data at the 6.3 locations shown on Exhibits
1 through 4 were used.The values of Manning's "n"used
in the analysis were those obtained from the Instream
Hydraulics Study (2).The reservoir release patterns
provided the upstream boundary conditions.At the downstream
boundary,the stage-discharge rating curve at crOss section
3 just upstream of the confluence with the Chulitna River
- 4
was used to define the boundary condition.The rating
curve was obtained from the Instream Hydraulics Study (2).
Exhibits 6 through 17 show the routed discharge and stage
hydrographs at six locations along the sub-reach.Table
3 summarizes the daily stage fluctuations at each of the
six locations for each discharge pattern.
2.Downstream of the confluence with the Chulitna River to
the Sunshine gage (14 miles).
Cross-section data at the 11 locations shown on Exhibit 5
were used.The cross-section data and channel roughness
were also obtained from the Instream Hydraulics Study
(2).The routed hydrographs at cross section 3 in the
first sub-reach were used to define the upstream boundary
condition.The downstream boundary condition was defined
by the stage-discharge rating curve at the Sunshine gage.
Exhibits 18 through 23 show the routed discharge and
stage hydro graphs at three locations along the sub-reach.
Table 4 summarizes the daily stage fluctuations at each of
the three locations for each discharge pattern.
The result of the dynamic flow routing as presented in Tables
3 and 4 indicate that attenuation of the discharge and stage
fluctuations by the channel storage downstream from the
project is relatively small for the sub-reach upstream of
the confluence with the Chulitna River.Thus considerable
-5 -
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fluctuations remain in that sub-reach.However,the
fluctuations are significantly smaller for the sub-reach
idownstream from the confluence with the Chulitna River
to the Sunshine gage.The fluctuations downstream from
Sunshine would be even smaller because of the wider channel
and additional intervening flows.
_ 6 _
~-------~----~,.~
NO.
1
2
REFERENCES
TITLE
Fread,D.L.,liThe NWS DAM-BREAK Flood Forecasting
Model"National Weather Service,NOAA,January,.1982.
Harza-Ebasco Susitna Joint Venture Instream Hydraulic
Study,lILower Susitna River,Water Survace Profiles
and Discharge Rating Curves,11 Preliminary Report,
October 1983.
Il!>'['
I
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-
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IIIItMllII,1IIIlIIIII ....._=====-=---=--=-=--=--o----_
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..-:.-..
'i .-'IABLE 1
I Near Extreme Power Peaking Operation
·1 Hourly Release Pattern for One Day~(cfs)..-....-
TIME SUMMER OPERATION WINTER OPERATION
(hr.)Watana Watana
2185 2185
(1)(2)
1 8.602 6,090
2 8,062 5,360
1 3 7,561 4,710
4 7,407 4.345
'1 5 7,291 5,035
6 7,561 7,-2.65I
7 8,718 9,500
8 11,978 11,285
9 11,843 12,890
10 12 ,171 13,195
11 12 ,884 13,155
12 13,019 13,095
13 12,826 12,990
14 12,634 12,890
15 12,634 13,135
16 12,691 14,050
17 12,846 14,050
18 12 ,961 14,050
19 12,441 14,050
20 12,036 13,745
1 21 11,843 12,665
22 12,036 11,285
23 12,961 9,380
24 9,895 7,045
Reach
..
TABLE 2
Estimated Intervening Flows
During Swmner
Qperation_{August)
(cfs)
During Winter
Operation (December)
Cds)
.....
--
-Between
Watana -x-sect.68 1,600 110
(Represe.nted at x-sect.68)-
Between
x-sect.68-50 700 80
(Represented at x-sect.58)
Between .,r,~
x-sect.50-24 300 40
(Represented at x-sect.35)
Between
x-sect.24-3 500 60
(Represented at x-sect.11)
Between
x-sect.3-2 22,200 1,460
(Represented at x-sect.22)
""~.
Between
x-sect.2-0.001 9,270 840
(Represented at x-sect.1.1)~
___________________________1·
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TABLE 3..-
Range of River Stage Fluctuation (ft)
Devil Canyon Damsite to the Confluence with Chulitna River
...,.
1-.-
I
Location
River Mile
from Mouth
(mi)
Watana 2185
SUMMER OPERATION WINTER OPERATIO~I
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-r
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r-r
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x-sect.68 150.2 1.9 4.2
x-sect.55 141.6 0.9 ·2.1
x-sect.44 136.4 1.5 3.0
x-sect.30 127.5 0.7 1.6
x-sect.18 113.0 1.1 .2.4
x-sect.3 98.6 1.6 3.1
1/Assuming open water condition.
F
....TABLE 4 .--~.~_...
Range of River Stage Fluctuation (ft)
Confluence with Chulitna River to Sunshine Station
Location
x-sect.1
x-sect.0.3
River Mile
from Mouth
(mi)
97.02
94.23
Watana 2185
SUMMER OPERATION WINTER OPERATION~/
1
0.1
0.2
-
-
Sunshine gage
station 83.9 0.5 1.4
2/.-Assuming open water condition.
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LEGEND·
---River en.Slctioa.
------Riwr ero.SIction Far Which DiIcNrvt ..
StIIIII Hvdrowtphs we PrtIpInd
HARZA -EBASCO Susitna Jokit VIM ...•JInuIry '814
RIVER CROSS SECTIONS
USED IN DYNAMiC FLOOD ROUTING
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