HomeMy WebLinkAboutAPA2959FEDERAL ENERGY·REGULATORY COMMISSION
PROJECT No.7114
FINAL REPORT
NOVEMBER 1985
DOCUMENT No.2959
MIDDLE SUSITNA RIVER
SEDIMENTATION STUDY
EAM CHANNEL ST ABILITY ANALYSIS
SELECTED SLOUGHS,SIDE CHANNELS
AND MAIN CHANNEL LOCATIONS
SUSITNA
HYDROELECTRIC PROJECT
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Document No.2959
Susitna File No.42.2.6
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SUSITNA HYDROELECTRIC PROJECT
MIDDLE SUSITNA RIVER SEDIMENTATION STUDY
STREAM CHANNEL STABILITY ANALYSIS
OF SELECTED SLOUGHS,SIDE CHANNELS
AND MAIN CHANNEL LOCATIONS
Report by
Harza-Ebasco Susitna Joint Venture
Prepared for
Alaska Power Authority
Final Report
November 1985
ARLIS
Alaska Resources
Library &Infonnatlon ServIces
Anchorage,Alaska
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NOTICE
ANY QUESTIONS OR COMMENTS CONCERNING
THIS REPORT SHOULD BE DIRECTED TO
THE ALASKA POWER AUTHORITY
SUSITNA PROJECT OFFICE
ARLIS
Alaska Resources
Library &InfonnatlOn ServIces
Anchorage,Alaska
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TABLE OF CONTENTS
Section/Title
·1.0·SUMMARY
2.0 BACK.GROUND
3.0 SCOPE OF STUDY
4.0 SETTING
5.0 STUDY SITES
5.1 MAIN CHANNEL NEAR RIVER CROSS SECTION 4
5.2 MAIN CHANNEL BETWEEN RIVER CROSS SECTIONS 12 AND 13
5 .3 MAIN CHANNEL UPSTREAM FROM LANE CREEK
5.4 MAINSTEM 2 SIDE CHANNEL AT RIVER CROSS SECTION 18.2
5•5 SLOUGH 8A
5.6 SLOUGH 9
5.7 MAIN CHANNEL UPSTREAM FROM 4TH OF JULY CREEK
5.8 SIDE CHANNEL 10
5.9 LOWER SIDE CHANNEL 11
5.10 SLOUGH 11
5.11 UPPER SIDE CHANNEL 11
5.12 MAIN CHANNEL BETWEEN RIVER CROSS SECTIONS 46 AND 48
5.13 SIDE CHANNEL 21
5.14 SLOUGH 21
6.0 DATA SOURCES
7.0 GENERAL APPROACH
7.1 DEGRADATION
7.1.1 Competent Bottom Velocity
7.1.2 Tractive Force
7.1.3 Meyer-Peter,Muller Formula
7.1.4 Schok1itsch Formula
7.1.5 Shields Criteria
7.1.6 Depth of Degradation
7.2 AGGRADATION
8.0 HYDRAULIC DATA USED IN THE ANALYSIS
8.1 DOMINANT DISCHARGE
8.2 MEAN VELOCITIES,AVERAGE DE~THS AND
CHANNEL WIDTHS
8.3 CHANNEL BED SLOPES
8.4 MANNING'S ROUGHNESS COEFFICIENTS
8.5 BED MATERIAL SIZE DISTRIBUTION
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1
5
7
8
10
10
11
11
11
11
12
12
12
12
13
13
13
13
13
15
16
19
20
20
21
22
22
23
24
25
25
26
28
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TABLE OF CONTENTS (Con't)
Section/Title
9.0 SEDIMENTATION PROCESS
9.1.NATURAL CONDITIONS
9.1.1.River Morphology
9.1.2.Channel Stability
9.1.3.Intrusion of Fine Sediments
9.2 WITH-PROJECT CONDITIONS
9.2.1 River Morphology
9.2.2 Channel Stability
9.2.3 Intrusion of Fine Sediments
REFEiRENCES
TABI.ES
EXHIBITS
APPliNDIX A
ii
31
31
31
32
34
35
35
36
37
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LIST OF TABLES
Title
Characteristics of Study Sites on Middle Susitna River
Hydraulic Parameters for Mainstem Sites
Hydraulic Parameters for Side Channels and Sloughs
Representative Bed Material Size Distribution for Selected
Sloughs,Side Channels and Mainstem Sites
Armoring Bed Material Sizes in Selected Sloughs,Side
Channels and Mainstem Sites
Potential Degradation in Selected Sloughs~Side Channels and
Mainstem Sites
Natural and With-Project Average Weekly Flows of Susitna
River at Gold Creek
Annual Maximum Natural and With-Project Weekly Flows of
Susitna River at Gold Creek
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Number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
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20
21
22:
2it·
2Si
26
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28
29
30
31
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LIST OF EXHIBITS
Title
Location Map
Locations of Study Sites
Main Channel near River Cross Section 4
Main Channel between River Cross Sections 12 and 13
Main Channel upstream from Lane Creek
Mainstem 2 Side Channel at River Cross Section 18.2
Slough 8A
Slough 9
Main Channel upstream from 4th of July Creek
Side Channel 10
Lower Side Channel 11
Slough 11
Upper Side Channel 11
Main Channel between River Cross Sections 46 and 48
Side Channel 21
Slough 21
Relationship between Particle Size and Bottom Velocity
Relationship between Mean Diameter and Critical Tractive Force
Relationships between Slough/Side Channel Discharge and Discharge
at Gold Creek
Hydraulic Parameters for Slough 9
Hydraulic Parameters for Lower Channel 11
Size Distribution of Bed Material 1n Main Channel near Cross
Section 4.
Size Distribution of Bed Material in Main Channel between Cross
Sections 12 and 13
Size Distribution of Bed Material in Main Channel upstream from
Lane Creek
Size Distribution of Bed Material in Mainstem 2 Side Channels at
Cross Section 18.2
Size Distribution of Bed Material 1n Slough 8A
Size Distribution of Bed Material in Slough 9
Size Distribution of Bed Material in Main Channel upstream from
4th of July Creek
Size Distribution of Bed Material in Side Channel 10
Size Distribution of Bed Material in Lower Side Channel 11
Size Distribution of Bed Material 1n Slough 11 and Upper Side
Channel 11
Size Distribution of Bed Material in Main Channel between Cross
Sections 46 and 48
Size Distribution of Bed Material in Side Channel 21 and Slough 21
Armoring Bed Material Sizes in Main Channel near Cross Section 4
Armoring Bed Material Sizes in Main Channel between Cross Sections
12 and 13
Armoring Bed Material Sizes in Main Channel upstream from Lane
Creek
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LIST OF EXHIBITS (Con't)
Number Title
Cross Sec-
in Side Channel 10
in Lower Side Channel 11
in Upper Side Channel 11
in Main Channel between
Side Channel 21
Slough 21
in Main Channel near Cross
in Side Channel 10
in Lower Side Channel 11
in Slough 11
in Upper Side Channel 11
in Main Channel between Cross Sections
Sizes
Sizes
Sizes
Sizes
Sizes
Degradation
Degradation
Degrada t ion
Degradation
Material
Material
Material
Material
Material
Armoring Bed Material Sizes in Mainstem 2 Side Channel
Armoring Bed Material Sizes in Slough 8A
Armoring Bed Material Sizes in Slough 9
Armoring Bed Material Sizes in Main Channel upstream from 4th of
July Creek
Armoring Bed
Armoring Bed
Armoring Bed
Armoring Bed
Armoring Bed
46 and 48
Armoring Bed Material Sizes in
Armoring Bed Material Sizes in
Estimated Depth of Degradation
Section 4
Estimated Depth of Degradation in Main Channel between Cross Sec-
tions 12 and 13
Estimated Depth of Degradation in Main Channel upstream from Lane
Creek
Estimated Depth of Degradation in Mainstem 2 Side·Channel
Estimated Depth of Degradation ln Slough 9
Estimated Depth of Degradation in Main Channel upstream from 4th
of July Creek
Estimated Depth of
Estimated Depth of
Estimated Depth of
Estimated Depth of
tions 46 and 48
Estimated Depth of Degradation ln Side Channel 21
Estimated Depth of Degradation in Slough 21
54
5S
56
57
49
50
5a:
59
37
38
39
40
51
52
53
41
42
43
44
45
46
47
48
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1.0 SUMMARY
Thil3 study was conducted to evaluate potential effects of the Susitna Hydro-
elec:tric Project on channel stability at selected sites (channel segments
about 1 to 3 miles in length)in the mainstem and at selected sloughs and
side channels.The sedimentation process in the Susitna River under natural
conditions also is discussed.The study reach includes the Susitna River
betll1een Devil Canyon and the confluence of the Susitna and Chulitna rivers
(Exhibit O.The selected sites (shown on Exhibit 2)are:
1.
2.
Mainstem Sites:near river Cross Section 4,river miles 99.0 to
100.Oj between river cross sections 12 and 13,river miles 108.5
to 110.0;upstream from Lane Creek,river miles 113.6 to 114.2;
upstream from Lane Creek,river miles 113.6 to 114.2;upstream
from 4th of July Creek,river miles 131.2 to 132.2;and between
river cross sections 46 and 48,river miles 136.9 to 137.4.
Side Channels:Mainstem 2 Side Channel,Side Channel 10,Lower
and Upper Side Channels 11 and Side Channel 21.
3.Sloughs:8A,9,11 and 21.
For natural conditions,temporal deposition and/or scour at the study sites
was investigated in qualitative terms.Under with-project condi tions,an
approximate quantitative estimate of potential degradation and/or aggrada-
ti01Cl was made for each study site.Intrusion of fine sediment into the
gr~iel bed and its subsequent entrapment also were studied.
The hydraulic and sediment data required for the study were derived from
various reports prepared by the Alaska Department of Fish and Games;Susitna
Hydro Aquatic Studies Team,R &M Consultants,Incorporated;U.S.Geological
Survey,Water Resources Division,Anchorage;and Harza-Ebasco Susitna Joint
Venture during 1983 and 1984.The data were used to develop relationships
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bet~reen the discharge rates at Gold Creek stream gaging station and corre-
sponding flows at the mainstem sites and the flows entering the sloughs and
sidE!channels.These data also were used to estimate mean velocities,aver-
age depths and channel widths at each site.The size di stribution repre-
sentative of the bed material at.each site was derived from the analysis of
samples collected by Harza-Ebasco.
The sizes of armoring bed material corresponding to selected ranges of dis-
charges were estimated as averages of the five sizes estimated using the
methods of competent bottom velocity;tractive force;Meyer-Peter,Muller
fonlula;Schoklitsch formula;and Shields criteria.A comparison of median
bed material size and the armoring size at each site indicated that under
natural conditions,most of the selected sites are subject to temporal scour
and/or deposition depending upon the magnitude and characteristics of the
sediment load and high flows caused by floods or breaching of ice jams.
About 96 percent of the suspended sediment load carried by the river under
natural conditions is finer than 0.5 millimeters (medium to fine sand,silt
and clay).This fine sediment has been observed to deposit in side channels
and sloughs.However,many of these deposits are re-suspended and removed
during high flows,due to disturbances of the surface bed material layer.
Under with-project conditions,the flow regime of the Susitna River will be
modified and the reservoirs will trap all sediment except the smaller parti-
cle sizes including fine silt and clay size material.The river will strive
to adjust itself for a new equilibrium.The main channel will have the
tendency to be more confined with a narrower channel.This may cause the
main channel to recede from the heads of some sloughs and side channels.
There also will be some degradation in the study reach.
An accurate estimate of actual degradation is difficult because of many
unquantifiable parameters such as the sediment contribution from
tributaries,bank erosion,the degree of armoring of the river bed under
natural conditions and the actual streamflow and floods which would occur
during early stages of the project.However,based on available data and
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using empirical relationships,it is estimated that degradation in the main
channel would be approximately in the range of 1.0 to 1.5 feet corresponding
to a dominant discharge of about 28,000 cfs,estimated as the average of
maximum weekly discharges during Stage II of the project.The larger amount
of this degradation would occur immediately downstream of the Devil Canyon
dam.and would decrease with distance downstream.In the sloughs and side
channels,the degradation would be about 0 to 0.3 feet.
The estimated degradations in the main channel are based on the assumption
that there would not be any deposition of sediments at the study sites.
How'ever,in the actual situation,Some of the bed material eroded from up-
stream reaches and sediment injected by the tributaries or bank erosion
would be deposited at these sites.Therefore,the actual degradations would
be less than those estimated.
The estimated degradations in the main channel also depend upon the bed
material size gradations which were determined using a limited number of
satJIlples.The bed material samples were taken from the river bed by reaching
out into the river as far as feasible during low flow periods.Thus,the
samples represented bed material near the banks.The near bank size grada-
tion is likely to be finer than that in the middle of the river.Therefore,
the:estimated degradations could be an upper limit.
usi.ng the adopted bed material size gradations at the ma1n channel loca-
tielns,the mainstem discharges ranging approximately between 10,000 and
20,000 cfs would cause movement of gravel sizes between 25 and 50 mm.Since
about 40 percent of the bed material at these locations is finer than 25 mm,
thE!degradation could start at lower discharges.
When the system hydropower demand increases as in late Stage III,the maxi-
mum reservoir releases would be significantly reduced.Therefore,the
armoring layer developed earlier would be more stable than under natural
condit ions.However,infrequent flood events would not be controlled to as
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gre~lt an extent as the smaller floods and this could disturb the armor layer
and cause bed degradation.Reservoir operation studies indicate tha~floods
up to the 50-year event will be reduced by about 50 percent at Gold Creek
for projected energy demands under late Stage III conditions.Control of
less frequent flood events also will be improved by that time and the
potlmtial for further bed degradation would,therefore,be reduced.
Because of the many variables involved it 1S not possible to precisely
predict degradation of these small amounts accurately.Therefore,
monitoring of water levels near habitat areas is reconnnended.This will
allow modification of habitat areas if any significant changes occur in the
channel.
If degradation of the estimated amount occurs in the mainstem,discharges
higher than those under natural conditions would be required to overtop the
berms at the heads of the sloughs and side channels.If the river bed at
the entrances is lowered by about one foot due to the degradation,the
with-project discharges that would overtop the sloughs and side channels are
estimated to range between 4,000 and 12,000 cfs higher than those under
natural conditions.
The analysis indicated that whenever the sloughs or side channels are over-
topped during floods,the velocities would be sufficiently high to carry out
the fine sediment of S1zes .004 millimeter and less.However,any coarse
silt and fine sand picked up from the river bed and entering the sloughs or
side channels would have the tendency to settle out in pools and backwater
areas.Mechanical devices such as "gravel gerties"can be used to flush
these materials from sloughs.Alternately,project discharges can be
raised to overtop those slough berms that are not expected to be overtopped
under normal project operations,and flush the sands from the sloughs.
Spiking discharges in this manner may tend "to destabilize the main channel
streambed and result in additional degradation.
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2.0 BACKGROUND
This is the third report by Harza-Ebasco Susitna Joint Venture on the evalu-
ation of potential effects of the proposed Susitna Hydroelectric Project on
sediment transport in the Susitna River.The first report entitled "Reser-
voir and River Sedimentation"(H-E,April 1984)1/addressed the problem of
sediment accumulation in the Watana and Devil Canyon reservoirs and the
potential aggradation and degradation in the·river reach between Devil
Canyon and the Sunshine stream gaging station.That study provided esti-
mate:s of degradation and/or aggradation within the study reach in a general
sense without any specific reference to side s16ughs or side channels.The
armClring sizes under natural and with-project conditions were computed based
on dominant di scharges taken to be the mean annual floods in both cases.
The bed material size distributions at various locations in the reach were
basE!d on a limited number of samples taken from the surface layer material •
The second report entitled "Lower Susitna River Sedimentation Study,Project
EffE!cts on Suspended Sediment Concentration"(H-E,November 1984)provided a
comparison of monthly suspended sediment concentrations at Gold Creek and
Sun~lhine stream gaging stations for natural and with-project conditions.
The present report documents·channel stability analyses for specific si tes
in the mainstem of the Susitna River and in the selected sloughs and side
channels between Devil Canyon and the confluence of the Susitna and Chulitna
RivE~rs.The analyses are based on bed material samples taken from surface
and subsurface material at or near the selected sites.
The draft of this report was issued in March 1985 when the with-project flow
concH tions were based on the analysis conducted for a two-dam,two-stage
devlalopment.The Watana Reservoir was assumed to be operative by 1996,
followed by the Devi 1 Canyon Reservoir by 2002.The dominant di scharges
1/Indicates reference at the end of text.
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under with-project conditions for the draft report,were determined for the
energy demands for the years 1996,2001,2002 and 2020.
As of April 1985,the project is being considered to be a two-dam,three-
stage development.Stage I would be a low Watana (normal pool elevation =
2000 ft)development,Stage II would be a low Watana-Devi1 Canyon (normal
pool elevation =1455 ft)development and Stage III would be a high Watana
(normal pool elevation =2,185 ft)-Devil Canyon development.Stage III is
further classified as early Stage III and late Stage III.The dominant
discharges under with-project conditions used in this report are derived
from the weekly reservoir operation studies for various stages of
development (H-E December 1985a).
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3.0 SCOPE OF STUDY
Thi:3 study is made to provide input to the instream flow relationship stud-
ies,which will provide a quantitative assessment of potential effects on
fish habitat because of with-project changes in streamflow,stream tempera-
tur1e,suspended sediments,channel regime and water quality.A number of
sidle sloughs,side channels and main channel sites were identified in the
study reach where potential project impacts on the fish habitat would likely
be significant.
The scope of this study includes the analysis of the sedimentation process
to evaluate stream channel stability under natural and with-project condi-
tions for the study sites in the mainstem and in selected sloughs and side
channels.For these analyses,a stable channel means that its shape,slope
and bed material size distribution do not change significantly on a long
te~m basis.The major tasks are:
1.to evaluate sedimentation processes under natural conditions;
2.to estimate potential degradation or aggradation under with-proj-
ect conditions;
3.to estimate discharge rates at which the mainstem flows are likely
to overtop the entrances to the sloughs and side channels under
natural and with-project conditions;and
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4.to estimate discharge rates for the sloughs and side channels at
which their beds will be unstable and also to estimate the flow
rates required to flush out fine sediment deposits.
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4.0 SETTING
The Susitna River drains an area of about 19,600 square miles (mi 2 )in the
south central region of Alaska.The major tributaries include the Chulitna,
Talkeetna and Yentna rivers with drainage areas of about 2,650,2,040 and
6,200 mi 2 ,respectively.
The Susitna River originates in the West Fork,Susitna,East Fork and
Maclaren glaciers of the Alaska Range (Exhibit 1)and travels a distance of
about 320 miles to its mouth at the Cook Inlet.The Chulitna River origi-
nates in the glaciers on the south slopes of Mount McKinley and joins the
Susitna River from the west near Talkeetna at river mile 98 (RM,river miles
referenced.from the Cook Inlet).The Talkeetna River originates in the
Talkeetna Mountains and joins the Susitna River from the east near Talkeetna
at RM 97.The Yentna River originates in the Alaska Range and enters the
Susitna River from the west at RM 28.
The Sus itna River gradients average about 14 feet per mile (ft/mi)in the
54-mile reach immediately upstream of Watana,about 10.4 ft/mi from Watana
to the entrance of Devil Canyon and about 31 ft/mi in the l2-mile reach
between the entrance and the mouth (outlet)of Devil Canyon (ACRES,1982).
The river gradients between the mouth of Devil Canyon and the confluence of
the Chulitna and Susitna Rivers,and between the confluence and Susitna
Station (Exhibit 1)average about 10 and 4 ft/mi,respectively,as estimated
from the United States Geological Survey (USGS)topographic maps of 1:63,360
scale.
The Susitna River is a typical natural glacial river with high turbid summer
flow and low,clear winter flow.The river generally starts rising in early
May,sustains high flow during June through September and starts falling
rapidly in October as the freeze-up occurs.The mean annual flows of the
Susitna River at Cantwell,Gold Creek and Susitna Station (See Exhibit 1 for
locations)are about 6,400 (13 years,1962-72,81-82),9,720 (33 years,
1950-82)and 50,700 (8 years,1974-82)cubic feet per second (cfs),respec-
tiv'ely.
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The river carries a significant amount of suspended sediments during flood
season.Bedload movement also occurs and fairly large scale scour and
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deposition have been observed (H-E,April 1984):
The Susitna Hydroelectric Project will include two dams,Watana and Devil
Canyon,located at RM 184 and RM 152,respectively.The drainage areas at
the two sites are about 5,180 and 5,810 mi 2 ,respectively.
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2.
5.0 STUDY SITES
The channel stability analysis was limited to the Middle Susitna River,from
the mouth of Devi 1 Canyon to just upstream from the confluence of the
Susitna and Chulitna Rivers.The specific sites for which the analysis was
made include:
1.Mainstem Locations:
Near river cross section 4,RM 99.0-100.0
Between river cross sections 12 and 13,RM 108.5-110.0
Upstream from Lane Creek,RM 113.6-114.2
Upstream from 4th of July Creek,RM 131.2-132.2
Between river cross sections 46 and 48,RM 136.9-137.4
Side Channels
Mainstem 2 Side Channels at river cross section 18.2,RM
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3.
114.4-115.5
Side Channel 10,RM 134.2
Lower Side Channel 11,RM 135.0
Upper Side Channel 11,RM 136.2
Side Channel 21,RM 140.6
Side Sloughs
Slough 8A,RM 126.2
Slough 9,RM 128.3
Slough 11,RM 135.4
Slough 21,RM 142.2
The above locations are shown on Exhibit 2.
sitE!is given below:
5.1 MAIN CHANNEL NEAR RIVER CROSS SECTION 4
A brief description of each
Exhibit 3 shows a sketch of the channel pattern at this location.The study
rea(~h is about one mile long (RM 99.0 to 100.0).A number of small islands
(gravel bars with or without vegetation)are present in the reach.Most of
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these islands are submerged during medium to high flows (about 3,000 to
50,000 cfs).
5.2 MAIN CHANNEL BETWEEN RIVER CROSS SECTIONS 12 and 13
Exhibit 4 shows the channel configuration at this site.The study reach is
about 1.5 miles long (RM 108.5 to 110.0).A few gravel bars with and
without vegetation exist in the reach.Some of these are submerged during
medium to high flows.
5.3 MAIN CHANNEL UPSTREAM FROM LANE CREEK
Exhibit 5 shows the channel configuration at this site.The study reach 1S
about 0.6 mile long,between RM 113.6 and 114.2.The·Lane Creek Slough is
on the left bank of the river (left bank looking downstream).A number of
small gravel bars are visible during low flow.
5.4 MAINSTEM 2 SIDE CHANNELS AT RIVER CROSS SECTION 18.2
Exhibit 6 shows the configuration of the main and side channels,and islands
or gravel bars near river cross section 18.2.A side channel is located on
the left bank of the river.At the upstream end,the channel is divided
into sub-channels.Measured along the main channel and the northwest sub-
channel,the study site is about one mile long (between RM 114.4 and 115.4).
The northeast sub-channel is about 0.4 mile in length (between RM 115.2 and
115.6)•
5.5 SLOUGH 8A
The slough is located on the left bank of the river approximately at river
milE!126.2 (Exhibit 7).It is about 2 miles in length and is separated from
the main river by a large vegetated island.The main slough channel
branches into two sub-channels approximately 2,500 feet upstream of the
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mouth of the slough.Two beaver dams,one downstream of the confluence of
two sub-channels and one in the northeast sub-channel,exist in the slough.
5.6 SLOUGH 9
Exhibit 8 shows the location of Slough 9 with respect to the main river and
side channels.The slough is about 1.2 miles in length and is separated
from the main river by·a large vegetated island.Two small tributaries,
designated as A and B (Exhibit 8)enter the slough from the left bank at
about 500 and 3,000 feet upstream from the mouth of the slough.
5.7 MAIN CHANNEL UPSTREAM FROM 4TH OF JULY CREEK
Exhibit 9 shows the general configuration of the main river,side channels
and the mouth of 4th of July Creek.The main river channel considered in
this study is about one mile in length (between RM 131.2 and 132.2,river
cross sections 36 and 37).A number of small-and large-size islands or
gravel bars exist in the reach which separate the side channels from the
main river.
5.8 SIDE CHANNEL 10
The general configuration of the main river,Side Channel 10 and Slough 10
is shown on Exhibit 10.The side channel is about 0.5 mile in length
(between RM 133.8 and 134.2).It confluences with Slough 10 before rejoin-
ing the main river and a large gravel bar separates the channel from the
main river.
5.91 LOWER S IDE CHANNEL 11
The side channel is located on the left bank of the river approximately
between RM 134.6 and 135.3 and is separated from the main river by a well
vegetated island (Exhibit 11).At the upstream end,the channel has two
forks which join at the confluence with Slough 11.
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5•1iD SLOUGH 11
The slough is located on the left bank of the river approximately between
RM 135.4 and 136.4 (about 1.0 mile in length)and is separated from the main
river by a large vegetated island (Exhibit 12).The downstream end conflu-
ences with the Lower Side Channel 11.The upstream end joins with the Upper
Side Channel 11.The slough runs almost parallel to the main river.
5.11 UPPER SIDE CHANNEL 11
The channel is located on the left bank approximately at RM 136.2 and is
about 0.4 mile in length (Exhibit 13).Slough 11 starts.from the channel
approximately 800 feet downstream of the head of the channel.The channel
is separated from the main river by '8 vegetated island.
5.12 MAIN CHANNEL BETWEEN RIVER CROSS SECTIONS 46 AND 48
Exhibit 14 shows a sketch of the main channel.The reach selected for study
is between RM 136.9 and 137.4.A large gravel bar divides the river into
two channels at this location (Exhibit 14).
5.13 SIDE CHANNEL 21
Exhibit 15 shows the location of Side Channel 21.The channel is located
approximately at RM 140.6 on the left bank of the river,and is separated
from the main river by a series of well vegetated islands and gravel bars.
The length of the channel is about 1.0 mile.Slough 21 joins the channel at
about 800 feet downstream from the head of the channel.
5.14 SLOUGH 21
A general sketch of Slough 21 is shown on Exhibit 16.The slough is located
on the left bank of the river,approximately at RM 141.8.It is about 0.5
mile long (between RM 141.8 and 142.3)and is separated from the main river
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by a large vegetated island.At about 1500 feet upstream from the mouth,
the slough is divided into two sub-channels.
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14
.....
6.0 DATA SOURCES
The basic data used in this study were taken from various reports prepared
for the Alaska Power Authority by the Alaska Department of Fish and Game,
Susitna Hydro Aquatic Studies Team (ADF&G),R & M Consultants,Incorporated
(R&M)and Harza-Ebasco Susitna Joint Venture (H-E).Discharge and sediment
data also were taken from the publications of the U.S.Geological Survey,
Wate!r Resources Division (USGS)prepared in co-operation with the Alaska
Power Authority.
Hydraulic parameters such as stage-di scharge relationships,channel widths,
avel~age channel depths,measured velocities and bed slopes of selected side
channels and sloughs,were taken from various reports of R&M (R&M,February
198~!and December 1982)and ADF&G (ADF&G,1983 and 1984).The hydraulic
parameters for the main channel reaches were derived from the data given in
a previous report by Harza-Ebasco (January 1984).Some unpublished data
were obtained from USGS,R&M and ADF&G through correspondences.
The Manning's roughness coefficients for var10US main channel reaches,side
channels and sloughs were estimated based on field reconnaissances made in
198:3 and 1984 and also based on the analysis presented in a previous report
by Harza-Ebasco (January 1984).
Bed material samples were collected by USGS and Harza-Ebasco personnel for
this study.The resul tsof these samples are given in previous reports by
Harza-Ebasco (April 1984)and the USGS (Knott-Lipscomb,1983).Data for
samples collected by USGS 1n 1984 were obtained from the USGS office,
Anchorage •
42189231
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-
.....
7.0 GENERAL APPROACH
As discussed under Section 3.0,"Scope of the Studyll,the purpose of the
present analyses is to evaluate sedimentation processes under natural and
with-project conditions in the Susitna River at the study sites (Table 1 and
Exhibit 2).Of major concern are potential aggradation or degradation in
the sloughs and side channels and at their entrances,and at the sites in
the main channel.Also of concern is the intrusion of fine sediment into
the gravel bed and its subsequent entrapment.In case of fine sediment
deposition on the gravel bed,appropriate measures may be required to flush
out the sediments so that the bed can be kept clean.
To provide some background for analyzing the specific problems under study,
a brief description of sediment transport in a river is given below.Some
of the terminologies used are defined in Appendix A.
Sediment particles are transported by the flow as bedload and suspended
load.The suspended load consists of wash load and bed-material load.In
large rivers,the amount of bedload generally varies between about 1 to 15
percent of the suspended load.Although the amount of bedload is generally
small compared to the suspended load,it is important because it shapes the
bed and affects the channel stability.
The amount of material transported or deposited in a stream depends upon the
interaction between variables representing the characteristics of the sedi-
ment being transported and the capacity of the stream to transport the sedi-
ment.A list of these variables is given below (Simons,Li and Associates,
1982~)•
Sediment Characteristics:
Quality:Size,settling veloci ty,specific gravi ty,shape,re-
sistance to wear,state of dispersion and cohesiveness.
Quantity:Geology and topography of watershed;magni tude,inten-
sity,duration,distribution and season of rainfall;
42189231 16
851119
related to streampower
cross-sectiona 1 average
material,and inversely
proportional to water discharge;
proportional to both water discharge and
-
.-
-
-,
soil condition;vegetal cover;cultivation and grazing;
surface erosion and bank cutting.
Capacity of Stream:
Geometric shape:Depth,width,form and alignment.
Hydraulic Properties:Slope,roughness,hydraulic radius,dis-
charge,velocity,velocity distribution,
turbulence,tractive force,fluid proper-
ties and uniformity of discharge •
The above variables are not independent and in some cases the effect of a
variable is not definitely known.However,the response of channel pattern
and longitudinal gradient to variation in the variables have been studied by
various investigators including Lane (1955),Leopold and Maddock (1953),
Schumm (1971)and Santos and Simons (1972).The studies by these investiga-
tors support the following general relationships (Simons and Senturk,
1917):
(i)depth of flow is directly
(ii)channel width is directly
sediment discharge;
(iii)channel shape expressed as width to depth ratio is directly relat-
ed to sediment discharge;
(iv)channel slope is inversely proport ional to water discharge and
directly proportional to both sediment discharge and grain size;
(v)sinuosity is directly proportional to valley slope and inversely
proportional to sediment discharge,and
(vi)transport of bed material is directly
(defined as product of bed shear and
velocity)and concentration of fine
related to bed material sizes.
Because of the complexity of interact ion between various variables,the
river response to natural or man-made changes is generally studied by (i)
qualitative analysis involving morphological concepts,(ii)quantitative
analysis involving application of morphological concepts and various empiri-
~,42J.89231
851119
17
--
calor experimental relationships,and (iii)quantitative analysis uS1ng
mathematical models.The insights to the problems obtained through a
Q =
S =
Gs =
d s =
.....
-
qualitative approach provide understanding of the methods required to
quantify the changes in the system.Mathematical modeling can help to study
many factors simultaneously.Recent work by Simons and Li (1978)and others
indicates that physical process computer modeling may provide a reliable
methodology for analyzing the impacts and for developing solutions to
complex problems of aggradation,degradation and river response to
engineering activities.
For river channels of non-cohesive sediment,qualitative prediction of river
response have been made using Lane's relationship (Lane,1955):
QS -Gsd s
in which:
stream discharge
longitudinal slope of stream channel
bed material discharge
particle size of bed material,generally
represented by d50 (median diameter).
The use of the above relationship to predict potential responses of the
Susitna River under the natural and with-project conditions,is discussed
under Section 9.0 •.
Prediction of quantitative changes in a river system requires geomorphic and
hydraulic data or other information which are generally not readily availa-
ble.The data of primary need include hydrologic and topographic maps and
charts,large scale aerial and other photos of the river and surrounding
terrain,existing river conditions (roughness coefficient,aggradation,
degradation and local scour near structures),discharge and stage data
(under natural and with-project conditions),existing channel geometry (main
channel,side channels,islands);sediment data (suspended load and
42189231
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18
bed-load,and size distribution of bank and bed materials and suspended
sediments),and size and operation of anticipated reservoirCs)on the river
system.
The information on sediment,particularly bank and mid-channel bed material
sizes,bed-load estimates and sediment injected by tributaries,is not
sufficient to calibrate a more quantitative mathematical model.Therefore,
a water-sediment-routing mathematical model has not been developed for the
study reach.The predictions of potential aggradation or degradation at the
study sites were based on morphological concepts and empirical relation-
ships.
7.1 DEGRADATION
Generally,river bed degradation occurs downstream of newly constructed
dive~rsion and storage structures.The rate of degradation is rapid at the
beginning,but is checked because of the development of a stable channel
slope or formation of an armor layer if sufficient coarse sediment particles
are available in the bed.The important variables affecting the degradation
process are:
-
-
1-
2.
3.
4.
5.
6.
Characteristics of the flow released from the reservoir,
Sediment concentration of the flow released from the reservoir,
Characteristics of the bed material,
Irregularities in the river bed,
Geometric and hydraulic characteristics of the river channel,
Existence and location of controls in the downstream channel.
The assumptions used in the present analysis include:
1.Bedload is completely trapped by the reservoir,but suspended
sediment particles of about .004 mm and less will remain in sus-
pension and pass through the reservoir CPND,1982,H-E December
1985b)•The sediment passing through the reservoir would be about
,....,42189231
851119
19
15 percent of sediment inflow (APA,November 1985,H-E December
1985b);
2.Irregularities in the river and channel configurations remain
--unchanged;
3.Sediment supply due to bank erosion is negligible,
4.Sediment eroded from the river bed is carried downstream as bed-
load and/or as suspended bed material load;
5.Sediment injections by tributaries is carried downstream without
significant deposition in the channel segments under study;
6.Size distribution of bed material is constant throughout the depth
at each study site;and
7.Sufficient coarse material exists in the river bed to form an
armoring layer which prevents further degradation.
-
r-
I
The armoring bed material size was estimated using (i)Competent bottom
velocity concept of Mavis and Laushey (1948)given in Design of Small Dams
(1974),(ii)Tractive force versus transportable size relationship derived
by Lane (1953),(iii)Meyer-Peter,Muller formula (Design of Small Dams,
1974),(iv)Schoklitsch formula'(Design of Small Dams,1974)and (v)Shields
criteria (Simons,Li and Associates,1982).Each of these methods is
discussed below.
7.1.2 Tractive Force
7.1.1 Competent Bottom Velocity
20
The tractive force is defined as the drag or shear acting on the wetted area
of the channel bed for a given discharge rate (Design of Small Dams)and can
be expressed as:
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The velocity near the bed at which a sediment particle starts to move is
defined as the competent bottom velocity (Mavis and Laushey,1948).This
velocity is approximately 0.7 times the corresponding mean channel velocity.
Exhibit 17 shows a relationship between the competent bottom velocity and
armoring size (Figure H-13,Design of Small Dams).This relationship was
used in this study.
....
Tractive force =y d S (pounds/square feet,lbs/ft 2 )
in which:
y =unit weigh~of water (62.4 lbs/ft 3 )
d =average water depth,ft
S =stream slope,ft/ft.
Exhibit 18 shows empirical relationships between tractive force and trans-
portable size (Lane 1953 and Figure H-14,Design of Small Dams).The
average relationship also shown in the exhibit was used in the study.
7.1.3 Meyer-Peter,Muller Formula
The Meyer-Peter,Muller formula for bedload transport can be written in the
following form (Design of Small Dams):
Q
G =1.606B [3.306 (~)(Q
in which:
1/6
D90 )3/2 d S _0.627 Dm]3/2
n s
G =bedload,tons/day
B =stream width,feet
QB =water discharge quantity directly over the area of bedload
tran.port,cubic feet per second (cfs).
Q =total water discharge,cfs
D90 =particle size in millimeters (mm)at which 90 percent of
bed material is finer,
d =mean water depth,feet
ns =Manning's n value for the bed of the stream,
Dm =effective size of bed material 1.n mm usually determined
as Dm =r p.d .,where p.is the fraction by weight of that1.S1.1.
fraction of the bed sediment with mean size dS1.
-
42189231
851119
S =hydr.aulic gradient.
21
.....
For no bed scour and assuming Q =QB,the armoring S1ze (D)is given
by:
1/6 3/2D=(5.26 Sd)/(n s /D 90 )
7.1.4 Schoklitsch Formula
The Schok1itsch formula for initiation of transport can be expressed as
(Design of Small Dams):
.00021 D.
1q.=
1 s4/3
1n which:
qi =unit discharge in cfs/foot width to
initiate motion of size D.in mDl;
1
S =hydraulic gradient,ft/ft.
If B 1S the width of a stream in feet and Q is total discharge then
D =:
4762 S4/3 Q'
B
.....
-
7.1.5 Shields Criteria
According to the Shields criteria,the beginning of motion of bed material
can be expressed as (Simons,Li and Associates 1982):
l'
cF*=-....,.....----.,....--
(ys-y)D
in which:
F*=dimensionless number,referred to as the Shields
parameter;
1'c =critical boundary shear stress,1bs/ft 2
Ys =specific weight of sediment particles,lbs/ft 3
42189231
851119
22
III
y ==specific weight of water (62.4 lbs/ft 3 )
D ==diameter of sediment particle (armoring size),ft.
Shields determined a graphical relationship between F*and the shear
velocity Reynolds number R*to define initiation of motion.In the region
where R*is between 70 and 500,the boundary is completely rough,the F*is
considered independent of R*.
0.047 to 0.060.
The value of F*in this region ranges from
A value of F*equal to 0.047 was assumed for this study.Using a specific
weight of about 165 Ibs/ft 3 for the bed material and shear stress equal to
II y d S",the armoring size is given by the following relationship:
-
T c (ft)D ==(Ys -y )F*
T
c 12 x 25.4==(165 -62.4)(0.047 x
==0.207 (12 x 25.4)Tc
==3944 d S
(mm)
.....in which:
D ==armor~ng size,mm
d ==mean water depth,ft
S ==hydraulic gradient,ft/ft.
7.1.6 Depth of Degradation
The depth of degradation or the depth from the original streambed to the top
of the amoring layer was computed by the following relationship given in
Design of Small Dams:
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851119
(_1__1)
L\P
23
.....
.....
-
~n which:
Yd =depth of degradation,ft
Ya =thickness of armoring layer,assumed as 3 times
armoring size or 0.5 ft whichever is smaller,
~p =decimal percentage of material larger than the armoring
size.
The armoring size for a given discharge was the average of the five s~zes
estimated by using the five methods discussed above.
7.2 AGGRADATION
Potential aggradations·~n the mainstem at the heads of sloughs and side
channels were estimated by comparing the armoring sizes for the flow in the
mainstem before diversion into the slough or side channel and the armoring
sizes corresponding to the remaining flow in the ma~n channel after
diversion into the side channel or slough.If the two s~zes were
significantly different,it was concluded aggradation would occur near the
entrance •
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24
8.0 HYDRAULIC DATA USED IN THE ANALYSES
"~
Bas ed on the procedures described
data required to estimate depths
.elude:
in the previous section,the hydraulic
of degradation at the study sites in-
-
"'"'
1.Dominant discharges based on which armoring sizes are computed;
2.Mean velocities,average depths,and channel widths corresponding
to various discharge rates;
3.Channel bed slopes;
4.Manning's roughness coefficients ('n'values);and
5.Bed material size distributions.
These data were'derived from various reports prepared by ADF&G,R&M and
Harza-Ebasco,as discussed below.
8.1 DOMINANT DISCHARGE
Generally,the estimation of depths of degradation is based on dominant
discharge.The dominant discharge is defined as the discharge which,if
allowed to flow constantly,would have the same overall channel shaping
effect as the natural fluctuating discharges would.The dominant discharge
for an uncontrolled stream is usually considered to be either the bank-full
discharge or the peak discharge having a recurrence interval of about 2
years (Design of Small Dams).The dominant discharge at Gold Creek is esti-
mated to be about 48,000 cfs.
With regulation of streamflow by an upstream reservoir,the definition of
dominant discharge would depend on the degree of regulation and the magni-
tude of flow from the area intervening between the dam site and the point of
interest.If the reservoir releases follow a certain pattern without much
deviation due to floods and flood flows from the intervening area are not
significant,the maximum discharge over a reasonably long period ~n the
release pattern can be used as the dominant discharge.If the reservoir
42189231
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25
....
r-
I
i'
I
I
releases are subject to considerable fluctuations due to power demands or
due to floods,the peak discharge having a 2-year recurrence interval would
be more representative of the dominant discharge.For the Middle Susitna
River under study,the dominant discharge was derived based on weekly
reserV01r operation studies for Stages I,II and III of the project and is
discussed under Section 9.2.2.
The dominant discharges for side channels and sloughs will depend upon the
frequency of overtopping of the.berms of the side channels and sloughs and
on the magnitude and duration of the overtopped flows.The side channels
and sloughs under study are currently overtopped at different mainstem dis-
charges as shown in Table 1.Under with-project conditions,the high flows
at Gold Creek will be greatly reduced unless the spiking release (being
considered fol['flushing out fine sediments)is made from the reservoirs.
Therefore,assuming that the entrances to the sloughs and side channels
remain unchanged,the frequency of overtopping wi 11 be greatly reduced as
also discussed under Section 9.2.2.
Relationships were developed between a range of dominant di scharges and
corresponding armoring sizes and between a range of dominant discharges and
corresponding depths of degradation.The computations were made by using
da ta.for the individual locations and the di scharges at a given location
were referencled to the corresponding discharges at the Gold Creek stream
gaging station.The computations cover a range of discharges between 5,000
and 50,000 cfs at Gold Creek.
8.2 MEAN VELOCITIES,AVERAGE DEPTHS AND CHANNEL WIDTHS
For the sites on the main channel,the mean velocities,average depths and
channel widths corresponding to various discharges were derived from a
previous report,(H-E,January 1984).The data representative of the study
sites are given in Table 2.
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851119
26
The discharges entering the sloughs and side channels at various discharges
at Gold Creek were estimated using data available in ADF&G and R&M reports,
and data received through correspondence from.R&M and ADF&G.The same data
were also used in determining the relationships between the slough or side
channel discharges and average channel widths,depths and velocities.
Generally,flows enter the sloughs or side ,channels during medium to high
river stages,depending upon the elevations (If channel inverts at the heads
of the sloughs or side channels.For stages lower than these,the flows in
the sloughs and side channels are either frool ground water seepage or local
runoff.Based on detailed field investigations,ADF&G determined the dis-
charges at Gold Creek at which various sloughs and side channels are over-
topped (Table 1).It also determined that the discharge entering a slough
or side channel can be expressed as a function of the discharge at Gold
Creek in the following form:
.-Q slough or side channel
A B
=10 (QGold Creek)
r""
I
The relationships were derived based on the data collected in 1982 through
1984.These data correspond to discharges olf 12,000 to 32,000 cfs at Gold
Creek.The relationships provided a reasonably good comparison between the
observed and computed discharges in the sloughs and side channels for the
observed range of the data.However,they were found to provide unrealis-
tically high slough and side channel discharg1es for flows higher than 32,000
cfs at Gold Creek.Therefore,new relationships were developed by visually
fitting curves to observed data.Typical lrelationships for Slough 9 and
Side Channel 10 are shown on Exhibit 19.The extension of these relation-
ships for higher discharges is somewhat arbitrary but they represent the
best relationships that can be established using the available date.
After the estimation of slough and side channel discharges for a given flow
at Gold Creek,the next step was to derive the corresponding channel width,
......42189231
851119
27
-
-
average depth and mean velocity data at the sloughs and side channels.For
the cases where depth and velocity data for a given discharge were available
at a number of transects in a slough or side channel,the average of these
data over the transects were used to represent the slough or side channel.
ADF&G also has developed stage discharge relationships at gages (staff gage
or recorder)near discharge measurement sites in selected sloughs and side
channels.The discharge measurement sites are shown on Exhibits 6,7,8,
10,11,12, 13,15 and 16.Additional cross sections also have been
observed on some sloughs and side channels.
The hydraulic parameters generally change along the channel length because
of changes in the cross section and also the presence of riffles and pools
(changes in stream bed slope).Attempts were made to use the addi tional
channel cross sections to derive representative width,average depth and
mean velocity corresponding to a given discharge in a slough or side chan-
nel.However,in most cases,the discharge measuring station was assumed to
represent the study reach because of the lalck of addi tional data for a
detailed analysis at the other cross sections.Therefore,the stage-dis-
charge relationships developed for the str,eam gaging stations and the
channel cross sections at the same locations were used to determine the
representative width,average depth and mean velocity data.Typical
depth-discharge and velocity-discharge relationships are shown on Exhibits
20 and 21.
8.3 CHANNEL BED SLOPES
The bed slopes of the reaches of the main channel were determined from the
river thalweg profiles given in a previous report (H-E,January 1984).
ADF&G developed thalweg profiles for sloughs and side channels from fie ld
survey data (ADF&G,1984).Alternate riffles and pools exist in nearly all
sloughs and side channels.The bed slope c:hanges significantly from one
sub-reach to the other along the length of the sloughs and side channels.
42189231
851119
28
-_.------------------------------_._-----------------------_._.-
-
....
For the purpose of the present analysis,the overall slopes were used.
Table 1 shows the overall slopes for the sloughs and side channels along
with the slopes of the adjacent mainstem.These data were derived from
various reports (ADF&G,1983 and May 1984).·
The bed slopes of Side Channel 10,Upper Side Channel 11 and Slough 21 are
steeper than those of other sites.This,prclbably,is the reason for the
higher velocities as shown in Table 3.
8.4 MANNING'S ROUGHNESS COEFFICIENTS
The Manning's roughness coefficients ("nil values)for the sloughs and side
channels were estimated based on field reconn.!lissance.The "n"values for
the sites on the mainstem were based on the data and analysis presented in
the Harza-Ebasco report on water surface profiles (H-E,January 1984).The
estimated "nil values are given in Table 1.
8.5 BED MATERIAL SIZE DISTRIBUTION
Bed materials of the Susitna River consist mostly of gravel and cobbles
with some percentage of sand.The substrate in the sloughs and side chan-
nels vary significantly along the channel length.Moderate to heavy
deposits of silt and sand over gravel and cobbles are visible in the pool
areas.The substrates at riffles are generally of clean gravel,cobbles or
sometimes boulders.Near the head of the sloughs,the substrates are clean
with little deposition of fine material.In backwater areas near the
mouths,some deposition of silt and sand occurs over gravel and boulders •
The S1ze distribution of bed material greatly affects the evaluation of the
sedimentation process.Therefore,representative bed material size distri-
bution data were considered essential for th,e study.Thirty six sediment
samples were taken (see footnotes on Table 4)at the selected locations in
the mainstem,sloughs and side channels.The samples were taken both from
surface and sub-surface layers.
-42189231
851119
29
-
In the mainstem of the Susitna River,the surface material 1S generally
coarser compared to the sub-surface material.The bed material samples
collected in the sloughs and side channels,however,did not show any dis-
tinct difference between the surface and sub-surface materials.Because of
limited data,the surface and sub-surface IJamples at a given site (main
channel,slough or side channel)were combined to determine the size
distribution.
The adopted S1ze distributions are given in Table 4 and shown on Exhibits 22
to 33.These are considered only indicative of the bed material at the
specific sites because many additional samples would be required to
determine a repr.esentative size distribution.for the whole length of the
study reach.
42189231
851119-
30
9.0 SEDIMENTATION PROCESS
9.1 NATURAL CONDITIONS
9.1.1 River Morphology
The Susitna River between Devil Canyon and above the confluence of the
Susitna and Chuli tna Rivers has a single channel or a split channel con-
figuration.A number of barren gravel ba:rs or moderately to heavi 1y
vegetated islands exist in the river.The mid··channe1 gravel bars appear to
be mobile during moderate to high floods (RliM,January 1982).A number
of tributaries including Portage Creek,Indian River,4th of July Creek and
Lane Creek join the main river in this reach.Almost every tributary has
built an alluvial fan into the river valley.Due to relatively steep gradi-
ents of some of these tributaries,the deposited material is somewhat
coarser than that normally carried by the Susitna River.
Vegetated islands generally separate the main ch9 nnel from side channels and
sloughs.·These sloughs and side channels exi~;t on one bank of the river at
locations where the main river channel is confined towards the opposite
bank.The flows enter into these sloughs and side channels depending upon
the elevations of the berms at their heads,relative to the mainstem river
stages (see Table 1).Coarser bed materials are generally found at the
heads of sloughs and side channels.This is because flows entering these
sloughs and side channels are from the upper layer of the flow in the main
channel and do not carry coarse material.This relatively sediment free
flow picks up finer bed material at the he,lds,thereby,leaving coarser
material.
A report was prepared by Arctic Environmental Information and Data Center
(AEIDC)on historical morphological changes in the Susitna River (AEIDC,
June 1985).The changes are evaluated based on photographs taken during
1949 through 1951 and 1977 through 1980.Results of the evaluation indicate
that some sloughs have come into existence since 1949-51,some have
42189231
851119
31
.....
-
-
changed character and/or type significantly,lind others have not yet changed
enough to be noticeable.Many sloughs have evolved from side channels to
side sloughs or from side sloughs to upland sloughs.Thus,they are now
higher in elevation relative to the water surface in the mainstem at a given
discharge.The 'perching of the sloughs and increased exposure·of gravel
bars above the water surface may be indicativl~of river degradation over the
35-year period or deposition of material at the boundaries of the gravel
bars.Both aggradation and degradation can be expected to occur in the
Susitna River under natural conditions depending upon the flows and sediment
loads.
9.1.2 Channel Stability
The channel stability at each of the study sites was evaluated by comparing
the median diameter of bed material (Table 4)with the armoring sizes under
various discharges.These sizes were estimated using the procedures dis-
cussed in Section 7.0 "General Approach",and are listed in Table 5.
Exhibits 34 through 47 show the relationships between discharges at Gold
Creek and armoring sizes for all study sites.
A comparison of median diameters listed 1n Table 4 and armoring sizes listed
in Table 5 shows that:
1.For all the study sites in the main channel,the armoring sizes
for a flow of about 15,000 cfs or greater at Gold Creek are con-
siderably larger than the median sizes (d50)of the bed material.
Therefore,for a discharge of thi.s magnitude or greater,active
exchange of particles occurs betwee:n the channel bed and the bed-
loads carried by the flow.This tmdoubtedly has caused temporal
deposition and scour in the past and the river bed likely exhibits
similar behaviors at present.The extent of the deposition or
scour can not be predicted with any degree of certainty because it
depends on many factors such as the flow,sediment loads and ice
jams all of which are highly unpredictable.
42189231 32
851119
-
2.In the Northeast and Northwest Forks of Mainstem 2 Channel,the
armoring sizes corresponding to a f1Low of about 55,000 cfs at Gold
Creek are smaller than the median size of the bed material.
Therefore,these sub-channels are s:table under the present condi-
t ions.However,for the channe 1 dmi'ns tream from the confl uence of
these sub-channels,the analysis indicates that the armoring size
1S larger than the median size for nows of about 35,000 and above
at Gold Creek.Thus"this channel likely exhibits temporal
deposition and scour for flows lalc-ger than about 35,000 cfs at
Gold Creek or equivalent river flow caused by staging and
overtopping or breaching of an ice jam.
3.For Sloughs 8A and 11 and Side Channel 21,the armoring sizes
corresponding to flows up to about 55,000 cfs at Gold Creek,are
smaller than the median size of bed material at these sites.
Therefore,appreciable changes in the channel cross-sections are
not expected at these sites up to a flow of about 55,000 cfs at
Gold Creek~However,much larger floods or higher river flows
caused by activities of ice jams:can cause deposition and/or
scour.
-
4.For Slough 9,the armoring size corresponding to a flow of about
45,000 cfs at Gold Creek,is larger than the median bed material
S1ze.Therefore,active exchange of sediment particles is expect-
ed between the channel bed and bed load being carried during flows
higher than 45,000 cfs,causing temporal scour and deposition.
""",'
5.Similar phenomenon (active exchangE!of sediment particles between
the channel bed and bed load)causing temporal scour and/or
deposition,exists in Side Channel 10,Upper and Lower Side
Channels 11,and Slough 21 for flows corresponding to flows larger
42189231
851119
33
-
.....
--
than about 30,000,35,000,25,000 and 45,000 cfs respectively,at
Gold Creek.
Based on the above observations,it can be concluded that most of the
selected sites are subject to temporal scour and/or deposition under natural
condi tions depending upon high flows (caused by flood or ac tivi ties of ice
jams)and the characteristics of the sediment load being transported.
9.1.3 Intrusion of Fine Sediments
The fine sediments consisting of medium to fine sand and silt (particle
sizes between 0.50 to .004 mm)have been observed deposited on gravel bars
and banks of the mainstem channel and side channels during low flows.In
sloughs,the deposits have been observed in backwater areas and in pools.
Field reconnaissances during 1983 and 1984 indicated that much of these
deposits (except those in the pools of the sloughs)were removed during high
flows.This was because of disturbances of the surface bed material layer
under high flows,which caused the fine sediment to be re-suspended.
The analysis of suspended sediment data collected at Gold Creek (H-E,
November 1984)indicates that,on the average,about 96 percent of the
suspended load is finer than 0.5 mIn.Thus,there is a high probability of
fine sediments depositing on the channel bed.
A number of laboratory studies are available to understand the process of
the intrusion of fine sediments in a gravel bed (Carling,1984;Einstein,
1968,Beschta and Jackson,1979 and Cooper,1965).These studies indicate
that at low velocities deposition occurs on the surface of substrates while
at high velocities the surface is flushed clean.
42189231 34
851119
-
-.
9.2 WITH-PROJECT CONDITIONS
9.2.1 River Morphology
The construction of the Susitna Hydroelectric Project will change the
streamflow pattern and also will trap sediments.The essentially
sediment-free flows from the reservoirs will have the tendency to pick-up
bed material and cause degradation in a river reach some distance downstream
from Devil Canyon Dam.The modified discharges downstream from the dams,
however,will have reduced competence to transport bed material especially
those added by the tributary flows.These two factors will tend to com-
pensate with each other,resulting in the overall effects discussed below.
Lane's relationship discussed under Section 7.0,"General Approach II ,is
based on the equilibrium concept,that is,if any change occurs in one or
two parameters of the water and sediment dis(:harge relationsh ips,the river
will strive to compensate the other parameters so that a new equil ibrium is
attained.In the case of the Susitna River,both water discharge and bed
load discharge will be modified by the reservoirs.Therefore,adjustments
will occur in the river channel gradient .!Imd particle sizes of the bed
material.Previous studies (Hey,et al 1982)have indicated that the new
median.diameter of bed material downstre.!ltm of a large reservoir may
correspond to the D90 or D95 of the original bed material.
The potential morphological changes of the Susitna River also were addressed
qualitatively by R&M Consultants (R&M,Janu.!llry 1982).It was argued that
the Susitna River between Devil Canyon and th,e confluence of the Susitna and
Chulitna rivers would tend to become more de~fined with a narrower channel.
The main channel river pattern will strive for a tighter,better defined
meander pattern within the existing banks.A trend of channel width
redu!=tion by encroachment of vegetation andl sediment deposition near the
banks would be expected.
42189231
851119
35
,~
9.2.2 Channel Stability
Potential degradations at the selected sites WE:re estimated for various di s-
charges using the procedures discussed under "General Approach".The rela-
tionships between ,the index discharge at Gold Creek and estimated degrada-
tions at various sites are shown on Exhibi ts ,~8 through 59.The potential
degradation at each site estimated from thesie relationships is listed in
Table 6.These estimates are based on the assumption that the bed material
injected by the tributaries and also the bed material eroded from the
upstream main channel would not be deposited in the downstream reaches.
Table 7 shows average weekly flows at Gold Creek for four project operation
scenarios of Stages I,II and III and for natural condi tions.These data
.....
....
were obtained from recent studies reported in the License Application (APA
1985)and in a report by Harza-Ebasco (H-E December 1985a).These data
indicate about a 40 to 60 percent reduction in flows during the late May
through August period,about a 3 to 7 times 1ncrease in flows during the
November through April period and nearly equal or slightly reduced flows 1n
other months during the year.Table 8 shows <lnnual maximum weekly flows at
Gold Creek for natural and with-project conditions.Under with-project
conditions,the maximum weekly flows generally would occur under Stage II
load condi tions.Using the mean of Stage II annual maximum weekly flows as
the dominant discharge (about 28,000 cfs),thE:potential degradation at the
main channel sites would be in the range of about 1.0 to 1.5 feet.In the
sloughs and side channels,the degradation would be about 0 to 0.3 feet.As
discussed previously,these estimates assume that the bed material injected
by the tributary flows and also eroded from the upstream channel would not
deposit at the study sites.In actual situations,some of the sediments
carried down by the tributary flows would be deposited in the main river.
Redeposi tion of some sediment eroded from the upstream channel also would
occur and actual degradation at the main channel sites would be less than
that estimated.
Table 3 shows that the flows entering at the heads of the sloughs and side
channels are small compared to the corresponding flows at Gold Creek and
42189231
851119
36
.....
-
therefore,these flows wi 11 not significantly 'reduce the di scharge rates in
the main channel.Thus,the competence of flow to transport bed material
will not be affected due to bifurcation of flow and little aggradation
should be expected in the main channel near the entrances to the sloughs and
side channels.
As discussed above,the main channel will have the tendency to degrade and
to be confined within a narrower channel.This may cause the main channel
to recede from the heads of sloughs and side channels.Therefore,the berms
at the heads of the sloughs and side channels would be overtopped at higher
discharges than those under natural conditions..Assuming that the river bed
at the entrances would be lowered by about one foot due to the degradation,
larger mainstem discharges would be required to overtop the sloughs and side
channels.Thus,the overtopping of the sloughs and side channel will be
less frequent,and the estimated 0 to 0.3 feet degradation for the sloughs
and side channels would be smaller.This could cause some of the sloughs
and side channels to become less effective for passing flow,but some new
sloughs or side channels would likely be created by the new flow regime in
the Susitna River.
9.2.3 Intrusion of Fine Sediments
As discussed under "General Approach",the reservo~r will trap all sediment
except particles sizes of .004 mm and less,which constitute about 18 per-
cent of the suspended load.The velocities at the study sites (Table 2 and
3)would be sufficiently high to carry these fine particles in suspension,
and the substrates would generally be cleaner.However,some coarse si It
and fine sand might be picked up from the river bed which would have the
tendency to settle out in pools and backwater areas.Therefore,some depo-
sition of such silt and sand in the sloughs and side channel is possible,
and it may be desirable to operate the projE~ct such that the sloughs and
side channels are overtopped at least for a few days each year prior to
spawning,unless other means such as I1Gravel Gerties ll are employed to flush
out the fine sediment deposition.
42189231
851119
37
REFERENCES
-
REFERENCES
Acres American Incorporated,1982:Susitna Hydroelectric Project,
Feasibility Report,Volume 1,Basin Description,Final Draft,prepared
for the Alaska Power Authority.
Arctic Environmental Information and Data Center,University of Alaska,June
1985:Geomorphic change in the Devil Canyon to Talkeetna Reach of the
Susitna River since 1949,submitted to Harza-Ebasco Susitna Joint
Venture for the Alaska Power Authority.
Alaska Department of Fish and Game,Susitna Hydro Aquatic Studies Team,
1983:Phase II Basic Data Report,Volume 4:Aquatic Habitat and
Instream Flow Studies 1982,Appendices F to J,prepared for the Alaska
Power Authority.
Alaska Department of Fish and Game,Susitna Hydro Aquatic Studies Team,
1983:Phase II Basic Data Report,Volume 4:Aquatic Habitat and
Instream Flow Studies 1982,Part II,prepared for the Alaska Power
Authority.
Alaska Department of Fish and Game,Susitna Hydro Aquatic Studies Team,
1983:Phase II Basic Data Report,Volume 4:Aquatic Habitat and
Instream Flow Studies,1982,Part I,prepared for the Alaska
PowerAuthority.
Alaska Department of ·Fish and Game,Susitna Hydro Aquatic Studies Team,
1983:Phase II Basic Data Report,Volume 4:Aquatic Habitat and
Instream Flow Studies 1982,Appendices Band D-E,prepared for the
Alaska Power Authority.
Alaska Department of Fish and Game,Susitna Hydro Aquatic Studies Team,May
1984:Aquatic Habitat and Instream Flow Investigations (May-October
1983),Report No.3,Part I,Chapter 1,Chapter 1 Appendices,and
Chapter 2,prepared for the Alaska Power Authority.
Alaska Department of Fish and Game,Susitna Hydro Aquatic Studies Team,
1984:Aquatic Habitat and Instream Flow Investigations (May-October
1983),Report No.3,Part II,Chapter 7,prepared for the Alas~a Power
Authority.
Alaska Power Authority,1985,Before the Federal Energy Regulatory
Commission,Project No.7114,Amendment to the Application for License
for Major Project,Susitna Hydroelectric Project,(Draft)prepared by
Harza-Ebasco Susitna Joint Venture.
Beschta,R.L.,and W.L.Jackson,1979:The Intrusion of Fine Sediments into
Stable Gravel Bed,J.Fish.Res.Board,Can.36:204-210.
Carling,P.A.,1984:Deposition of Fine and Coarse Sand in an Openwork
Gravel Bed,Can.J.Fish.Aquat.Sci.41:263-270.
429661 38
851122
Cooper,A.C.,1965:The Effect of Transposed Stream Sediments on the
Survival of Sockeye and pink Salmon Eggs and Alevin,Bulletin XVII,
International Pacific Salmon Fisheries Commission,Canada.-
-Einstein,H.A.,1968:Deposition of Suspended Particles in a
of Hydra.ulic Division,Proceedings of ASCE,Vol.94,
1197-1205.
Gravel Bed,J.
No.HY5,pp.
Hydroelectric
Profiles and
prepared for
~-
-
Harza-Ebasco Susitna Joint Venture,April 1984:Susitna Hydroelectric
Project,Reservoir and River Sedimentation,Final Report,prepared for
the Alaska Power Authority.
Harza-Ebasco Susitna Joint Venture,November 1984:Susitna Hydroelectric
Project,Lower Susitna River Sedimentation Study,Project Effects on
Suspended Sediment Concentration,Draft Report,prepared for the Alaska
Power Authority.
Harza-Ebasco Susitna Joint Venture,January 1984:Susitna
Project,Middle and Lower Susitna River,Water Surface
Discharge Rating Curves,Volumes I and II Draft Report,'
the Alaska Power Authority.
Harza-Ebasco Susitna Joint Venture,December 1985a:Susitna Hydroelectric
Project,Weekly Streamflows and Flow Duration Curves,Three Stage
Project,2 Volumes,prepared for the Alaska Power Authority.
Hey,R.D.,J"C.Bathurst and C.R.Thorne,editors,1982:Gravel-Bed Rivers
Fluvial Processes,Engineering and Management,John Wiley and Sons,New
York.
Knott,J.M.,and Stephen W.Lipscomb,1983:Sediment Discharge Data for
Selected Sites in the Susitna River Basin,Alaska,1981-82,u.S.
Geological Survey Open-file Report 83-870,prepared in cooperation with
the Alaska Power Authority.
-
-
Harza-Ebasco Susitna Joint Venture,December
Project,Susitna River Sedimentation
Suspended Sediment Concentration,for the
1985b:
Study,
Alaska
Susitna Hydroelectric
Project Effects on
Power Authority.
Lane,E.W.,1955:The Importance of Fluvial Morphology in Hydraulic
Engineering;proc.,ASCE,Vol.21,No.745,17 p.
Lane,E.W.,and E.J.Carlson,1953:Some Factors Affecting the Stability of
Canals Constructed in Coarse Granular Materials,Proceedings of the
Minnesota International Hydraulics Convention,Joint Meeting of IAHR
and Hyd~'aulics Division,ASCE.
Leopold,L.B.,and T.Maddock,1953:The Hydraulic Geometry
Channels and Some Physiographic Implications,USGS Prof.
57 p.
of Stream
Paper 252,
429661
851122
39
-------=-~.,.,---~---------------------------
-
-
Mavis,F.T.,and L.M.Laushey,June 1948:A Reappraisal of the Beginning of
Bed-MovemE~nt Competent Velocity,International Association for
Hydraulic Research,Second Meeting,Stockholm.
Peratrovich,Nottingham and Drage,Inc.;November 1982:Susitna Reservoir
Sedimentation and Water Clarity Study,prepared for Acres American
Inc.,for the Alaska Power Authority.
R&M Consultants,Incorporated,December 1982:Susitna Hydroelectric Project,
Field Dat,a,Collection and Processing.Supplement I,prepared for Acres
American Incorporated for the Alaska Power Authority.
R&M Consultant,Incorporated,February 1982:Susitna Hydroelectric Project,
Field Data,Collection and Processing.Volume 3,prepared for Acres
American Incorporated for the Alaska Power Authority.
R&M Consultants,Incorporated,January 1982:Susitna Hydroelectric Project,
River Morphology,prepared for Acres American Incorporated for the
Alaska Power Authority.
Santos-Cayudo,J.and D.B.Simons,1972:River Response,Environmental
Impact on Rivers,H.W.Shen,Editor,Chapter 1,Water Resources
Publications,Fort Collins,Colorado.
Simons,Li &Associates,1982:Engineering Analysis of Fluvial Systems,Fort
Collins,Colorado.
Simons,D.B.,and Fuat Senturk,1977:Sediment Transport Technology,Water
Resources Publications,Fort Collins,Colorado.
Simons,D.B.and R.M.Li,1978a:Degradation Below the Emergency Spillway
Chute of the Site 8C,T or C Williamsburg Watershed,New Mexico,Report
for USDA ll Soil Conservation Service;Albuquerque,New Mexico.
Simons,D.B.and R.M.Li,1978b:Erosion and Sedimentation Analysis of San
Juan Cn:!ek,New Conrock Gravel Pit,Orange County,California,
Technical Report for Dames and Moore,Denver,Colorado.
Schumm,S.A.,1971:Fluvial Geomorphology.
Mechanics,H.W.Shen,editor,Vol.
Publications,Fort Collins,Colorado.
The Historical Perspective,River
1.,Chapter 4,Water Resources
-
Uni ted StateEI Department of the Interior,Bureau of Reclamation,1974:
Design of Small Dams,A Water Resources Technical Publication,Second
Edition,Revised Reprint.
42189231
851119
40
-.
TABLES
Table 1
CHARACTERISTICS OF STUDY SITES
ON MIDDLE SUSITNA RIVER!.!
Main Channel Hr.River
cross section 4
Approx.
River
Miles
99.0 to
100.0
Overall
Slope of
study Site
.0017
overall
Slops of
Main River
.0017
Observed Estimated
Overtq>ping Bed Elev.
Dischargel.1 at Head
NA
Bltimated
Manning's
Fbughness
.030
Main Channel Between
River Cross Sec-
tions 12 and 13
Main Channel upstream
frOlll Iane Creek
Mainstem 2 Side Channels
at River Cross
section 1 B.2
NW Channel
NE Channel
Slough BA (main channel)
NW Channel
NE Ch,annel
Slough 9
108.5 to
110.0
113.6 to
114.2
114.4
115.5
126.2
126.7
128.3
.0012
.0017
.0030
.0020
.0024
.0024
.0024
.0024
.0026
.0012
.0017
.0017
.0017
.0017
.0017
.0017
.0017
.0016
NA
NA
12,000
12,000
23,000
26,000
26,000
33,000
16,000
NA
NA
476.3
476.3
484.6
576.5
604.6
.035
.035
.035
.035
.035
.032
.032
.032
.032
Main Channel upstream From 131.2 to
the 4th of July creek 132.2
.0015 .0015 NA NA .035
Side Channel 10
Lower Side C~annel 11
Slough 11
Upper Side CMnnel 11
134.2
135.0
135.4
136.2
.0039
.0024
.0029
.0045
.1017
.0020
.0020
.0020
19,000
5,000
42,000
13,000
656.6
684.6
684.3
.035
.035
.032
.035
Main Channel Between 136.9 to
cross Sections 46 and 48 137.4
.0017 .0017 NA NA .035
Side Channel 21
Downstream from AS
upstream from AS
Slough 21
NW C~annel
NE C~annel
140.6
141.9
142.2
.142.3
.0030
.0043
.0032
.0023
12,000
20,000
23,000
26,000
753.B
756.9
.030
.030
.030
1/Data ta~en from various reports of H-EI ADF&G and R&M.
"'I/Discharges at Gold creek Station11Notapplicable.
'labIe 2
HYDRAOLIC PARAMETERS FOR MAINSTEM SITES
~~Gold creek Discharge (cfs)-3,000 5,000 ~9,700 13,400 17,000 23,400 34,500 52,000
Near River Cross section 4
Dischclrge,cfs 3,090 5,150 7,210 9,990 13,800 17,500 24,100 35,500 53,600
Width,ft 650 750 860 1,010 1,200 1,3BO 1,640 2,060 2,6BO
Depth,ft 2.9 3.4 3.9 4.6 5.5 6.3 7.3 8.9 10.6
Velocity,ft/sec 2.7 3.4 3.8 4.4 4.4 4.3 4.2 4.6 4.9
Between Ri....er Cross sections
I~12 and 1:1
Di schurge,cfs 3,090 5,150 7,210 9,990 13,BOO 17,500 24,100 35,500 53,600
Width,ft 380 410 425 445 460 473 495 51B 545
Depth,ft 5.6 6.6 7.6 B.O 9.2 9.9 1 1.2 13.1 16.0,-veloci.ty ,ft/sec 2.3 3.0 3.4 4.2 4.7 5.3 6.1 7.0 7.7
Upstream f!~om Lane Creek
Discharge,cfs 3,090 5,150 7,210 9,990 13,BOO 17,500 24,100 35,500 53,600
Width,ft 850 960 1,020 1 ,110 ,350 1,6BO 1,790 1,B60 1,900
Depth,ft 5.9 6.B 7.4 8.2 B.5 9.3 10.0 1 -1.0 12.9
Veloci.ty ,ft/sec 1.7 2.2 2.6 3.1 4.1 4.3 5.2 6.7 7.5
Upstream -f!~om 4th of
JUly cre~~
Discharge,cfs 3,000 5,000 7,000 9,700 13,400 17,000 23,400 34,500 52,000
Width,.ft 250 340 430 580 BOO 970 1,150 1,250 1,380
Depth"ft 6.3 7.2 7.7 B.3 9.0 9.3 10.1 10.6 11.6,-Veloci.ty ,ft/sec 2.1 2.7 3.3 4.0 4.9 5.8 6.2 7.4 8.8
Between Ri'7er Cross sections
46 and 413
I"'"Di schilrge,cfs 3,000 5,000 7,000 9,700 13,400 17,000 23,400 34,500 52,000
Width,ft 305 385 465 545 600 650 710 800 920
Depth,ft 5.1 6.2 6.9 B.1 9.0 9.7 10.6 12.0 14.1
Velocity,ft/sec 3.6 4.1 4.6 4.9 5.7 6.4 6.8 8.2 9.4
~""
Table 3
HYDRAULIC PARAMETERS FOR SIDE CHANNELS-.AND SLOUGHS
Slough/Side
r-Gold Creek Channel Slough/Side Channel
LI)cation Discharge Discharge Width Depth Velocity
(cfs)(ft) (ft)(it/sec)
(1)(2)(3)(4)(5)(6)
Hainstem 2 Side Channel
Nortmiest Channel 17.000 150 112 1.0 1.39
23.400 940 117 1.9 2.78
34.500 2.940 228 2.5 5.20
52.000 6.700 264 2.9 8.75
~Northeast Channel 34.500 650 111 3.4 1.71
52.000 2.900 124 3.8 6.09
Main 'Channel Below-Confluence 17 .000 150 128 0.5 2.31
23.400 940 250 1.4 3.78
34.500 3.590 341 2.7 3.89
52.000 9.600 366 4.4 6.00
Slough 8A
Northwest Channel 30.000 19 45 0.7 0.62
35.000 47 45 0.9 1.18
40.000 98 45 1.0 2.21
45.000 183 45 1.1 3.75
52.000 383 46 1.3 6.58
Northeast Channel 30.000 17 70 1.0 .42
35.000 26 71 1.1 .51-40.000 37 73 1.2 .59
45.000 51 75 1.4 .67
52.000 74 78 1.6 .77
Main Channel Below
Confluence 30.000 36 62 0.8 .72
35.000 73 66 1.0 1.14
40.000 135 70 1.1 1.74
45.000 234 72 1.2 2.68
52.000 457 78 1.5 3.96
Slough 9 23,400 80 73 1.3 0.82
f!"'"34.500 580 151 2.2 2.34,
45.000 1.600 156 3.0 4.03
52.000 2.650 160 3.2 5.30
-Table 3 (cont'd)
HYDRAULIC PARAMETERS FOR SIDE CHANNELS
AND SLOUGHS
Slough!Side
Gold Creek Channel Slough/Side Channel
Location Discharge Discharge Width Depth Velocity
(ds)(ft)(ft)(ft/sec)
(1)(2)(3)(4)(5)(6)
Side Channel 10 21,000 30 38 0.8 1.00
25,000 150 83 1.5 1.25
30.000 430 102 2.1 2.05
~34,500 860 108 2.6 3.07
45,000 2,800 119 3.7 6.36
52,000 4,900 127 4.4 8.75
~Lower Side Channel 1 7,000 520 275 0.9 1.75
9,700 862 280 1.3 2.27
13.400 1,420 285 1.8 2.96
17,000 2,053 290 2.3 3.60
23,400 3,365 295 3.2 4.64
34.500 6,133 300 4.8 6.46
45,000 9,248 300 6.3 7.87
52.000 11,565 300 7.5 8.90
Upper Side Channel 11 17.000 38 101 0.5 .75
23,400 170 117 1.0 1.52
34.500 1.060 146 2.2 3.30
45,000 3,900 155 4.0 6.70
52,000 7,800 170 5.2 B.80
Slough 11 44,000 21 24 0.5 1.65
46,000 33 30 0.6 1.80
48,000 94 49 0.9 2.25
50.000 176 64 1.1 2.60
52,000 332 84 1.3 3.00
Side Channel 21 12,000 67 77 1.0 0.87
16,000 205 105 1.4 1.40
20,000 420 130 1.7 1.90
25,000 810 162 2.0 2.50
30,000 1,350 189 2.3 3.10
40,000 2,900 260 2.7 4.15
52.000 5,600 298 3.3 5.70
Slough 21 25,000 13 52 0.5 0.50
30,000 39 72 0.9 0.60
35,000 105 94 1.4 0.80
40,000 235 98 2.0 1.20
45,000 500 99 2.8 1.80
50,000 970 99 3.9 2.52
J'~
'!able 4
REPRESENTATIVE BED MATERIAL SIZE DISTRIBUTION
FOR SELECTEIl SLOUGHS,·SIDE CHANNEL AND HAINSTEH SITES
Particle Size,mm Bed Material
~.125 .250 .500 1.00 2.00 4.00 8.00 16.0 32.0 64.0 Sizes (mm)For
--Percent F.Lner '!han Given Percentage
Dl6 0 50 °90-Main Channel near
Gross Section 41'2 3 7 10 13 16 22 29 42 70 89 1.7 20 65
-Main Channel between
Gross Sections 12 and n~'2 3 5 8 12 18 24 32 50 77 3.0 34 78
Main Channel upstream from
Lane CreMl'2 3 5 7 9 10 14 21 32 48 77 5.0 35 84
Mainstem 2 Side Channels at
Gross Section 18.~'3 5 7 10 13 17 22 29 37 53 73 1.7 30 110
,~Sliough ~l 3 6 10 12 13 15 18 28 47 83 4.3 35 70
Slough g!'2 7
15 18 20 23 30 41 63 93 0.5 22 58
Main Channel upstream
from 4th of July Creek2./2 4 6 8 11 14 20 27 36 55 78 2.5 28 85
Side Channel 1o!'3 6 12 17 20 25 34 44 62 82 0.8 20 80
......
Lower Side Channel 11,down-
stream from Slough 1~1 2 5 7 10 14 19 30 41 58 84 2.6 25 72
Slough 1ll.Q.'2 5 8 12 15 20 27 35 50 68 2.2 32 100
Upperside Channel 11,up-
stream from Slough 1ll.Q.'2 5 8 12 15 20 27 35 50 68 2.2 32 100
Ma:in Channel between cross
Section 46 and 4s.ll'2 3 7 10 13 17 24 33 53 72 3.3 30 100
Side Channel 21,downstream
from Slough 2~'0 a 4 6 8 12 17 23 40 62 7.5 46 96
Sl,ough 2~'0 0 4 6 8
·12 17 23 40 62 70S'46 96
.!I Based on 6 samples taken at three locations near cross section 4.
1,.1 Based on 2 samples taken near river miles 109.3.
J./Based on 2 samples taken in main channel upstream from Lane Creek.:II Based on 4 samples taken in the Mainsten 2 side channel,at four
locations.
51 Based on 6 samples taken near the slough in the main channel at
RM 125.6.
~,Based on 5 samples taken near the slough in the main channel atI"""
RM 128.7.
1.1 Based on 3 samples taken in the main and side channels near
4th of July creek •
.11 Based on 1.sainp.Les taken in Slough 10.
~1 1 Based on 2 sBlllples taken in Side Channel 11.downstream from Slough 11...!.!!.I Based on one sample tSiken in Slough 11•
.!..!/Based on 2 sBlllples taken between cross sections 46 and 48 •
.!];/Based on one sample taken near the upstream end of side channel.
".,...,
.-
-_._--------"""'""'......-----~------------------------
1--
..-'Dl hIe 6
POTENTIAL DEGRADATION AT SELECTED SLOUGHS,
SIDE CHANNELS AND MAINSTEK SITES
Location Discharge at Gold Creek (cfs)
5,000 7,000 10,000 15 ,000 20,000 25 ,000 30 ,000 35 ,000 40 ,000 45,000 55,000
{1\flilI'io Estimated Degradation,ft
Main Channel near 0.1 0.2 0.3 0.6 0.8 1.1 1.3 1.5 1.7 1.9 2.4
Croas Section 4
Main Channel between
Cross Sections 12 &13 0.1 0.2 0.3 0.4 0.6 0.8 1.1 1.3 1.8 .2.4 3.7
Main Channel upstream 0.2 0.2 0.3 0.4 0.6 0.8 1.0 1.2 1.5 1.8 2.5
from Lane Creek
Hainstem 2 Side
Channel at Cross
Section 18.2
Main Channel 0 0 0 0 0 0.1 0.2 0.3 0.5 0.7 1.2
North-east Fork 0 0 0 0 0 0 0 0.1 0.1 0.2 0.2
r~North_est Fork 0 0 0 0 0 0 0 0.1 0.1 0.2 0.2
Slough 8A 0 0 0 0 0 0 0 0 0 0 0
Slough 9 0 0 0 0 0 0 0 0.1 0.2 0.3 0.5
Main Channel upstream 0.3 0.3 0.4 0.6 0.8 1.1 1.3 1.5 1.7 2.0 2.5
from 4th of July Crl!ek
Side Channel 10 0 0 0 0 0 0.1 0.2 0.4 0.6 1.0 2.0
Lower Side Channel 11 0 0 0 0.1 0.2 0.3 0.5 0.7 1.0 1.3 2.1
Slough 11 0 0 0 0 0 0 0 0 0 0 0.1
~
Upper Side Channel 11 0 0 0 0 0 0.1 0.2 0.3 0.6 0.9 1.8
Main Channel between 0.3 0.4 0.6 0.9 1.2 1.4 1.7 1.9 2.1 2.4 2.8
Cross Sections
46 and 48
Side Channel 21 0 0 0 0 0 .0 0.1 0.1 0.2 0.2 0.3
Slough 21 0 0 0 0 0 0 0 0 0.1 0.2 0.5
._-.....""'.-""............_......,,---_.......__."'--_..."'.._------_.....------------..---------------
Table 7,-
NATURAL AND WITH-PROJECT AVERAGE WEEKLY FL(JJS
OF SUSITNA RIVER AT GOLD CREme.
(1950-1983)
With-Project Flowsl.'
Natural Early Late
Week.l/Flow Stage I Stage II Stage III Stage III
(ds)(ds)(cfs)(ds) (ds)
(1)(2)(3) (4) (5)(6)
1 1607 8795 8043 8319 10323
2 1554 8416 8054 8286 10300
3 1512 7920 8062 8250 10285
4 1494 7786 8067 8218 10201
5 1427 7596 7932 8177 10225
6,1354 7623 7889 8186 10262
~7 1300 7569 7570 8129 10141
8 1258 7584 7182 8074 10082
9 1204 7358 6833 7959 9957
10 1152 6425 6468 7556 9448
11 1149 5753 6306 7305 9117
12 1157 5186 6129 7054 8781
13 1167 4785 6157 6910 8581
14 1216 4726 6256 6895 8500
15 1240 4323 6068 6703 8246
16 1408 3943 5990 '6545 7999
17 1667 3593 5808 6402 7644
18 3654 3399 5859 6409 7532
19 7914 4530 6197 6824 7932
~20 13466 6393 7217 7551 9067
21 18715 7650 7930 8340 9896
22 23556 10009 8465 9148 10782
23 27284 11410 9101 9280 10250
24 29369 13951 9069 9267 10452~25 27860 14405 9078 9227 10322
26 26313 14059 9741 9104 10112
27 23987 13108 10446 9918 9317
28 24491 13611 12880 10705 9383
29 24708 14285 15259 13793 9460
30 24031 15458 17866 15444 9355
31 25294 17428 20649 18343 9613
32 23320 18167 19882 18164 9415
33 22387 18880 20671 18566 10756
34 20411 18358 20803 18536 11875
35 18377 17249 18400 17381 11281
36 15621 15594 15546 15492 11772
37 14039 14308 14071 13859 10998
38 12871 13793 12897 12662 10211
3~10663 12582 10778 10611 9649
40 8102 10618 8471 8511 8812
41 6782 7641 7638 7747 8695
42 5348 6819 7211 7356 8557
43 4303 6973 7309 7491 8514
44 3332 7262 7422 7574 8461
45 2861 7635 7679 7928 8908
46 2562 7829 7896 8196 9554
47 2358 8079 8089 8585 10122
48 2204 8284 8328 8823 10603
49 1978 8947 8662 9179 11108
50 1886 9578 8853 9349 11474
51 1785 9394 8643 9070 11162
52 1739 8943 8288 8590 10590
11 First week is the first week of January.
I./Based on enrl ronmental constraints.E-VI.
Stage I:Low Watana
Stage II:Low Watana and Devil Canyon
Early Stage III:High Watana and Devil Canyon
Late St,age III:High Va tana and Devil Canyon.increased power demand
------------"--~---~--~"--..---...'"'--------------------------
Table 8
ANNUAL MAXIMUM NATURAL AND WITH-PROJECT WEEKLY
FLCMS OF SUSITNA RIVER AT GOLD CREEK
With Project Flow
Natural .Early Late
year.ll Flow Stage I Stage II Stage III Stage III
(cfs)(cfs)(cfs)(cfs),(cfs)
(1)(2)(3)(4)(5)(6)
1950 26171 13197 17434 9255 10327
51 30057 27200 30057 27777 11856
52 38114 19629 37243 25071 12721
53 35114 21500 25643 24224 12698
54 31143 20276 24000 24000 12664
55 37243 36658 37243 33410 18572--56 43543 31429 32000 31429 26000
57 37443 21143 23915 21143 13414
58 38686 20443 29726 30896 11817
59 44171 43171 41845 41453 14829
60 32043 23487 28943 28943 12203
61 38714 25132 25900 26000 13787
62 58743 27186 27186 27186 23571
63 40257 32571 38143 35862 22106
64 75029 26143 26143 24671 14941
65 33643 30386 30386 30386 19812
66 47686 18816 22914 22829 14719
67 54871 43711 41589 40403 30600
68 37343 22214 25857 25857 12551
69 18114 9235 8000 8398 10228
70 26429 13743 19971 9699 10026
71 47186 38282 39737 22857 22857
72 44243 22318 25371 25357 18029
73 36443 14229 23171 13128 10293
74 31357 13950 12385 9355 10828
I-75 36400 24200 28343 25929 19886
76 29843 14066 20507 9611 11530
77 46300 22286 25514 22286 14420
78 22786 13194 14829 14829 11685
79 32457 12514 32457 26514 12927
80 33557 32093 33557 33014 13304
81 46729 40936 39877 37603 37029
82 28857 15725 26557 26557 11895
83 27343 13767 26586 26529 12875
Mean 37900 24100 27700 24800 15800
JJ Calendar Year.
"""
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EXHIBITS
1 1 i }1 J 1 »--J )1 J )J 1 J 1 J 1
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HARZA-EBASCO SUSITNA JOINT VE
o 10 20 30 40 50 ~JnLESI . , , •IIiii I
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SUSITNA'HYDROELECTRIC PROJECT
LOCATION MAP
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HARZA-EBASCO SUSITNA JOINT VENTURE
EXHIBIT 2
SHEET 2 OF 5
SUSITNA HYDROELECTRIC PROJECT
-
EXHIBIT 2
SHEET 3 OF 5
-
•
;
/i.,.-i
,
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SCALE 1 :63,360
20
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EXHIBIT 2
SHEET 5 OF 5
~..~J
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,,",
T1TrT""ff"'f(t'"7
+100
~
~
+99LEGEND
_LRX4.~RIVER CROSS SECTION SURVEY
+99 RIVER MILE
~,ISLAND,BAR OR RIVER BANK
+98
./(,<t-
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SUSITNA HYDROELECTRIC PROJECT
MAIN CHANNEL NEAR CROSS
SE,CTION 4
SOURCE:R&M/ADF&G
HARZA-EBASCO SUSITNA JOINT VENTURE
}J ])j ~]...J J j )]1 1 .J I 1
'----·----·--------1
><a:l..J,--
~_._.._-"~----
+110
ISLAND,BAR OR RIVER BANK~
LEGEND _~
LRX 12 - --RIVER CROSS SECTION SURVEYED
+110 RIVER MILE
~"'-l,
""-<M,.
':"Yf~'<.v.."",.~/~Q;-
.~.......8 U8 ,1',.,,,~
Illtll:ll +109
o 1000
I )
FEET
SUSITNA HYDROELECTRIC PROJECT
MAIN CHANNEL BETWEEN RIVER
CROSS SECTIONS 12 AND 13
HARZA-EBASCO SUSITNA JOINT VENTURE
SOURCE:R&M/ADF&G m
X
:::t
OJ
=i
l-_~_.._....__......._._.........._..""_____._..~__\~
'1,)J I 1 )j 1 1 ,
".-------------_.-
I 1 l J 1 1
I
tIJ.co...
><IX
...J
I111<,~1
+115 i
171Tr ,-
~I
!
ILl~co ;r ~
X ~5\'I ~Q;'
.•J'~'"~~.~."'...."~~~,I +113 --SUSITNA RIVER +114 /
I ~k;13.~~...,0,Q,,/t:~~tr,..\.~.6M9 :;",
•Zl113.7M5 -
""rr~J'_'
I
LEGEND
LRX 18.1-- -RI·VER CROSS SECTION SURVEYED
t 114 RIVER MILE
,a.'~
STAFF GAGE:M=IN MI\IN CHANNEL
ISLAND,BAR OR RIVER BANK
o 1000
I J
FEET
SOURCE:R&M/ADF&G'SUSITNA HYDROELECTRIC PROJECT
MAIN CHANNEL UPSTREAM FROM
LANE CREEK
HARZA-EBASCO SUSITNA JOINT VENTURE
)1 1 1 J 1 )J --1 )l J B 1 J l
--_._"----------~_._,-------_.._".,--_.,..-
LEGEND
'===I DISCHARGE MEASUREMENT SITE.STAGE-DISCHARGE RELATION
_._._.RIVER CRO~S SECTION SURVEYED
D STAFF GAG!;:MJ:IN MAIN CHANNEL
.,7
114.4H3 .i 15.qM4
~
1'1
71'~~~-"--,,.uu~115.9M2\'n:tr.---r~~114'1H~-4 ~1~4)t ""'r,".',tl"',-',.""~...'I I I I I I I I I I I •S8
I r I I I I I I II I I I I..L....\
"
~J..!.J-.!jjJ!-
II).~.2-\Ap.\~S"'{€.\f\.
L1 p.Nt'€.\..
.S\o€'Con
HiAT HEAD:S-IN SIDE CHANNEL
W-AT MOUTH
RIVER MILE
...'O.'l.
\JJ}~~
III ,1.,·t ."..--,..-.'"..""",'~./~ppv-jJY"+~'5.'./<
.JP .,,-
M ...",./'••«-~""~"~.....,.vY "",,''1\
""t.L .vJ ~","",,~J>J..IJ'a.\~\'\".A"'ii-t1i'O\)V ...r-f-("
/b
~'7"''';:,J'jII"hOflldll((ut(({I ~
+115
/-lIIV 114.4M1j'
,v A
jj-'
/
SUSITNA HYDROELECTRIC PROJECT
MAINSTEM 2 SIDE CHANNELS AT
RIVER CROSS SECTION 18.2
o 1000
I I
FEET
SOURCE:R&M/ADF&G
mx
:t-OJ-
HARZA-EBASCO SUSITNA JOINT VENTURE ._________________I ~
--.)J 1 )J J -))}1 j )J 1 j
I .---.-.-------
r-r"r
WATER LEVEL RECORDER
STAFF GAGE;H~AT HEAD/:}.
...
LEGEND
-Jo(-~DISCHARGE MEASUREMENT SITE,STAGE-DISCHARGE RELATION
--9 TRANSECT
o 1000
I ,
FEET
SUSITNA HYDROELECTRIC PROJECT
SLOUGH 8AIS51NSLOUGH:WEAT MOUTH
,SOURCE:R&MI ADF&G +126 RIVER MILE
IHARZA-EBASCO SUSITNA JOINT VENTURE~_._-_...__..._--..._--••......---.-...........-...._.__•..
mx
::E:
m--i
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SUSITNA HYDROELECTRIC PROJECT
SLOUGH 9
mx
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....._.....~...__.~_._._._.._.__.....__.I co
LEGEND
TRANSECT
~STAFF GAGE:HliAT HEAD:SlElN SLOUGH
WiilAT MOUTH
~ISLAND.BAR OR RIVER BANK
+129 RIVER MILE
-x -x_STAGE-DIACHARGE RELATION
/----
~.,..,Y"
~••e\1t1"~\'II~~+j 2._____"u~~
............,-r(r1,.t~\~~/.oJ
o 1000
I ,
FEET
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/
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5
I
«r'~rrrr;rrrrrr·rr'1/',pmfl''',n,!£J><:'t-,t ".",x ."
SOURCE':>,'2 'B I.R&Mf ADF&G !!!7 ".",~..
t-a 9
HARZA-EBASCO SUSITNA JOINT VENTURE
LEGEND
L\131.1M3
'.
-
i"'?7i''''»'''">,.
-'''"r).,
I"";'~
,"''>-.
I~I'~,._,,.
"'>"'.".·~,..rl-
r-,,~
"",----.4th OF JUl\,S/OE CHANNEL,?",~.",',,
I r'rrl'r'rt't-I I I I ,
1 )-'J "'1 1 )1 .-~J )J J .~
$
,-_.--_._----_•...._---~,_.-.."-._.._--~~
;I
RIVER CROSS SECTION SURVEYED
STAFF GAGE,M;;;IN MAIN CHANNEL
DISCHARGE MEASUREMENT SITE'
STAGE~DISCHARGE RELATION
ISLAND,BAR OR RIVER BANK
o 150
I I
FEET
o 1000II
FEET
t--><---:,<.-1
~
LRX35 ----
.6
)-1
m
)(
:I:-m
=i
________----1 U)
SUSITNA HYDROELECTRIC PROJECT
MAIN CHANNEL UPSTREAM FROM
4th OF JULY CREEK
-"......~~-_.._~_..._.__..'"""
SOURCE:R&M/ADF&G
HARZA-EBASCO SUSITNA JOINT VENTURE
)1 )t »1 -1 ----1 1 1 J
-----------------_.__._-_.__..---.,-----,_._------------_.,-_._.~.-._._--,'~_.~--
LEGEND
DISCHARGE MEASUREMENT SITE.
STAGE-QISCHARGE RELATION
ST AFF GAGE:H.AT HEAD:M-IN MA/IN
CHANNEL:S-IN SIDE CHANNEL
W-AT MOUTH /
RIVER MILE
ISLAND,BAR,OR.RIVER BANK
().
+.:134
~
i---K -"'-----l
p/},71
-8U81111-4 "',,,,.'"
133.8S2~8/~"""{"u,<,D~C"'~NNel..
"--<•10 ',133.8S6~",rr-rrr'f77~~~~133.8S3
~"'<.>'~'>~~'),I
";.,.'?)'~,•.<,u..u'u,.,'''r''?'r/71'»~-<"<'~-~4J"'!'>;""<"<J""<'<~~-«J.".-."-'.>,-~.,133.8 H4-~'-.J..L'~_!'''..{..,I(,..1 ~)~~(<.
,$.'0(.,.0"."".f)~4 ../"
-..L..."-.01.~...t\~~·tl_."',~,~//«.........6.;£~~-L{Lu.--.-.L.l.~~
"""",-<'<>-":l,.134.3M1 =-..L~~#~~4"~~.LI I/.!L!.J..L'.!!,Y~Lt..J..L "I..t..fL.t.t...!,L.LJ-VJ.llL.!J-
,r
o 250
t 'FEET
SOURCE:R&M/ADF&G
+134
SUSITNA HYDROELECTRIC PROJECT
SIDE CHANNEL 10
m
)(
J:-m
=i
HARZA-EBASCO SUSITNA JOINT VENTURE ...L__,__,._...--_..____10
)J l I )--1 -1 J )-)•1 )J )J )
..,..rrt~f7"rr
~-:",.f"'
"""
.~~I
DISCHARGE MEASUREMENT SITE,
ST AGE-DISCHARGE RELA nON
ST AFF GAGE,MIlIN MAIN CHANNEL,
WEAT MOUTH,SIlIN SLOUGHI
SIDE CHANNEL
RIVER MILE
ISLAND,BAR OR RIVER BANK
LEGEND
~
-+135
+-x -J(~
~
.~
ULLLLIULLLtJ.L.J.LIJ.t,!.J.JJY-'
~'tt4t,.~
'!t.~~"
Su'O
/"",
~-r""I',...';'1346S1
/'.'...
SOURCE:R&M/ADF&G
o 1000
1 I
FEET
SUSITNA HYDROELECTRIC PROJECT
LOWER SIDE CHANNEL 11
m
)(
::I:-OJ--I
HARZA-EBASCO SUSITNA JOINT VE~!URE____________I :::
J 'J 1 J .]"..)"J 1 1 l 1 ]1 j
·-·------l
....
I\)
DISCHARGE MEASUREMENT SITEI ~
STAGE-DISCHARGE RELATION iii--I
LEGEND
LRX44 RIVER CROSS SECTION SURVEYED
STAFF GAGE.M=IN MAIN
CHANNEL;H=AT HEAD,
SiilN SLOUGH/SIDE CHANNEL.
W=AT MOUTH
WATER LEVEL RECORDER
SUSITNA HYDROELECTRIC PROJECT
SLOUGH 11
t::.
..
+136
I-l<-X-x---l
~
'-'rIll
_,0
1 ..',..~\"c.'.
SU S\~
o 1000
t I
FEET
135.3~.,J!'./I'frJTf77TrrrrTrl7"lr7'i1[;'-'.·"'..~35.3S5./
A ,."~_.'c,<''>-_.."«,......~"ufr /1
1
.'1''?-1''')-lrr SlO~GH'"'1 J.j..L...,..,,.'.'''y.6.\,~'1 ~"-'rrr,l'.,...../.-
.-'';'N1"
135.3W1 .'";01'1;.
"nT'I'1'"
i /../rrrr-r.-'l
1·
135.3M4
I SOURCE:R&M/ADF&G
IHARZA-~.~~SCO SUSITNA JOINT VENTURE
1 1 )J )j J J )»J 1 B J
I ."
~'"/'136.2H2
"A
STAFF GAGE,HaAT HEAD.
S=IN SLOUGH/SIDE CHANNEL,
W&AT MOUTH
ISLAND.BAR.OR RIVER BANK
LEGEND
II
~
t---J(-,t..---4 DISCHARGE MEASUREMENT SITE
ST AGE-DISCHARGE RELATION
+136
,)
_,..IE.~
\'l "l"\''"suS \'1.....---
,r
/,;f/'~'""r,~1T\-f\
~14'.41ii ~""~~-~,~.~~f1"f7TnTlrrrn1 ~"".irr:.-"",,".-/~",.,__~_0<",
rrrn'Tr.l'-*\J\-~.L,......~~/-'~I'TIl ~~Lt.!~'';~'f~~5:'S6·"mnro,.:::::-/
o 1000
I I
FEET
SOURCE:R&M/ADF&G
SUSITNA HYDROELECTRIC PROJECT
UPPER SIDE CHANNEL 11
m><
::t-m-~
HARZA-EBASCO SUSI'TNA JOINT VENTURE _._.___.....__._...Ie:
J )j J l )))~J J .J J )1 J 1
I -'~_'"""~'_._--_~_~_-_~~_-_~_--------~._""---._-_.---'-----~-.----.-
/
LEGEND
LRX44 ---RIVER CROSS SECTION SURVEYED
+138 RIVER MILE
0"",0 A"
~V~/\.t~~..,-r"I
~
I I I II I I ........
•'J.I
ISLAND,BAR,OR RIVER BANK
RAIL ROAD
i'l'
-,
o 1000,..--J
FEET
SOURCE:R&M/ADF&G
SUSITNA HYDROELECTRIC PROJECT mx
MAINCHANNEL BET.WEEN RIVER CROSS'~
SECTIONS 46 AND 48 !
HARZA-EBASCO SUSITNA JOINT VENTURE """I .........._...._.•.~•.~_.__,JIo,
)])J J 1 j J J J })J J -1 1 .~1
/
,._--~------------......--~----_._.---,._--~----~------.
RIVER MILE
WATER LEVEL RECORDER
+141
,A.
1
-----_·__·.--....,......-,....,-------
LEGEND
I--X~-i DISCHARGE MEASUREMENT SITE,STAGE~DISCHARGE RELATION
,d STAFF GAGE,M.IN MAINCHANNEL,HeAT HEAD
I
SalN SIDE CHANNEL,W.AT MOUTH
J
~ISLAND,BAR,OR RIVER BANK
,;/jl
~
&\,)S\1t\I'
~
"~~":J o~o~
o ",'1,.''1,.'
1M 1 ",'1,.'~",,'"142.1:1.."A •r"fI,
,";,
SOURCE:R&M/ADF&G
a 1000
I ,
FEET
SUSITNA HYDROELECTRIC PROJECT
~IDE CHANNEL 21
mx
:t-03--I
~R ~~- E B AS CO S US ITNA dO IN!._V E NT UR E.__._._..._.._..._...__....__.I ~
J 1 )J })1 .J 1 L 1 )j )1
,-----------------------------------------------1
LEGEND 1
m
X
::I:
m
-t
I
A 142.0M2
~r
I
I
'/.//'
\~
f
"-"'l
\
SUSITYNA HYDROELECTRIC PROJECT'
SLOUGH 21
\
142.1M1~142.0H
/{Hrrr-\.b.
At ")1(>,
a<I""'\,II
'1'1
---
RIVER CROSS SECTiON SURVEYED
STAFF GAGE,M-IN MAINCHANNEL,H-AT HEAD
S.IN SLOUGH,W-AT MOUTH
WATER LEVEL RECORDER
DISCHARGE MEASUREMENT SITE
ST AGE-DISCHARGE RELATtON ~/.
~RANSE fr£J-I-~/~
"\P-
\
\
~
...
s\JS\,.tl~~\"E~
~
--x--....x-
LRX56 ---
DISCHARGE
SITE
---
'f,rtrr'r1't7~?7
rrf7trrf7f"t(ffI7"7'frrrt iT!1(11 ,rr(f
'i tf
Ji
I
NOT TO SCALE
1
SOURCE:R&M/ADF&G
HARZA-EBASCO SUSITNA JOINT VENTURE ...a....,.."_"'~"",,_..._..I 0)
-EXHIBIT 17
40r---'--'-""---,---.,---r...,....,.---r---,----.--,.....,.---.,---,--,----,--,
..
_.~,.....----_t.L
NOTE
Vb _0.7 Wm )
(Approl,mot~11 )
Vb .Comp~t~nt Bottom V~loclt1
Vm •lJ~on V~/ocjf1
----0
/t------------1f------------+--------...:.---1-----..::::,.,r-~z·-;;;p----
20
0
Z 100
lj...•II>
II:•'"a.......4......
~..
l-
e:;20
..J...>
:I
0....1.0<;>
'".0.8
>"
0.'
0.4
8
0.2
0.10.1
-
-
"''''
"""
SOURCE:U.S.BUREAU OF RECLAMATION,
~
"DESIGN OF SMALL DAMS·,FIG.H-13
SUSITNA HYDROELECTRIC PROJECT
RELATIONSHIP BETWEEN PARTICLE SIZE
AND BOTTOM VELOCITY
rtARZA-EBASCO SUSfT'NA JOINT VENTURE
EXHIBIT 18
02
003
00'
005
01
.00'
008
007
006
9
OJ
7
...
'"It:
o
"-
'...08>
08"
'"1 ..
e>:
06 ..
05~
'"04;:
II:..,
03
lOO'0 50 603020,78910.5 6 7 8 .•'00'
I I
I I ·I 3
j II
IQ,OOO 29000I,I 1')'
lIOOO ,16'1/7000
i I -/I/'Vi6000iII~v:I I!r ".,
i '/rt'l I I i 0
400J I -W IIIA!I 0
:lOOO i I IlL"'.'-el,•••n'in,'.lo1i....of "~C'i.~fo,c..f~r,lf,l.b_5 dio""".'in i rc~W !,0
I I I-I Trac1ive torce Ko/.,I.-d.'omet.In c.nt.,71Il1._(-pproJ[irnatelrl"I !I 0
i I I I I I .:2000 I I.iIi II ~SE FO~THI.S'
I i ~~i i i 0
UD
I'~ec.omme"dea vatuI'tor cone Is..,t,",tugh content ot fine sediment In tne WQter~~~u SSR Canals _tIn QI ""I 01IrI ' ' I I ,I \
cor'oy r'r !I_-For',..Ii 5co,,"1-RecommenO ••fo'crOi'in to""sonG ."tI,:".
/''Wat.r containing collolos l Ii,'l{///'r j 1 'II V "'....I ,0.
!lOO iU.S.S.R-Canols 'Wltn 2_5%V --r.r--yt"---Recommended valve for COilS I-t-+--aoo I collo1ds In .ater--..~1<'--WII'/w,'ftl.low con'.nt of fine., I
"100 V W /v.K V sed iment in 'hoe woter I~'5lchoklitstt't -ReCOf'ftmendeO ,
600 V.,-f.?":V ~)'1/-----Recommended values for conols in'\for conals In 5Gnd---_~....--I ~/r~V V V coarse,non-conesive moter"iol I 0,
"size 2'5'"-larQer
000 ~~BERG Kul"uRA1T ,,,t ~~V V V I 0V.-:::::::::;.-/'3 I -,.n A V V
I
,
/,(
1-
".Y1 1/I
200 ~/;..//~-i/1.....J.7 j...o ~~Recomm.n ••o vOlue,fo'cana".,.,cleo'.oter
IXi»i
"---I I I 1 I r i~-------S"aub valu.,of cro'.col t,oc"••force
./~y./,.,
..--+--~~---USS R_ICanOt5 ...:th cle~r .~tt!r I
"
__'I'i
100 ../.........../i :,I ;go :---I J IIlOY,-I 1 I i....I I ,
70 ..../'!i \\I6Oi--",
-7 ;I I I·-Fortier 6-SCObey·Rec:omme.naed for canals In fine sand and clear woter I50~/V I ,I I
f I-I<Ov I I !
30
I
20 i,
I
.
I
-
i
'0 70 80 90
-
,~e.....
E
00
Z-...
'"II:
0......
~~....
'"..
It:..........
'"
It:
'"
~,
IIEAN DIAIIETER IN ,"1ft
~URCE:U.S.BUREAU OF RECLAMATION.
"L':SIGN OF SMALL DAMS',FIGURE H-14
SUSITNA HYDROELECTRIC ·PROJECT
RELATIONSHIP BETWEEN MEAN DIAMETER
AND CRITICAL TRACTIVE FORCE
HARZA-EBASCO SUSIT.IA JOINT YENTIlRE---_._--....-----
r
5
"f-~·"~
4
,
c_
--:3
4
3
()
%
1
1 2 4 5 S 7 8 9'1
..,,--
&
8
7
6,
5
-
EXHIBIT 20
, I
I 'i l
~'
10
~9
8
7 I ,
,I
6
,,I,
I"""
5
4
~
3
~22
~-,
"\0
"'!"""!I'
I11I
,I;
I I '!I
Iii i
Ii t!I
.:=
I I i
--~
:'=;::t=H.----~,__i '
--_.-.:t::::"""-~
IIi I
Ii.
i;Ii
'!
=-~_:_~
i (\
---1-
"'",~-i,·,".-
-;-i-++-----
;·~·r---
-i :.:-;_-_t.,
:o~
'lo,Iv,
,,'
I,
,i';;,ti
I!;I
,-
:~
_~-~~-'·_-'-~:-'-=:=E"";_~-.;"_:-'--:.~f
",!iI::
!i
,
,I
I '
;,.j:
;i
,'
i ~,i I r
i '
2
-r----
9 107Q6432
-_..-.-1'-
1~03
SLOUGH DISCHARGE.CFS
5 64
::,1':j_~.~:1:
.__~:~~_.:_:j_::._=--r-_--...l-!_'-_'_"-,-"_-_"-_---.i..:-_---------~~-i'-;-~;i-'~.--~~~---I-'-t--'---'--+l'-''-:-'-h-'--+-+---+--+---l--+--+-
7 8 9102 2 3 4 5 6 7 8
SUSITNA HYDROELECTRIC PROJECT
HYDRAULIC PARAMETERS
__EOJi _SLOUG_t:l __9 . _
EXHIBIT 21
10
9
8
7
6
,'j,I I
II
" IIII!
11 I j l:I
5
4
3
~2
~
10
-=:t
I s
8
\'7
6
I'
"
+t+t-lH-H+t+I+tt-H+++HH-I-I-++++f-+++H-ffiH+l-I-H-++H+H+++I+I-HH-l-++++-+-+-H-++++-if++1H+l-H+Ii++H++H+I.l-+.ioHh[].-,H-
.!l
5-4
3 ~~~
"""f-..-'-.
'-
2.----!II
IIIGl~;103:1.....
.,I 8
U l
!:~
11:'5~l0..
...I:'::4
3
r--.-f---'
~
,,
\!",
I,
I
,11
I i I'
":I
"
Ii'+,-
llC....,
.~
:i I
7 6 9 1063 4 52.
!i i,1'1
I ,
I I:!,
~.~'f-W-'----4-'-.J.i-Li+I-.Ll.--'4-Lll.4-4-H---:-4-'-''i !:i I I II!i !
L I :'I '!!iii !!'02_.......__'--._'--....._...;~_..;.1-1!._.....!--:"'_.....__.....1 ...............0.1 ..........-..1-,·...-..I:'....."'--"_L....I.-'---::-_..J...u..u..u.:""-i.,w,,wi1..L.:."'--"""-J..;..;.;.;.L""O';'o.L..;.."I,--L .•O'
1 2.3 4 5 6 7 8 9 ro 3 2.3 4 5 6 7 8 91'04
CHANNEL DISCHARGE,CFS
"
SUSITNA HYDROELECTRIC PROJECT
HYDRAULIC PARAMETERS
FOR LOWER SIDE CI-IANNEL 11
10
~9
o
90
20
80
70
Q
lAJ
40 !
:!
~~~zw
60 ~
00
0.0010.010.11.0
GRAIN SIZE \N MILLIMETERS
10100
.
I:i .I I;iII I
I II •I I I •
I 1 III
I i I :I1\I I I II...
r\':I I III1II ,I'i II I I I\I I I I
\I:I :II I •IItI,,i ,,:'1 I 1 I.
~I •I II
Il ;!i i ,I
\1 :I I I :IIIIII,I :: I I:I I..I I !
t\.~:I I :1
I\.I'•!I I 1 ,I I II II.\..I:!!I I i I
\I I I I \i I ..'
I,I .
"\I I i I I
II ~I I
,:i III II
I 'i--.I IIII I~........;-,1"·I I I i""I I I !I I:I':I I r---~.,II.1
I II I :1 IlI ,I.-o
1000
10
70
100
20
80
'lO
~
ffi 50z
it::
!z 40
~
IX
~30
...:r
C)
i 60
·if_,Wl-oto•._''''~I'''''''''''~.w..__.t.~.:OW'MlllI""lj'\WI"I"';JIH.I ••.~*-.••t 1ll"..,.,.¥-q ~,..'•..,3T .,T••.•n'._..'F 'xp ,-..-_.'1;...-l&!!!:.'.,•.,.
...t .11 )1 )t ··1 .J .))-J 1-]---1 ·-1-]]-.
;s.liIAN'OARIJ ~1t.VE ~U.t.•
3 IN.taiN.N04 8 16 30 50 tOO 200
COBI:ilES GRAVEL
Coor'Se I Fine
SAND
MedIUm Fine SILT QRCLAY
.------...---.-.-----------.-------.--...I ~
---.----.---.---.----...-----------..\I I I f-.
----j'",--..-,..i i
Nat ~LL I PL I PICIO$sjfication
-~_.._.......~->-_..__.~~.....-......_._------_.....---'"...-._..._-_..,..----_.
Sample No.I Elev.or Otplh 8USITNA HYDROELECTRIO PROJECT
f'Pti "
SIZE PISTRIBUTION OF BED
.\MA TERIAL IN MAIN CHANNEL m
NR.CROSS SECTION 4.0 ~I
GRADATION CURVES !I
H~!!.!.~~.~!-~~...!!'~~I,~.N~,I.~:t:.~EN!~~w __,...._~..OF 'WN ••••__..__u ..._we.__..'....-,,~=
~..",••u·""·":->••_-.'''"''''':'',·l.-.·~_.•,.,,,,,.'''-'''P.~,,,,·~,,,,.,o.'':;'d"..._....~..<".:,<!~~ft'lll'lCll ....._~........~..........~~-.'...·....·b'·,.·_"t..a;"""..'IL ...·....·~~..;~ilojf....'W·......·~iIt'l'J''oHlt:......,...W'.............."t'lWii 3rt _'£'.
'D ]I J '11 --]1 .I ]1 ]---j 1 --]J ]j u.~.....NDA .....IEVE........E
100 3 IN.~IN.NO.4 8 16 30 50 100 200 0..,I:t·•.~i.~..j i I I I..----r-"-f-...-I TI I I I I901..I 10--'-..
I I I I I I :I
-~--
I I I I I I I
80 I 20-.,I II
I I I I I I I I..
I::I:I
I I I I70·
,
30....,I i I I ::r I •Cl ~I I ,.II 0ii:i .,I iLl
~60 .I I I •4Q z,
I I :,I ~:I t!)0-I ,
m 1\::I ,iLl
I I 0:0:50 "I ••50l1J!:I ....Z I :orii:\.'i •!I ,I iLl
U....40·I 60 Q:z "L ~r I ~w !I ,,
U
0:1"-.11
,,I I i I~30 -"".co 7Q::I f I I i I
I "'"",,'I I :i I20I 80....i I "
I ,I I I ,,-.
".
10 I I """'-II II I 90I:"'"I I I
..
I I ...I
I I I t I I
0 I .II 100
1000 100 1O 1·0 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
r--COBBLES I GRAVEL I SAND I SILT OR CLAYICOOl'Se I Fine I Coarse I Medium I Fi....I
-_..-
Silfnp!<'No.Elev.or Depth ClonificQtion NatWC LL PL PI .,U8ITNA HYDROELEOTRIO PROJECT.
--"--~-,.
--SIZE DISTRIBlJTlONOF BED------._.....__._-------MATERIAL IN MAIN OHANNEL--_.__.,.-~----_.:....-....-.
."--..fJETWEEN OROSS SEOTIONS 12 AND 13
,
GRADATION CURVES ,
._.r ---~
HARZA-EBASCO SUSITNA JOINT VENTURI!
..............M<#•..-.
m
)C:x
iii
=i
~
CJ)
,,
_...------,,-,.,.._..------------.[--,
D )}J ~]U.S.~__JNDA"_JEVE _.JE J ]J
100 lIN ~IN.NQ4 8 16 30 50 tOO 200 0I:I I I 1 l i I.
I!I I-I
I I I I I90 I 10
I I I I I ::
I I I I t I II 2080.
i\t 1 I I 1 ,I
I!I I
,
I,I ,...70
I'II i I :30
:I:I I I I I
C)t !I If I I QLJI1&.1,...:...\I I I I 40 z...>IV ,:I'I I I I ~)0-f I I ,I •II)~~I I:,•1&.1
I I ItIl:!)O •I I ,501&.1 ,••I ::...~I .I Z
\.'!I I I •t I w
UI-40 I ••II'60 ItZ"I:!:1&.1
1&.1 !I I ~u
It "'-,,l f f ,I
I .I~30 •10
I:""Ii "I •I t
I I I :I I:t I20."'~I •I 80
I I f I ,I
I~~I
I I I I 9010I:II :-,I •:I .
I "'"""'"I
I II ~~I i~-...I
0 I 100
'000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
I COBBLES I GRAVEL I SAND I $ILT OReLA....I Coarse I Fine I Coorse I Medium I Fine -,
Samplt'No.Elev.01"Depth Classification NotWC LL PL PI 8USITNA HYDROELEOTRIO PROJEOT
,SIZE OISTfUBUTION OF BED-_.
'MATERIAL IN MAIN CHANNEL
I-UPSTREAM FROM LANE CREEK-----
......--
GRADATION CURVES .._._-,._-~.,'.rHARZA-EBASCO SUSITNA JOINT VENTURE
""
m
)(
%
iii
=4
N...
,,,,,,,,,,,_,·.•_·._~",._.""_-""~""''''''''''~''..'''''.~'M'M._''
:.~...",.~,..
30
')
10
Q
2Q
80
Q
W
M\Z
-.-~
W
t:r
50 ....
zwu
60 ffi
Q.
10
90
00
0.001
--j
0.01
]
0.1
1
1.0
GRAIN SIZE IN MILLIMETERS'
'0
--lu.s._.:liOAIL_lvE:.:l-J
~
B
100
)]]
\,T I -II -r
'.I I I Ii I
\I I!,
I I •,
I •)..-,I ,;I I I ~,
.-
IIIII,I !I
)I ;~I I I ,IIIIIc,._,II ::f I
I I
I I •I
~Il I 1 I ~.
I :I I I
\I I I ,II I IiII,I I I-,
\I I :I I
,~,,
I I I
"I I ~I I t ItII ,
\'I t I I IIiI-.--
'I i rI!I I
I
!"-!~!,I .I I
I I..t
I "!!,I I r t-i r .I
....I!I ,•-~I " I II!I II - - .
.........I i ,
"""to-I
,
I I .........I I I I I
I ~·
I .-I I I I I',
II I :!,....-rI---l I
..'_.I ,
I!I :!I :l I !t'..
,4.,..•I I.~--.-
70~:r
~
~60
J
100
90
20
10
o
IOO()
80
)-
ID
ffi 50z
~
~40wu
~
IS!30
1-"'--=COBBLES F-GRAVEL ~3 [SANDi I . Il-COOfM I Fine Coone Medium Fine SILT OR ClAY
______oa_'.._I •f •
$USITNA HYDROELECTRIC PROJt:CT
-----I
-------,0.__..I
-----,0----+-I i I f
_.._.._....~-_."'_.---
1--_---.-..------1-----··---..----·--··-..·--'---.-----..----
SIZE DISTRIBUTION OF BED
MATERIAL IN MAINSTEM2 m
SIDE OHANNELS AT CROSS SECTION 18-2 ~-
GRADATION CURVES ~
HARZA-EBASCO IUIITNA JOINT VENTURE :--_...--J I\)
~........"'~~<t.i:"il,.....'.-.·!••M-W.~i'6'*t~...~,k}...,~~...,,;re·.llII_·lm ~,..-Itt.JLf"L_~:,ttt .....H.'en
&1'-,,'''''""b4.~~"""""'~"'\!~.W_.-"""'-_.'-_'7"'il'Ii&'.'iI"'M'.P ••-"......1.....1 Ad L I All ....".•.....n'.Ito;Crd4 P....p_,1:'-1'
30
10
o
20
90
80
70
ow40z~wa::
50 ....zw
69 ffi
~
00
0.0010.010.1
-1 }
~100 200
1.0
GRAIN S,ZE IN MILLIMETERS
Ju.s.~TMlOARu~jlvE;;)I,l
NO.4 8 16 30
10
~IN
'00
)J
31N
J
I:I I.I!•':I I I
I II I I I
"~
)-I I I
~I I I I I I::I
"I i :T ~"I I f
)I I I
II I I I I.I\I I I I,
I !l I :II I ..~III
~I i :I I I
I I
\I I f T I t I
)!!I .
::I . I
,IIII.,I
1\I :I I ,,
III••
\I !!I I :
I I !!I I t I\,
\.1 !!r 1 ,,,.,-,I
!,I I
il I I I I .T I"-,
-X f'I I ·1 I ,
I."I I I :'i I,.,--I I
100........1 III,I I .,I
i""~I •
I I 1 I I),
I I :.!I ......k .:I
I I Ii
I I :!I 11 :--~._-.-I
70
90
20
80
100
o
1000
10
>-CD
ffi 50
z
Li:
~40w
U
It:
Ie 30
...
X
Cl
Ui•60
COBBLES CQCJrSft
SAND
tAedium Fine SILT OReLAY
S~mpit No.~.or Depth Classification NQtWCI LL I PL I PI 8US'TNA HYDROELEOTRIO PROJEOT
........~.<tWN.k•...,..M.....~,......_rm
m
)(
.alz~DISTRIBUTION OF SeD
MA TERIAL IN SLOUGH 8A
I I ,~-------··I=
F """.".!r"..-tIIto.)
m
-.----..-..-----I·.--f.I I I -t
---------{-I t--I I +--f 1
GRADATION CURVES
HARZA-EBASCO SUSITNA JOINT VENTURE
kM'*ef .................
,.~.L·"".",.L ..J'~_·""""_"''''M'''''',.:~,·~""""'·-":~.''''''..'''''........~....1.•.~1~~''~,'''''''''''-;~'''''~''''~>il",~~"~,-"""",,f*;1.''''''.-'.....~".I It r.•.....'.....'IfIl......._..1f.'.........·..lQ...~IlIiiQ,.U·,~'i..~~to(__...,Ill:.•
10
30
1
o
20
80
90
10
Q
LLJ
40 ~
:!
IIJa:
50 ....
Z
IIJ
,60 ffi
Q.
00
0.001
-].'-J
0.010.1
50 100 200
lu.S.~,..tOA~u :;)!EvE ;;>,,1
NO.4 8 16 30
10
)
~IN31N
100
J1
1.0
GRAIN SIZE IN MILLIMETERS
.['-·----GRAVEL ==c::=-=-SAND I 1CObBlES-=_~:¢~~;:~==c=:flOe~~dl\lm I Fine SILT 0r:~LAY
]
"!""I ~.1:•I !I I I I I--f-.f---,-I!
-I TI!I I I I II-.-1\i -
I I I I I :I
-II
..
I I I i I I I
I .,.I .:\I T
I I I I I I I..~I~I T If I I
I I I I,
\~I I I I :-I I I,.,I I I [I I r!•.
)I .
\I I :I I i:T I
I I I
\I :I I I I...f f I
I !:I ,
f
11\I I !,I III
"~!!I I I
,
11 I I I I
,
I.--I Ii
'",!
,rfIII I I.....-7',.~....l I I l i I
I -_...--I
I I I I ...I I f-.....
I I :'I
•I I I I)--..--.---~-.-,
~I :I I T IJfL~,R __._.-0'r --1.I I !I l I
I I I"_.----
70
o
1000
60
90
100
L__.
2(
Ie
)
...x:
~
~60
~
ffi flOz
ii:
!Z 40
LLJ
U
0.:
tt!30
MATERIAL IN SLOUGH 9
SIZE DISTRIBUTION OF BED
SUSITNA HYDROELEOTRIO PROJEOT
I _._..I.-----f-----.-I
NcrtWCI ~!.~I
---_~~.._--...-.--~,,~-.....,_.-.------.--........--...---.---.--..-----...-.----...----.....------.----+----.............-..........-...'.__h ..'--...............--I
-----•.,.-~---.-....'-.--.-.------~-_~..'.-+--.---_.~,-.--.---.•.~.---_.-...-.-------...>.....--~"'.~••---..................•••..-.---.............a____._.____I
....---....~._...,~- t ~-_.._--_...,.........----..,j I r ,
..........,_..._._.~....""".~....._...........,..._.._~..._,__..~.••_........,,_-_....,,.J •..1.....-.......,..-1..
_~~~!:I.f_~_o~~~.:..J £lev.or lkP~Cla~siti~ati~~._
1_....•-_.._-.__..-.----.~.__.,+.,--,--.~----~--...,.-,..--_.._--------.--.-w_~~_.-••..s-._._._,._
m
)(
•"~A.'~'.~•I!
m
.....__,,,,,__"'_,,'._.,....~H.-~.~..__.I:::.J~GRADATION CURVES
HARZA-EBASCO aUSITNA JOINT VENTURE
10
20
o
10
80
70
90
40 ;.
a.......
50 a::....zw
,60 fit!
00
0.0010.01
1
0.1
11
50 tOO 200
1.0
GRAIN SIZE IN MILLIMETERS
.u.S.l)JAt{)A~~~1EvE lilLl
NO.4 8 16 30
10
]
~IN
100
))
31N
1
~:I I I I Il I I
,
I 'I I I I I I
)I I
I I
,
I I ~:III
I I I
,I I I
)..I I
['orr
I I i :I I I I
)1\II 1 I l I I I I
\Il i I
,
I I I .
i I ,I
I.I I J I 1 I
)I .1 •
\,I :I I
I ~....I
-I I ,
1\II I :I J ,
II,I\.!,I I I I 1"I'1 II ,!!I :,I I
!\..!I ,I 1 I l,
I "',,I I I I I
)
I ,I I I J '1
..•"I
I ~-l I J I:i)...f-..-.._.,I I
I I .......~I I I
I
I I
)-I I ~I ,IrrI,..--L :I...I I
II :~•I~I~10-110
'"",.........I..
70
100
10
ao
o
1000
J ]
90
20
t-
X
~
hii 60
~
0:50~
i 40
LlJ
~
~30
...,"'"•......Ui.....~.M ......-rl"*r!J'~......l'l r .Jit~_....•.'"'..T ....W·...""en _,,"_ku ,••Q ;'-,I
L_----~~66LES GRAVEL
COOBe I Fine
SAND
Medium Fine .SILT OR CLAY
:8U8ITNA HYDROELEOTRIO PROJECT
I --_._--I
---···-..--+-··--·-··---·--····-·--·---·~l--ri.J.-.....--.+---+I
L-.~.__..J.'N.'•,L_~_...,,__.._....__..__J ••I.• _~,'....•
t=-t-·-----t-··-·-···-··..··-·---··t·--t---··+---t=1 I._-'~_._~.-...wl ,......._..__.,.+--1--_
I -·--l-------.J.-·---0.__._
~;:tle ,.~"]·Elty.orOePthC.__9asSI~ica1ion ~~1
I SIZE DISTRIBUTION OF BED
.MATERIA'L IN MAIN CHANNEL'm
UPSTREAM 'FROM 4th OF JULY CREEK 1)(
1;0*0II .~_..~*'_w·_.".-,sr ~
III~~~!!.~!!~A.~~~~A~E;;!,~~:~~~._"-l===C::.:::'J~
~'b':"":''~_"".a.e;_~.._t,""""'II'·'.'M *._M ""•,.12 ,,'...
----1<--111I1-1 u.s.srlNDAAos'EvE SIZJE
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tT'r-r-I:1 i •I Il i I
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':~ll~l:
1000 100 10 LO 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
r COBBlES Ir GRAVEl."'l '.SAND
Cacne I Fine I Coarse I Medium I Fiflf
T
I SILT OReLAV
Sample No.I Elev.or Depth C'Qs$ification NatWCI LL I PL I PI 8USITNA 'HYDROELEOTRIO PROJEOT
SIZE DISTRIBUTION OF BED
MATERIAL IN SIDE CHANNEL 10
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I HARZA~EBASCO SUSITNA JOINT VENTURE
I '~'--.'~,._~'-~-~"...,;.,.~.~'""_,.~
-}u.s.~-:~lDAR=-~.lvE=~~l J 1 )-J -1 '-)~"-'-
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GRAIN SIZE IN MILLIMETERS
I COBBLES'I GRAVEL I SAND I
I COOl...I fine I Coarse I Medium I FiM I SILT OR CLAY
$Qmplc No.Elev.or Otpth Claasification NotWC LL PL PI 8U8JTNA HYDROELEOTRIO PROJECT
I
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GRADATION CURVES
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SIZE OISTRIBVTION OF BED
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'.80SITNA HYDROELECTRIO PROJEOT
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EXHIBIT 35
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EXHIBfT 39
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EXHIBIT 42
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APPENDIX
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Appendix A
DEFIBITIOR OF TERMS
Aggradation:The proces s by which stream beds,flood plains and the bot toms
of other water bodies are raised in elevation by the deposition of material
eroded and transported from other areas.
Alluvial Deposit:Clay,silt,sand,gravel,or other sediment deposited by
the acticlIl of running or receding water.
Alluvial Stream:A stream whose channel boundary is composed of appreciable
quantitiE~S of sediments transported by the flow,and which generally changes
its bed forms as the rate of flow changes.
Armoring::The formation of a resistant layer of relatively large particles
resulti~~from removal of finer particles by erosion.
Bed Layer:A flow layer,several grain diameters thick (usually two grain
diameterl:;)immediately above the bed.
Bedload:Sediment that moves by saltation (jumping),rolling,or sliding in
the bed layer.
Bedload discharge (or bedload):The quantity of bedload passing a cross
section of a stream in a unit of time.
Bed material (or bed sediment):The sediment mixture of which the bed is
composed.In alluvial streams,bed material particles are likely to be
moved at any moment or during some future flow conditions.
Bed-material discharge (or bed-material load):That part of the total
sediment quantity passing a cross section of a stream in a unit of time,
that is composed of grain sizes found in the bed and is equal to the
transport capability of the flow.
A-I
·. ..
~_.__.....:._._..,:"._._-_-_.-.--....~_.....~..£.OO,.._..~._-...-_'_'__
Cohesive Sediments:Sediments whose resistance to initial movement or
~
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erosion i:s affected mostly by cohesive bonds between particles.
Colloids:Finely divided suspended solids which do not settle in a liquid.
Concentration of Sediment (by weight):The ratio of the weight of dry
sediment in a water-sediment mixture to the weight of the mixture.This
concentration,determined as parts per million (ppm)can be converted to
gr ams per cubic meter or milligr am per Iitre •
Contact ]l.oad:Sediment particles that roll or slide along in almost
continuous contact with the streambed.
Degradation:The process by which stream beds,flood plains and the bot toms
of other water bodies are lowered in elevation by the removal of material
from the boundary.
Density ()f Water-Sediment Mixture:Bulk density which is mass per unit
volume including both water and sediments.
Depositio!!.:The mechanical or chemical processes through which sediments
accumulat,e in a resting place.
Discharge-weighted Concentration:Dry weight of sediment in a unit volume
of streaml discharge,or the ratio of discharge of dry weight of sediment to
discharge by weight of water-sediment mixture.
Erosion:The wearing away of the land surface (including river beds,etc.)
by detachment and movement of soil and rock fragments through the action of
moving water and/or other geological agents.
A-2
Fine Mat,erial:Particles of size finer than the particles present in
appreciable quantities in the bed material;normally silt and clay particles
(particles finer than 0.062 mm).Scale of particle sizes for sediment is
given below:
Class Name Millimeters Micrometers
(microns)
Boulders
Cobbles
Gravel
Very'coarse sand
Coat:'se sand
Medium sand
Finel sand
Very'fine sand
Coat:'se sUt
Med1.um.silt
Finel silt
Very'fine silt
Coat:'se clay
Med1,um clay
Fine clay
Very'fine clay
Colloids
>256
256 -64
64 - 2
2.0 -1.0
1.0 -0.50
0.50 -0.25
0.25 -0.125
0.125 -0.062
0.062 -0.031
0.031 -0.016
0.016 -0.008
0.008 -0.004
2,000
1,000
500
250
125
62
31
16
8
4
2
1
0.5
-1,000
500
250
125
62
.31
16
8
4
2
1
0.5
0.24
<0.24
Fine Matl!rial Load (or wash load):That part of the total sediment load
that is c:omposed of particle sizes finer than those represented in the bed.
Normally the fine-sediment load is finer than 0.062 mDi for a sand-bed
channel.Silts,clays and sand could be considered as wash load in coarse
gravel and cobble bed channels.
A-3
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Load (or sediment load):Sediments that is being moved by a stream.
Measured Sediment Discharge:'nle quantity of sediment passing a cross sec-
tion of a stream in a unit of time that is canputed wi th information derived
from sampling.Sampling with suspended-sediment samplers makes the measured
sediment discharge the same as the measured suspended-sediment.This is
generally computed as the product of:(1)the discharge weighted concentra-
tion from the suspended-sediment samples,(2)the total water discharge
through the cross section,and (3)an appropriate units conversion constant.
Thus,meallured suspended-sediment discharge for the cross section includes
all of thl!suspended-sediment moving in the sampled zone,but only part of
the suspellded sediment moving in the unsampled zone..This is because the
water discharge in the unsampled zone was included with sediment concentra-
tion which is gener8lly less than that in the tmsampled zone (a concentra-
tion grad:f.ent exists).
Median Di~uneter:The size of sediment such that one-half of the mass of the
material :Ls composed of particles larger than the median diameter,and the
other half is composed of particles smaller than the median diameter.
Noncohesive Sediments:Sediments consisting of discrete particles;for
given ero:Bive forces ,the movement of such particles depends only on the
propertie!1 of shape,siz e,and density and on the posi tion of the part icles
with respnct to surrounding particles.
Particle-Size Distribution:The frequency distribution of the relative
amounts oJr particles in a sample that are within specified size ranges or a
cumulativ,!frequency distribution of the relative amounts of particles
coarser or finer than specified sizes.Relative amounts are usually ex-
pressed as percentages by weight (mass).
A-4
Sediment (or fluvial sediment):Fragmental material that originates from
weathering of rocks and is transported by,suspended in,or deposited by
water.
Sedimentation:A broad term that pertains to the five ftmdamental processes
responsible for the formation of sedimentary rocks:(1)weathering,(2)
detachment,(3)transportation,(4)deposition,and diagenosis,also means
the gravitational settling of suspended-sediment particles that are heavier
than water.
Sediment Dlelivery Ratio:The ratio of sediment yield to gross erosion ex-
pressed in percent.
Sediment Discharge (or sediment load):Quantity of sediment that is carried
past any cross section of a stream in a unit tittle.Discharge may be limited
to certain.sizes of sediment or to discharge through a specific part of the
cross section.
Sediment y~:Total sediment outflow from a watershed or a drainage area
at a point:of reference and in a specified.tittle period.This is equal to
the sediment discharge from the drainage area.
Spatial C()ncentration:Dry weight of sediment per mit volume of water-
sediment 111dxture in place or the ratio of dry weight of sediment to total
weight of water-sediment mixture in a sample taken from a place,or mit
volume of the mixture at a place.
Suspended Load (or suspended sediment):Sediment that is supported by
upward cOlnponents of turbulent currents and stays in suspension for an
appreciable length of tittle.Also quantity of suspended sediment passing
through a stream cross section above the bed layer in a tmitof time.
A-5
Total SedJlment Load (or total sediment discharge or total load):Total
sediment load (or discharge)of a stream is the sum of suspended load (or
discharge)and bedload (or bedload discharge)or the sum of bed-material
load (or bed-material discharge)and wash load (or wash load .discharge)•
....,
Velocity-Weighted Sediment Concentration:Dry weight of sediment discharged
through a cross section during unit time.
Wash-load Discharge (wash load):'!bat part of total sediment discharge that
is composed of particle sizes finer than those represented in the bed and is
determined by available bank and upslope supply rate.
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A-6