HomeMy WebLinkAboutAPA1802BEFORE THE
FEDERAL ENERGY REGUL ATOR Y COMMI SSION
APPLICATION FOR LICENSE FOR MAJOR PROJECT
SUSITNA HYDROELECTRIC PROJECT
Prepared by:
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Reference Report
AT TACHMENT
TO
APPENDIX E.2.A
INCREMENTAL FLOW ANALYSI S
OF MAIN STEM SU SITNA RIVER
EFFECTS ON SELECTED SIDE SLOUGH S
EXHIBI T E
483
a..,____ ALASKA POWER AUTHORITY _ ___,
SUSITNA HYDROELECTRIC PROJECT
FERC LICENSE APPLICATION
PROJECT NO. 7114·000
As accepted by FERC, July, 29, 1983
TK
1425
.S8
F471
no.1802
Before the Federal Energy Regulatory Commission,
Application For License For Major Project,
Susitna Hydroelectric Project.
Reference Report,
Attachment To Appendix E.2.A,
Incremental Flow Analysis Of Mainstem Susitna River
Effects On Selected Side Sloughs : Exhibit E
This report was printed twice with variations to the cover and title page. Textual and illustrative
content is the same (except one printing has blue divider pages between chapters), and
worksheets and graphs are dated May 1983 (even though one printing is dated February 1983
on the cover).
For the sake of documenting the varying printings as the same bibliographic resource so that all
copies can be identified as the same document, the covers and title pages of the two printings
are retained in this electronic file.
Differences:
February 1983 on cover July 1983 on cover
no date on title page July 1983 on title page
Printed on cover and title page (with '29' in
date):
"Susitna Hydroelectric Project FERC license
application, Project No. 7114-000 As accepted
by FERC, July, 29, 1983"
Label adhered to cover (with '27' in date):
"Susitna Hydroelectric Project FERC license
application, Project No. 7114-000 As accepted
by FERC, July, 27, 1983"
blue divider pages plain divider pages
These changes do not represent different editions.
FERC LICENSE APPLICATION PROJECT NO. 7114-000 As accepted by FERC, July, 27, ,_;::;J
BEFORE THE
FEDERAL ENERGY REGULATORY COMMISSION
APPLICATION FOR LICENSE FOR MAJOR PROJECT
SUSITNA HYDROELECTRIC PROJECT
Reference Report
ATTACHMENT
TO
APPENDIX E.2.A·
INCREMENTAL FLOW ANALYSIS
OF MAINSTEM SUSITNA RIVER
EFFECTS ON SELECTED SIDE SLOUGHS
EXHIBIT E JULY 1983
� ALASKA POWER AUTHORITY -
ATTACHMENT
Table of Contents
Section Title Page
Part 1 Slough SA A-i—i through
A-1-19
Part 2 Slough 9 A-2—1 through
A-2-2$
Part 3 Slough 21 A—3—1 through
A-3-24
Part 4 Rabideux Slough A-4-1 through
A -4-18
fl
I]
I I
i I
ATTACHMENT
PART 1
SLOUGH 8A PHYSICAL HABITAT VARIABLES -
ATTACHMENT
PART 1
SLOUGH 8A PHYSICAL HABITAT VARIABLES
Slough Description
Slough 8A is located near Susitna River Mile 126.A vicinity map and a
streambed profile are shown on Worksheets 1 and 2,respectively.Work
sheet 1 shows that Slough 8A has an intermediate channel (also called
Slough 8)with an intermediate berm.The lengths of Slough 8A,main
channel,and intermediate channel are about 1.5 miles and 0.6 mile,
respectively.A beaver dam exists downstream of the intermediate
channel.
Slough Discharge
Discharges at the downstream end of Slough 8A range from 3 cfs to 43
cfs as Susitna River discharges vary from 1,000 cfs to 31,000 cfs.All
Susitna River discharges referred to in this attachment are discharges
at Gold Creek gage.The intermediate’berm is overtopped at Susitna
River discharge of about 26,000 cfs.The upstream berm is overtopped
at a discharge between 30,000 and 32,000 cfs.Slough discharges are
listed in Table A-2 of Appendix E.2.A.
Worksheet 3 shows the relation between Slough 8A discharges and main—
stem discharges.The slough discharges were estimated from:-
o measurements by R&M at a gage on Slough 8A.
o measurements by ADF&G (1982,1983)
These discharge data were used in combination with other analyses des
cribed below to determine Susitna River threshold discharges and
corresponding slough discharges.
Aerial photographs of Slough 8A on 1 August 1980,when Susitna River
discharge was 31,100 cfs,indicate that the intermediate berm was over
topped but the upstream berm was not.Therefore,Regime III flow does
not occur in the range of Susitna River discharges being analyzed
(1,000 cfs to 31,000 cfs).
The threshold discharge for overtopping the intermediate berm (Section
H4,see Worksheet 1),was estimated from a plot of water surface
elevations versus discharges of the Susitna River at the berm,as
shown on Worksheet 4.The worksheet indicates that the intermediate
berm with an invert elevation of 573.1 ft,msl (R&M,Dec.1982 a)is
overtopped when Susitna River discharge rises to about 26,000 cfs.
This threshold discharge was confirmed by a field observation made on
June 29,1983.Worksheet 4 is based on three sets of data.The first
is a set of water surface elevations of the Susitna River at cross
section LRX—29 (ADF&G 1983,see Worksheet 1).The second set consists
A-i-i
of unpublished observations made by R&M at LRX-29 in 1982.The third
set of water surface elevations were estimated from water surface
widths of Section H4 measured from aerial photographs,taken by the
National Aeronautical and Space Administration (NASA),as shown in the
following table:
Discharge Water Water
at Gold Surface Surface
Creek Date Width Elevation
cfs ft ft,msl
22,600 8/11/1980 0 -
31,100 8/1/180 80 573.5
41,000 6/19/1977 155 574.0
Water surface elevations at surveyed cross sections were estimated by
finding elevations at which the sections have the widths measured from
the aerial photographs.The mainstem discharge water surface elevation
relationship was plotted on Worksheet 4.The curve fitted to all data
points shows a threshold discharge between Regimes II and 11-A of about
26,000 cfs.
The threshold discharge between Regimes I and II was estimated by field
observation to be approximately 10,000 cfs.
Worksheet 3 indicates an approximate slough discharge of 8 cfs in
Regime II.Slough discharge in Regime I is about 3 cfs based on one
measurement by ADF&G (1982)when Susitna River discharge was 8,000
cfs.
Slough discharge in Regime Il—A was estimated by computing discharge
over the intermediate berm and adding it to Regime II discharge.
Discharge over the berm for a given mainstem flow was computed by the
broad-crested weit formula with a discharge coefficient of 2.7 and
headwater elevations equal to water surface elevations in the Susitna
River (Worksheet 5).The discharge over the berm is 0.1 cfs at a main-
stem discharge of 27,000 cfs.Slough discharges are listed in Table
A—2 of Appendix E.2.A.
Slough Water Surface Elevation
Slough Mouth
Worksheet 6 shows measured water surface elevations at the mouth of
Slough 8A (Section Wi)for mainstem discharges between 11,700 cfs and
26,500 cfs.The data are from readings at staff gages 125.2 and 125.2
E1B (see Worksheet 1)and a surveyed water surface elevation of Section
Wi (see Worksheet 1)on August 4,1982 by R&M (Dec.1982a).Gage 125.2
is located at Section Wi and gage 125.2 EiB is located a few feet
upstream of Section Wi.The plotted data were fitted visually with a
curve,and the curve was extrapolated between 10,000 cfs and 11,500 cfs
and between 26,500 cfs and 31,000 cfs.
A-1-2
For mainstem discharges less than 10,000 cfs (Regime I),the water sur
face elevation at the slough mouth was estimated to be 559.4 ft.ms].
This was obtained by computing the water surface elevation at a control
section immediately downstream of Section Wi (Worksheet 2)and assuming
a horizontal water surface profile between the control section and
Section Wi.The shape of the control section was assumed to be the
same as that of Section Wi but the invert of the control section is 1.0
ft.higher as shown in Worksheet 2.The water surface elevation at the
control section was computed by both uniform flow and critical flow
formulas.Both yield a flow depth of approximately 0,1 ft and a water
surface elevation of 559.4 ft,msl.
Mid—Slough
Water surface elevations in mid—slough at Section S6 (see Worksheet 1)
corresponding to various mainstem discharges are shown in Worksheet 7
based on field measurements.A horizontal line was fitted visually to
the points for mainstream discharges greater than 10,000 cfs.The
points show some scatter,but the water surface elevations vary within
0.6 ft for mainstem discharges between 10,000 cfs and 32,500 cfs.
For mainstem discharges less than 10,000 cfs,the water surface eleva
tion was computed to be 562.6 ft,msl by assuming uniform flow condi
tions.The flow depth is estimated to be 0.2 ft.The slough discharge
is 3 cfs,as at the slough mouth.This is based on the observation
that,when the berms are not overtopped,all flow in the slough origin
ates from groundwater upwellfng upstream of Section 56 (ADF&G,1983,
Fig.411—3—14).
Intermediate and Upstream Berms
When the intermediate berm is overtopped,the discharge and depth of
flow over the berm have been estimated by the broad-crested weir
formula.The water surface elevations were computed by adding flow
depths to the invert elevation (Worksheet 5).
The upstream berm is not overtopped for the range of discharges being
studied.Therefore,no water surface elevations are listed in
Table A-2 of Appendix E.2.A.
Slough Flow Depths
The depths of flow at the slough mouth,mid—slough,and intermediate
berm were determined by subtracting the appropriate thaiweg elevations
from the water surface elevations.
The thalweg elevations are 558.3 ft,msl,at the mouth (Section Wi),
568.4 ft,msl,at mid—slough (Section 56)and 573.1 ft.msl,at the
intermediate berm (Section H4).These elevations were taken from sur
veys by R&M (Dec.1982a).
Flow depths are zero at the intermediate berm for mainstem discharges
less than 26,000 cfs,and at the upstream berm for discharges less than
31,000 cfs.
A-i-3
Slough Velocities
The average flow velocities in the slough were computed by dividing
slough discharges by the flow cross—section areas.For the sloughmouth,the discharges are those listed in Table A-2,and the flow areasweredeterminedusingSectionWiandwatersurfaceelevationsinthetable.
For the mid-slough (Section 56),discharges are 3 cfs for Regime I and8cfsforbothRegimesIIandhAbecauseSection56isupstreamoftheintermediatechannel.The flow areas were computed using Section 56andmid—slough water surface elevations in Table A-2.The computedaveragevelocitiesarelistedinTableA-2 of Appendix E.2.A.
Average velocities at the intermediate berm were computed by dividingdischargesoverthebermbyflowareausingSectionH4.
Worksheets 8 and 9 present examples of lateral distribution of flowvelocitieswithincrosssections.These velocities were measured at across-section about 1600 ft upstream of the slough mouth (Worksheet
1).
Wetted Surface Area
Worksheet 10 shows wetted surface areas of Slough 8A measured fromaerialphotographstakenbyNASA,R&M,and North Pacific Aerial Surveys,Inc.A straight line was fitted to the plotted data and extrapolatedtoamainstemdischargeof10,000 cfs.
For Regime I (less than 10,000 cfs),slough water level is not affectedbySusitnaRiverbackwater.Thus,the wetted surface area shouldremainconstantsincesloughdischargeremainsunchanged.
To compute wetted surface area for Regime I,the water surface profileforSlough8Awasapproximatedbyplottingwatersurfaceelevationsatthemouth,mid—slough and Well No.5 as shown on Worksheet 11.Watersurfaceelevationsatallavailablecross-sections were then read fromtheprofile,and the corresponding water surface widths were determinedfromsurveyedcross—sections.The wetted surface area for the sloughwasthencomputedusingwatersurfacewidthsatthecross—sections andthedistancesinbetween.The wetted surface area of the intermediatechannelwascomputedsimilarly.The water surface elevation at Section53wasestimatedtobethesameasthewaterlevelinWellNo.10(Worksheet 1).
Based on observations,groundwater elevations near the slough were usedtoapproximatesloughwatersurfaceelevations.For example,sloughwatersurfaceelevationsatSectionS6atamainstemdischargeof15,000 cfs,shown on Worksheet 7,were observed to be about 568.5 ft.msl,to 568.8 ft.msl.Groundwater level in the nearby well No.9 wasobservedtobeabout568.5 ft.msl,as shown on Worksheet 14.
The wetted surface areas for Regimes I,II,and 11—A are presented inTableA-2 of Appendix E.2.A.
A-i-4
Slough Wetted Perimeter
Wetted perimeters at the slough mouth were determined from appropriate
water surface elevations at Section Wi and the geometry of Section Wi.
Wetted perimeters at mid-slough and the intermediate berm were deter
mined at Sections S6 and H4,respectively,in a similar manner.
Slough Water Table Elevations
The groundwater monitoring system at Slough 8A consists of 15 observa
tion wells shown on Worksheet 12.The relation between water table
elevation and mainstem discharge is shown on Worksheet 13.Three wells
were chosen to represent the general groundwater conditions at theslough.The wells were chosen using the following general criteria:
1.representation of the groundwater conditions in the upstream
area (Well No.5)and mid—slough (Wells No.9 and 10).
2.availability of data for the widest range of mainstem dis
charges;and
3.location far enough removed from the mainstem to reduce
short—term water level fluctuations.
For each of the selected wells,the relations between water tableelevationsandmainstemdischargeswereplotted(Worksheet 14).For
each mainstem discharge the corresponding water table elevation wasreadfromWorksheet14.The results are summarized in Table A-2 ofAppendixE.2.A.
A-i-5
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Oat.x-s 29 8-1 8-3 8-4 8-5 8-6
Apr.26 579.47 575.42 574.39 574.76 d
May 15 576.31
May 27 581.16 577.87 573.94 574.91 573.22
Jun.24 581.42 577.54 575.06 574.99 573.11
Jun.29 573.45 S81.26 576.38 575.00 574.94 572.98
July 18 580.99 575.69 574.89 574.83 572.89
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573.32
573.23
573.13
569.91 568.62
569.36 568.56
569.03 568.55
568.61 568.40
Aug.3
Aug.5
Aug.6 571.61
Aug.9 571.67 580.41 576.18 574.87 574.77 -572.97 573.12 569.0956843 -
Aug.27 f2,?D0
S9.3 571.06 -577.41 575.10 574.97 573.17 573.32 569.66 568.52
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Sep.10 570.97 --575.54 574.64 574.56 572.90 572.96 569.12 568.31
Sep.20 572.84 581.41 578.45 575.32 575.30 573.44 573.58 7fli1 568.91 t1O0O
Oct.5 569.80 d 576.57 574.90 574.77 573.03 573.15 569.64 568.37
Oct.13 -d 574.74 574.06 d 572.78 572.78 -568.16
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Apr.26 566.15 565.64 566.33 C0”[May 15
May 27 565.30 565.49 000
June 24 565.15 565.79 a .2D00
9!Z9 -$000
July 18 565.54 565.51 564.38 572.63 572.32 572.23
Aug.3 572.19 572.33 572.35
Aug.5 571.85 571.86 571.83 /7,(/0?
Aug.6 571.79 571.75 571.73 571.87 /,‘0D
Aug.9 565.56 565.83 564.29 571.81 d 571.61 571.81
_____
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Aug.27 d d 571.05 571.26
Sep.3 565.76 566.28 U 571.24 U 571.41 571.87 572.32
Sep.5 570.99 U -577.74 572.28 /3,oo
Sep.10 565.75 --577.16 d d 571.36 572.24 /C,(tDD
Sep.20 566.00 566.70 564.44 573.24 573.33573.25 573.42 573.72 -6,000
Oct.5 565.70 565.12 U 570.39 d d 577.22 573.09 9 ?00
Oct.13 --U -U U 570.48 572.58
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ATTACHMENT
PART 2
SLOUGH 9 PHYSICAL HABITAT VARIABLES
ATTACHMENT
PART 2
SLOUGH 9 PHYSICAL HABITAT VARIABLES
Slough Description
Slough 9 is located neat River Mile 129.A vicinity map and a thalweg
profile are shown in Worksheets 1 and 2.Slough 9 is approximately 1.2
miles long.
Slough Discharge
Worksheet 3 shows Slough 9 discharge values plotted against Susitna
River discharges at Gold Creek.The slough discharges were determined
from:
o discharge measurements made during 1981 and 1982
o daily discharge values from August 10 through September 14,
1982 determined from continuous stage data and a rating curve
for the slough (see Worksheet 1 for the location of the stage
recorder,daily values were plotted on Worksheet 4).
Worksheet 3 was used to estimate the threshold discharge between
Regimes II and III to be about 20,500 cfs (see Table A-i of
Appendix E.2.A.).
Worksheet 5 shows slough discharges plotted against main stem dis
charges for Regimes I and II flow only,using the same data source as
Worksheet 3.The data indicate that slough discharge is greater during
Regime II than in Regime I.This is expected since Regime II usually
implies wetter basin conditions.However,the data also indicate that
there •is no definite relationship between slough discharge and mainstem
discharge for Regimes I and II.Therefore,for the purposes of this
analysis,a constant value was assigned to slough discharge for each of
Regimes I and II.A higher value was used for Regime II.
The values of slough discharge presented in Table A-3 of Appendix E.2.A
were taken from Worksheets 3 and 5.
Slough Water Surface Elevations
Worksheet 6 shows water surface elevations at the berm just downstream
of the mouth of Slough 9 plotted against Susitna River discharge Gold
Creek.This berm acts as the entrance to the slough mouth.Work
sheet 6 was used to estimate the threshold discharge between Regimes I
and II to be about 11,000 cfs (see Table A-i of Appendix E.2.A).The
data are from two sources:
o For flows above about 11,000 cfs,water surface elevations
were determined from staff gages 129.2 W1A and WiB during
A-2-1
1982 (see Worksheet 1 for location).This staff gage is
located downstream of the mouth (see Worksheet 7).
o For flows below 11,000 cfs,a constant water surface elevationwasusedbasedonanestimateofflowdepthatstaffgage129.2 W1A (Trihey,1982,Table 4,p.21)for:
--mainstem flow of 10,000 cfs,and
—-slough discharge of 3 cfs.
The water—surface elevations at the mouth of Slough 9 shown in TableA-3 of Appendix E.2.A,were determined from Worksheet 6.
Worksheet 8 shows water surface elevations at mid—slough in Slough 9plottedagainstSusitnaRiverdischargesatGoldCreek.The data atefromstaffgages913A&9138 (see Worksheet 1).The water surfaceelevationsatmid-slough presented in Table A-3 of Appendix E.2.A,weredeterminedfromWorksheet8.
The water surface elevations at the upstream end of the slough (crosssectionH9)were computed using the backwater program HEC-2 (U.S.ArmyCorpsofEngineers,January,1981).The program was run for four overtoppingdischargeconditions.Overtopping discharge was computed to besloughdischargeminus6cfsforbaseflow.Starting water surfaceelevationsweredeterminedfromtheratingcurveatthestaffgages913Aand9138,located at cross—section S3.Channel geometry was takenfromthefollowingsurveyedcross—sections,shown on Worksheet 1:
o transect 6 (1982)
o transect 10 (1982)
o transect 3 (1981)
o transect 2 (1981)
o section 58
o section Ff9
A Manning’s n-value of 0.035 was used,based on field observations.
Water surface elevations,depths,average velocities,and wetted perimetersresultingfromtheHEC—2 runs are plotted against slough overtoppingdischargesandSusitnaRiverdischargesatGoldCreekonWorksheet9.The water surface elevations at cross section Ff9 shown inTableA-3 of Appendix E.2.A,were taken from Worksheet 9.
Slough Depths
The depths of flow at the mouth,the mid-slough and the upstream endweredeterminedbysubtractingtheappropriatethaiwegsfromthewatersurfaceelevations.
A-2-2
The thalweg of the section at staff gages 129.2 W1A and W1B is 539.5
ft.msl.This value was subtracted from the water surface elevation at
the mouth presented in Table A-3 of Appendix E.2.A,to obtain the flow
depths at the mouth in the same table.
Worksheet 1 indicates that staff gages 913A and 913B are at cross—
section S3 (surveyed in 1982).The thaiweg of cross-section 53 is
592.4 ft.msl.This value was subtracted from the water surface
elevations at staff gages 913A and 913B for mid—slough shown in Table
A—3 of Appendix E.2.A,to obtain the depths at mid—slough shown in the
same table.
The method for determining the depths at the upstream end was discussed
in the previous section.
Slough Velocities
The average velocities in the sloughs were determined by dividing the
slough discharges by the cross-section areas.
A surveyed cross-section was not made at staff gages 129.2 W1A and W1B.
The nearest surveyed cross-section was about 450 feet upstream (Section
128.4 Wi,see Worksheet 7).The cross-sectional shape of the two sec
tions was estimated to be similar.Based on this estimate,the eleva
tions of section 128.4 Wi were adjusted such that its thalweg matched
the invert elevation of the staff gage section.This estimated cross—
section at the staff gage was used to determine the average velocities
at the mouth using the methodology described above.These values are
shown in Table A—3 of Appendix L.2.A.
The average velocities corresponding to four discharge measurements
made near the mouth of Slough 9 during 1981 and 1982 are shown on Work
sheet 10.They were added to the worksheet for comparison with the
average velocities computed using the method described previously.
Scatter in the comparison can be attributed to the fact that the dis
charge measurements were not made at the same cross—section at which
the staff gage was located.
The average velocities at mid—slough were computed by dividing slough
discharges,listed in Table A—3 of Appendix E.2.A,by corresponding
flow areas.The flow areas were determined with cross-section S3 using
water surface elevations listed in Table A-3.The resulting average
velocities at mid—slough are shown in Table A—3 of Appendix E.2.A.
Worksheet 9 was used to determine the values of average velocity at the
upstream end shown in Table A—3 of Appendix E.2.A.Worksheet 9 was
determined from the HEC—2 backwater runs described previously.
A-2-3
To supp]ement average velocities shown in Table A-3 of Appendix E.2.A.,
the following is provided:
o lateral velocity distributions obtained from discharge meas
urements (Worksheets 11 through 15).
o velocity and depth ranges for transects 1 through 10 (1982)
for four discharge events (Worksheet 16).(See Worksheet 1
for location of transects).
Total Wetted Surface Areas
The total wetted surface areas of Slough 9 were computed by:
o measuring surface areas from aerial photographs of the slough
for a range of Susitna River discharges at Gold Creek (see
Worksheet 20).
o using the average end width method.
Seepage ponds,which often appear within the slough in the aerial
photos,were not considered part of the total wetted surface area if
they were not connected via surface flow to the wetted surface area
downstream.
Worksheet 17 shows the surface areas plotted vs.Susitna River dis
charge at Gold Creek.Scatter in the relationship can be attributed
to:
o varying clarity of aerial photos
o judgment used in delineating surface area boundaries on
aerial photos,especially when shadows,banks,trees,etc.
impede sight of wetted boundary.
The total wetted surface area values presented in Table A-3 of
Appendix E.2.A,were determined from Worksheet 17.
Slough Wetted Perimeters
For the slough mouth the wetted perimeters were estimated to be equal
to the top widths.This estimate is reasonable for flat,shallow
cross—sections.Field observations confirm that flat,shallow sections
are typical in Slough 9.The top widths for the mouth (Section Wi)
were determined by the following methods:
o measurements from aerial photos.
o field measurements.
A-2-4
The top widths for the mouth are plotted against Susitna River dis
charge at Gold Creek on Worksheet 18.The values of wetted perimeter
shown in Table A-3 of Appendix E.2.A,were taken from this worksheet.
The wetted perimeters at mid-slough were computed with cross-section S3
and water surface elevations listed in Table A—3 of Appendix E.2.A.,
and ate shown on Worksheet 19.
The top widths at the upstream end were taken from the HEC-2 run des
cribed previously (see Worksheet 9).Worksheet 9 was used to determine
the values of wetted perimeter at the upstream end shown in Table A-3
of Appendix E.2.A.
Slough Water Table Elevations
The groundwater monitoring system in Slough 9 consists of 14 observa
tion wells installed during 1982 (see Worksheet 20).Water table
elevations and corresponding Susitna Rivet discharges at Gold Creek are
shown in Worksheet 21.Wells 5,11,and 14 (referred to as upstream
well B,upstream well A,and mid—slough well in Table A—3 of Appen
dix E.2.A),were chosen to represent the general groundwater conditions
in the slough,based on the following criteria:
o representation of the groundwater conditions in the upstream
and intermediate areas of the slough.(No wells were
insa71ed near the mouth).
o availabi]ity of data for the widest range of mainstem
discharges.
o location far enough removed from the mainstem to reduce
short—term river water—level fluctuations.
Water table elevations are plotted against Susitna River discharges at
Gold Creek in Worksheet 22;this plot was used to determine the water
table elevations shown in Table A—3 of Appendix E.2.A.
A-2-5
SUSITNARIVER.1f,z’9.zw14a—c1izc.zL&)IL3StcCf9IcciS3m’d-sIoujt(52c.tiOl”53)01000FEETIAPPOx.SCALdADFGTRANSECT(1982)USTATION(RaMTALIUE)WATERQUALITYMEASUREMENTSITEDATAPODSITESTAFFGAGER8MSTAGERECORDERSURFACETHERMOGRAPHctOL43A9Vcuir/yil€yTributaryASLOUGH9((Ov5cct3TributaryBCCCofdI-—-10A0t%J.Ir_
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july I ii()7.9~606.22 604.67 604.11 604.48 602.78 604.08 s 601.38 600.40 s s s 2.~OOO
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ATTACHMENT
PART 3
SLOUGH 21 PHYSICAL HABITAT VARIABLES
ATTACHMENT
PART 3
SLOUGH 21 PHYSICAL HABITAT VARIABLES
Slough Description
Slough 21 is located near River Mile 142.A vicinity map and a thalweg
profile are shown in Worksheets 1 and 2,respectively.Worksheet 2
shows that Slough 21 is located in the upstream end of a larger slough
system called the Slough 21 Complex.In fact,Slough 21 does not flow
into the Susitna River directly,but into the Slough 21 Complex.
Slough 21 has an intermediate berm and an upstream berm.The slough is
about 0.5 miles long.
Slough Discharge
Worksheet 3 shows slough discharge values plotted against Susitna River
discharges at Gold Creek.The slough discharges were determined by:
o seven discharge measurements made downstream of transect 7
(see Worksheet 1)during 1981 and 1982.
o average daily discharges from August 10 until October 22,
1982 determined by applying stage data to rating curves.
Worksheets 3 and 7 were used to estimate the threshold discharge for
Regime Il-A to occur to be about 24,800 cfs.
Worksheet 4 shows the slough discharge plotted against the mainstem
discharges for Regime I and II flow only.It shows that Regime II has
slightly higher slough discharge than Regime I.Constant slough dis
charge values were used for Regimes I and II.The values of slough
discharge shown in Table A-4 of Appendix E.2.A.,are derived from
Worksheets 3 and 4.
Slough Water-Surface Elevation
Worksheet 5 shows water—surface elevations at the mouth of Slough 21
plotted against Susitna River discharges at Gold Creek.The elevations
were determined from staff gage readings at Gage 142.0W5 (see Work
sheet 1).Worksheet 4 was used to estimate the threshold discharge
between Regimes I and II.The water-surface elevations at the mouth of
Slough 21 presented in Table A-4 of Appendix E.2.A.,were determined
from Worksheet 5.
Worksheet 6 shows water surface elevations at mid-slough plotted
against Susitna River discharges at Gold Creek.The elevations were
determined from:
o staff gage readings at Gage 142.0S6 (see Worksheet 1).
A-3-1
o average daily water surface e]evations from stage data chartsattherecordinggage(see Worksheet 1).
The water surface elevations at mid-slough shown in Table A-4 of AppendixE.2.A.,were determined from Worksheet 6.
Worksheet 7 shows water surface elevations at the intermediate bermplottedagainstSusitnaRiverdischargesatGoldCreek.The elevationsweredeterminedfromstaffgage142.0H3 (see Worksheet 1).Worksheet 7wasusedtoconfirmthethresholddischargeestimateforRegime11—A(24,800 cfs).The values of water surface elevations at the intermediatebermforSlough21,shown in Table A-4 of Appendix E.2.A,weredeterminedfromWorksheet7.
Worksheet 8 shows water surface elevations at the upstream berm plottedagainstSusitnaRiversdischargeatGoldCreek.The elevations weredeterminedfromstaffgage142.OH1 (see Worksheet 1).The elevationsplottedinWorksheet1wereinsufficienttoestimateathresholddischargeforRegimeIIItooccur.However,this value has beenestimatedtobeabout26,000 cfs based on field observations (ADF&G,1983,Table 41—3-2,p.43).The values of water surface elevations attheupstreambermofSlough21,shown in Table A-4 of Appendix E.2.A,were determined from Worksheet 8.
Slough Depths
The depths of flow at the mouth,mid—slough,intermediate berm,andupstreambermofSlough21weredeterminedbysubtractingthecorrespondingthalwegelevationsfromthewater—surface elevations.
Transect 13 (surveyed in 1981)is located adjacent to staff gage142.0W5 at the mouth of Slough 21 (see Worksheet 1);the thaiweg is at743.15 ft.msl.This value was subtracted from the water surfaceelevationsatthesloughmouthtoobtainflowdepthsatthemouth.These depths are shown in Table A-4 of Appendix E.2.A.
The thalweg elevation at mid—slough was determined for a cross—section
obtained from the discharge measurement on September 16,1982 at thestagerecorder.The value,744.37,was subtracted from the watersurfaceelevationsatmid—slough to obtain flow depths at mid—sloughshowninTableA-4 of Appendix E.2.A.The thalwegs of the intermediateandupstreambermswereestimatedtoberespectiveelevationsofzeroflowoftheirstaffgages(see Worksheets 7 and 8).Those elevations,754.6 and 755.5 ft.msl,respectively,were subtracted from theintermediateandupstreambermwatersurfaceelevationstoobtainflowdepthsforthetwoberms.The flow depths are shown in Table A-4 ofAppendixE.2.A.
A-3-2
Slough Velocities
The average velocities at the mouth were determined using the following
procedures:
o an elevation vs.cross—sectional area relationship was deter
mined for transect 13 (surveyed in 1981).(See Worksheet 1
for location).
o the slough discharges,determined from Worksheets 3 and 4,
were divided by the corresponding cross-sectional areas at
transect 13 to determine the average velocities.
This procedure was used to determine the average velocities at the
mouth presented in Table A-4 of Appendix E.2.A.
The average velocities at mid—slough were determined by the following
procedures:
o field measurements of average velocity at the stage recorder
(see Worksheet 1)were plotted against Susitna River dis
charge at Gold Creek.
o a relationship was visually fitted (see Worksheet 9).
The average velocities at the mid-slough determined from this procedure
are shown in Table A-4 of Appendix E.2.A.
The average velocities at the intermediate berm were determined by the
following procedures:
o a cross-section was estimated for the intermediate berm staff
gage site (Gage 142.0H3).The estimate was obtained by
adjusting the elevations of a nearby section (transect 1,
surveyed in 1921)such that the thalweg of the section
matched the elevation of zero flow for the staff gage.
o an elevation-area relationship was developed for this esti
mated section.
o the slough discharge,determined from Worksheets 3 and 4,
were divided by corresponding cross-sectional areas at the
estimated section to obtain average velocities at the
upstream berm.
The shape of the estimated section caused the average velocity to
decrease slightly with an increase in depth.This is because a rela
tively large increase in area occurs compared with a small increase in
discharge.
The average velocities at the intermediate berm determined from this
relationship are shown in Table A—4 of Appendix E.2.A.
A-3-3
The velocities over the upstream berm were not computed because dis
charge over the upstream berm is negligible for the range of Susitna
River discharges at Gold Creek being analyzed.
To supplement the average velocities shown in Table A-4 of AppendixE.2A,the following was provided:
o lateral velocity distributions obtained from discharge meas
urements (Worksheets 10 through 14)
o velocity and depth ranges from transects 1 through 8 (1982)
for three discharge conditions (Worksheet 15).It should be
noted that transects 1 through 7 are located downstream of
the mouth of Slough 21;transect 8 is located at the mouth.
Slough Wetted Surface Area
Worksheet 16 shows total wetted surface areas plotted against Susitna
River discharges at Gold Creek for Slough 21.The surface areas werecomputedfromaerialphotosofSlough21undervariousmainstemdischargeconditions.Worksheet 16 was used to determine the surface areavaluespresentedinTableA-4 of Appendix E.2.A.
Slough Wetted Perimeters
The wetted perimeter was estimated to be equal to the top width forthisstudy.This is a reasonable estimate for flat,shallow cross—sections.Field observations confirm that flat,shallow cross—sections
are typical in Slough 21.Top widths were determined by the following
methods:
o measurements from aerial photos
o field survey
They were computed for the following sections:
o S7 (at mouth)
o S8 fat mid-slough)
o transect 1,surveyed in 1981 (at intermediate berm)
o transect 1A,surveyed in 1991 (at upstream berm)
Worksheets 17 through 20 show wetted perimeters at these sectionsplottedagainstSusitnaRiverdischargesatGoldCreek.These work
sheets were used to determine the values of wetted perimeter shown in
Table A-4 of Appendix E.2.A.
Slough Water Table Elevations
At the present time there are no data on the groundwater regime of
Slough 21.However the geologic materials at this slough are expected
to be similar to what is found at Sloughs 8A and 9 (mainly gravels and
cobbles).Because of the expected similarity of the physical frame
work,the water—table elevation versus mainstem discharge relationship
is expected to be similar to what was found at Sloughs 8A and 9.
A-3-4
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ATTACHMENT
PART 4
RABIDEUX SLOUGH PHYSICAL HABITAT VARIABLES
ATTACHMENT
PART 4
RABIDEUX SLOUGH PHYSICAL HABITAT VARIABLES
Slough Description
Rabideux Slough is located near River Mile 83.5.A vicinity map is
shown in Worksheet 1.Rabideux Slough consists of a large pond in the
upstream area and a backwater area from Rabideux Creek and the mainstem
Susitna at the downstream end.Aerial photos indicate that the back
water area occurs at low flow events (Susitna River discharge at Sun
shine gage of 15,000 cfs).Existence of a backwater area at such a low
flow indicates that either:
o Regime I flow does not exist for this slough,or
o Threshold discharge for Regime II flow to occur is less than
15,000 cfs at Sunshine.The low flow condition being analyz
ed,Condition 1 (see Table A-S of Appendix A,main text)be
gins at the Susitna River discharge at Sunshine of 10,000
cfs.The possibility of Regime I flow occurring for flows of
from 10,000 to 15,000 cfs was not considered.
Rabideux Slough is unique in that there are two upstream berms of
which,the downstream berm,“Berm 2”(See Worksheet 1)has been observ
ed to act as an outlet rather than an inlet to Rabideux Slough.There
fore,at overtopping discharges (Regime III)some of the flow over the
upstream berm may bypass the slough.The remaining flow is discharged
both from the pond into transect 7 and over the floodplain into the
slough downstream of transect 3 (Worksheet 1).This was indicated by a
field measurement on September 17,1982.A slough discharge of 853 cfs
was measured at transect 0.Upstream of this,at transects 3,4,5,6,
and 7,the discharge was measured to be approximately 167 cfs.(ADF&G
1982).
Slough Discharge
Worksheet 2 shows Rabideux Slough discharges for the slough mouth and
for transect 7 (mid—slough)plotted against Susitna River flows at
Sunshine.The slough discharges were determined from:
o three discharge measurements made in 1982.
o one discharge observation made in 1983
Worksheet 2 indicates that there is little flow in the slough (less
than 1.0 cfs)until the upstream berm is overtopped.The values of
slough discharge presented in Table A-S of Appendix E.2.A were deter
mined for the slough mouth from Worksheet 2.
A-4-1
Slough Water—Surface Elevations
Worksheet 3 shows water surface elevations at the mouth of Rabideux
Slough plotted against Susitna Rivet flows at Sunshine.The data are
from two sources:
o Staff gage readings at gage 083.1W1 in 1982.Worksheet 1
shows that this staff gage is located on Rabideux Creek near
the confluence of Rabideux Slough.Field measurements indi
cate that water surface elevations at the staff gage are
tions at the the staff gage are approximately equal to the
elevations at the mouth (within 0.1 feet).
o A surveyed water surface elevation at the mouth in 1983.
Worksheet 3 was used to determine the water surface elevations at the
slough mouth shown in Table A-5 of Appendix E.2.A.Note that the water
surface elevations are extrapolated for discharges less than
30,000 cfs.
Water surface elevations at mid-slough (transect 7)were determined by
the following methods:
o Surveyed water surface elevations at transect 7 (surveyed in
1982).
o Estimates of water surface elevations at transect 7 determin
ed from top widths obtained from aerial photos.These top
widths were projected on a plot of the surveyed cross section
to obtain an estimate of the water surface elevation.
At a mainstem flow of 25,800 cfs,transect 7 was observed to be dry.
Therefore,for all mainstem flows less than 26,000 cfs,transect 7 was
assumed to be dewatered.At Susitna River discharges greater than
53,000 cfs,water levels at transect 7 are influenced by mainstem back
water effects.
The observed and estimated water surface elevations are plotted against
Susitna River flows at Sunshine in Worksheet 4.Worksheet 4 was used to
determine the values of water surface elevation at mid-slough shown in
Table A-5 of Appendix E.2.A.
Water surface elevations at the upstream berm were estimated using the
following methodology:
o assume overtopping floollows triangular broad crested weir
relationship Q =CLH /,where H is weighted average
head.
o use top widths measured from aerial photos as wier lengths,
L.
o use slough discharge,Q,determined from Worksheet 2
A-4-2
o use broad-crested weir coefficient,C =2.7,corrected for
submergence for mainstem discharges greater than 79,000 cfs
o use weir equation to compute H
o add H to upstream berm elevation (262.5 ft,msl).
The resulting water surface elevations are shown on Worksheet 5.
observed water surface elevations were available for comparison.Val
ues of water surface elevation at the upstream berm shown in Table A-5
of Appendix E.2.A were determined from Worksheet 5.
Slough Depths
The depths of flow at the mouth,mid—slough,and upstream berm were
determined by subtracting the appropriate thalweg elevations from the
water surface elevations.
To obtain the flow depths at the mouth,the thalweg of the cross sec
tion at the mouth (Worksheet 1)was subtracted from the water surface
elevations obtained from Worksheet 3.
To obtain the flow depths at mid-slough,the thalweg of transect 7
(surveyed in 1982)was subtracted from the water surface elevations
obtained from Worksheet 4.
No cross section was surveyed at the upstream berm.However,spot
elevations were surveyed at several points between the upstream pond
and the Susitna River.A spot elevation was surveyed adjacent to the
area labeled “Berm 1”on Worksheet 1.“Berm 1”is the area where
overtopping first occurs at the upstream berm of Rabideux Slough.
This surveyed spot elevation,262.50 ft,msl,was assumed to be the
thalweg of the upstream berm and was subtracted from the water surface
elevations determined from Worksheet 5 to obtain the flow depths at
the upstream berm.
The flow depths at these three locations are shown in Table A-5 of
Appendix E.2.A.
Slough Velocities
The average velocities at the mouth of Rabideux Slough were comput
ed by:
o developing an elevation -area curve for the cross-section
at the mouth.
o dividing slough discharges obtained from Worksheet 2 by
appropriate areas from the elevation—area curve.
These average velocities are shown in Table A-5 of Appendix E.2.A.
A-4-3
The average velocities at mid-slough were computed based on the stage
disharge relationship in Worksheet 4 using an elevation—area curve for
surveyed transect 7.Slough discharges for transect 7 (Worksheet 2)
were divided by the appropriate areas to obtain average velocities.
The average velocities resulting from this analysis are shown in
Table A-5 of Appendix E.2.A.
The average velocities at the upstream berm were computed in the
following manner:
o a triangular cross-section was used to estimate the flow area
of overtopping flows.
o dimensions of the triangular section were determined as
follows:
--top widths were measured from four aerial photos
--flow depths were taken from those shown in Table A-5 of
Appendix E.2.A.
o cross—sectional areas were determined using top widths and
depths.
o slough discharge corresponding to the Susitna River dis
charges at Sunshine were determined from Worksheet 2.
o average velocities were determined by dividing slough dis
charge by cross—sectional area.
The resulting average velocities were plotted against the Susitna River
discharges at Sunshine as shown in Worksheet 6.The average velocities
at the upstream berm shown in Table A-5 of Appendix E.2.A were deter
mined from Worksheet 6.
The following is provided to supplement the average velocities shown in
Table A-5 of Appendix E.2.A.
o a lateral velocity distribution within transect 0 (surveyed
in 1982)obtained from a discharge measurement (Worksheet 7)
(Note that transect 0 is upstream from the mouth.Because of
the difference in cross—sectional areas between transect 0
and the mouth,velocities at transect 0 are higher than at
the mouth.)
o velocity and depth ranges for transects 0 through 7 for two
discharge events (Worksheet 8).(See Worksheet 1 for loca
tion for transects).
A-4-4
Slough Wetted Surface Area
The total wetted surface areas were computed for Rabideux Slough from
aerial photos taken over a range of Susitna River discharges at Sun
shine.For flows less than 40,000 cfs surface areas were based on
extrapolation of the pond surface areas and slough surface areas.
Slough surface areas were checked by multiplying the top widths at each
of the transects by the distance between them.The shaded area in
Worksheet 1 represents the area delineated for surface area measure
ments.For consistency in aerial photography interpretation,the
downstream end of the surface area delineations was taken as the
extension of a line along the edge of the treeline at right angles to
the slough flow.At a mainstem flow of 40,000 cfs there is no surface
water connection between the pond at the head and the lower part of the
slough.However,the pond area was included in all surface area
measurements.At 40,000 cfs there are isolated ponds at transects 6
and 7.The surface areas are plotted aginst Susitna River flows at
Sunshine in Worksheet 9.The values of total wetted surface area
tabulated in Table A-5 of Appendix E.2.A were obtained from Work
sheet 9.
Slough Wetted Perimeters
The cross—sections in Rabideux Slough were determined to be suffici
ently wide and shallow such that the wetted perimeter could be estimat
ed to be equal to the top width.
The top width at transect 0,rather than the cross section at the
mouth,was used to determine wetted perimeters at the mouth because at
high flows backwater from the mainstem Susitna increases the water
level and makes wetted perimeters indeterminable at the slough mouth
cross section.At mainstem flows below 75,000 cfs wetted perimeters
were determined by superimposing the water surface elevation on the
cross section and measuring top width.Top widths were checked by
measurements from aerial photos.Above 75,000 cfs aerial photos were
used to estimate top widths.
The wetted perimeters at mid-slough were computed in a similar manner.
Transect 7 was used to determine wetted perimeters for mainstem flows
up to 77,000 cfs.Above this flow top widths were estimated from
aerial photography since much of the slough flow which overtops the up
stream berm bypasses surveyed transect 7 and enters the slough upstream
of transect 0.Aerial photographs were used to estimate top widths at
the upstream berm at overtopping discharges.
These top widths were plotted against Susitna River discharges at Sun
shine as shown in Worksheets 10,11,and 12.The wetted perimeters
shown in Table A-5 of Appendix E.2.A were obtained from Worksheets 10,
11,and 12.
A-4-5
Slough Water Table Elevations
Rabideux Slough is located approximately 15 miles downstream of the
junction of the Chulitna,Talkeetna,and Susitna rivers.(see Figure 1
of Appendix E.2.A).The Chulitna River carries significantly more
suspended sediment than the Susitna above Talkeetna.Therefore,the
geologic materials at Rabideux Slough are expected to consist of finer
grained materials (sands and gravels)than is generally found above
Talkeetna (gravels and cobbles at Sloughs 8A and 9).However,fairly
high permeabilities are still expected at this slough.The response of
the groundwater levels to change in the Susitna River discharge at Sun
shine should be similar to the sloughs above Talkeetna.However,the
response may be somewhat less pronounced because the permeability of
the finer material at Rabideux Slough is expected to be somewhat less
than at Slough 8A and 9.Therefore,the travel time of the groundwater
through the berms and islands will probably be longer.
A-4-6
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