HomeMy WebLinkAboutSUS86ch2SUSITNA HYDRO ELECTRIC PR OJECT
EXHIBIT E
VOLUME 1 CHA PTER 2
WATER USE AND QUALITY
TABLE OF CONTENTS
1 -INTRODUCTION ............................................... E-2-1
2 -BASELINE DESCRI PTION ....................................... E-2-2
2.1 -Sus itn a River Water Qua 1 Uy .......................... E-2-3
2.2 -Susitna River Morphology ............................. E-2-5
2.3 -Susitna River Water Quality .......................... E-2-10
2.4-Baseline Ground Water Conditions ..................... E-2-23
2.5 -Existing Lak es, Reservoirs, and Streams .............. E-2-24
2.6 -Existing Instream Flow Uses .......................... E-2-25
2. 7 -Access Plan ..... : .................................... E-2-2 9
2.8 -Transmission Co rridor ................................ E-2-29
3-PR OJECT IM PACT ON WATER QUALITY AND QUANTITY ............... E-2-31
3.1 -Proposed Project Reservoirs .......................... E-2-31
3.2 -Watana Development ................................... E-2-31
3.3 -Devil Canyon Development ............................. E-2-68
3.4 -Access Plan I[Tlpacts .................................. E-2-8 6
3.5 -Transmissio� Corridor Impacts ........................ E-2-88
4-AGENCY CONCERNS AND RECOMMENDATIONS ........................ E-2-89
5-MITIGATION ENHANCEMENT AND PR OTECTIVE MEASURES ............. E-2-90
5.1 -Introduction ......................................... E-2-90
5.2 -Construction ......................................... E-2-90
5.3 -Mitigation of Watana Impoundment Impacts ............. E-2-90
5.4-Mitigation of Watana Operation Impacts ............... E-2-91
5.5 -Mitigation of Devil Canyon Impoundment Impacts ....... E-2-92
5.6 -Mitigation of Devil Canyon/W atana Operation .......... E-2-9 2
BIBLIOGRA PHY
LIST OF TABLES
LIST OF FIGURES
LIST OF TABLES
· E.2.1-Gaging Station Da ta
E.2.2 -Baseline Monthly Flows (cfs)
E.2.3 -Instantaneous Pe ak Fl ows of Re cord
E.2.4 -Comparison of Susitna Regional Flood Peak Estimates With
USGS Methods for Gold Creek
E.2.5 -Susitna River Reach Definitions
E.2.6 -Detection Limits for Wa ter Qu ality Pa rameters
E.2.7 -Pa rameters Exceeding Criteria by Station and Season
E.2.8-1982 Turbidit y Analysis of the Susitna, Ch ulitna, and
Talkeetna Rivers Confluence Area
E.2.9-Significant Ion Concentrations
E.2.10 Streams to be Partially or Completely Inundated by
Watana Reservoir (El 2,185)
E.2.11 -Streams to be Parti ally or Completely Inundated by
Devil Canyon Reservoir (El 1,455)
E. 2.12 -Downstream Tributaries Potentially Impacted by Project
Operation
E.2.13 -Summary of Water and Groun d Water Appropria tions in
Equ iv alent Flow Rates
E.2.14-Susitna Ri ver -Limitations to Na vigation
E. 2.15 -Es timated Low and High Flows at Access Road Stream Crossings
E:2.16 -Available Streamflow Records fo'r Major Streams Crossed by
Transmission Corridor
E.2.17-Downstream Flow Requirements at Gold Creek
E. 2. 18 -Watan a In flow and Outflow for Fi 11 i ng Cases
E. 2.19 -Flows at Gold · Creek Du ring Watana Fi 11 ing
E. 2.·20 -Monthly Average Pre-Project and Watana Filling
Fl ows at Gold Creek, Sunshine and Susitna Stations
E. 2. 21 -Post-Project Flow at Watana (cfs)
E.2.2 2 -Monthly Maximum, Mi nimum, and t�ean Fl ows at Wa tana
E.2.2 3-Pre-Proj.ect Flow at Gold Cree k (cfs)
E.2.2 4-Post-P roject Fl ows at Gold Creek
E. 2.25 -Monthly Maximum, Minimum, and Mean Flows at Gold Cree k
E.2.2 6 -Pre-P roject Fl ow at Sunshine (cfs)
E.2.2 7-Po st-Project Flow at Sunshine (cfs)
E.2.2 8-Pre-Project Flow at Susitna (cfs)
E. 2.2 9 -Po st-Project Flow at Susitna
E.2.30-Monthly Maximum, Mi nimum, and Mean Flows at Su nshine
E. Z. 31 -Monthly Maximum, Minimllll, and Mean Flows at Susitna
E.2.32 -Pre-Project Flow at Watana (cfs)
E.2.33 -Pre-Project Flow at Devil Can yon (cfs)
E.2.34 -Post-Project Flow at Wa tana (cfs)
E.2.35 -Po st-Project Flow at Devil Can yon (cfs)
E.2.36 -Post-P roject Fl ows at Gold Creek (cfs)
E. 2. 37 -Monthly Maximum, Minimum, and Me an Flows at Devil Can yon
E.2.38 -Post-Project Flow at Su nshine (cfs)
E. 2.39 -Post -Project Flow at Susitna (cfs)
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LIST OF FIGURES
Figure E.2.1 -Data Collection Stations
Figure E.2.2 -Annual Flood Frequency Curve, Susitna River Near Denali
Figure E.2.3 -Annual Flood Frequency Curve, Susitna River Near
Cant well
Figure E.2.4 -Annual Flood Frequency Curve, Susitna River at
Gold Creek
Figure E.2.5 -Annual Flood Frequency Curve, Maclaren River·
near Paxson
Figure E.2.6 -Annual Flood Frequency Curve, Chulitna River
near Tal keetna
Figure E.2.7 -Annual Flood Frequency Curve, Talkeetna River
near Talkeetna
Figure E.2.B -Annual Flood Frequency Curve, .Skwenta River
near Skwentna
Figure E.2.9 -Design Dimensionless Regional Frequency Curve
Annual Instantaneous Flood Peaks
Figure E.2.10 -Watana Natural Flood Frequency Curve
Figure E.2.11 -Devil Canyon Natural Flood Frequency Curve
Figure E.2.12 -Flood Hydrographs, May -July
Figure E.2.13 -Flood Hydrographs, Aug -Oct
Figure E.2.14 -Monthly and Annual Flow Duration Curves
Susitna River at Gold Creek, Susitna River
near Cantwell, Susitna River near Denali
Figure E.2.15 -Monthly and Annual Flow Duration Curves
Maclaren River at Paxson
Figure E.2.16 -Monthly and Annual Flow Duration Curves
Susitna River at Susitna Station
Figure E.2.17 -Monthly and Annual Flow Duration Curves
Talkeetna River near Talkeenta
Figure E.2.1B -Susitna River at Gold Creek, Low-Flow Frequency
Curves -May
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LIST OF FIGURES
Figure E.2.1 -Data Collection Stations
Figure E.2.2 -Annual Flood Frequency Curve, Susitna River Near Denali
Figure E.2.3 -Annual Flood Frequency Curve, Susitna River Near
Cant well
Figure E.2.4 -Annual Flood Frequency Curve, Susitna River at
Gold Creek
Figure E.2.5 -Annual Flood Frequency Curve, Maclaren River·
near Paxson
Figure E.2.6 -Annual Flood Frequency Curve, Chulitna River
near Tal keetna
Figure E.2.7 -Annual Flood Frequency Curve, Talkeetna River
near Talkeetna
Figure E.2.B -Annual Flood Frequency Curve, .Skwenta River
near Skwentna
Figure E.2.9 -Design Dimensionless Regional Frequency Curve
Annual Instantaneous Flood Peaks
Figure E.2.10 -Watana Natural Flood Frequency Curve
Figure E.2.11 -Devil Canyon Natural Flood Frequency Curve
Figure E.2.12 -Flood Hydrographs, May -July
Figure E.2.13 -Flood Hydrographs, Aug -Oct
Figure E.2.14 -Monthly and Annual Flow Duration Curves
Susitna River at Gold Creek, Susitna River
near Cantwell, Susitna River near Denali
Figure E.2.15 -Monthly and Annual Flow Duration Curves
Maclaren River at Paxson
Figure E.2.16 -Monthly and Annual Flow Duration Curves
Susitna River at Susitna Station
Figure E.2.17 -Monthly and Annual Flow Duration Curves
Talkeetna River near Talkeenta
Figure E.2.1B -Susitna River at Gold Creek, Low-Flow Frequency
Curves -May
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LIST OF FIGURES (Cont'd)
Figure E.2.19 -Susitna River at Gold Creek, Low-Flow Frequency
Curves -June
Figure E.2.20 -Susitna River at Gold Creek, Low-Flow Frequency
Curves -July and August
Figure E.2.21 -Susitnc. River at Gold Creek, Low-Flow Frequency
Curves -September and October
·-F-ig.ure--::E.2.22 -Susitna River at Gold Creek, High-Flow Frequency
Curves -May
Figure E.2.23 -Susitna River at Gold Creek, High-Flow Frequency
Curves -June
Figure E.2.24 -Susitna River at Gold Creek, High-Flow Frequency
Curves -July and August
Figure E.2.25 -Susitna River at Gold Creek, High-Flow Frequency
Curves -September and October
Figure E.2.26 -Susitna River Water Temperature -Summe~ 1980
Figure E.2.27 -Susitna River Water Temperature -Summer 1981
Figure E.2.28 -Susitna River at Watana, Weekly Average Water
Temperature -1981 Water Year
Figure E.2.29 -~usitna River -Water Temperature Gradient
Figure E.2.30 -Data Summary -Temperature
Figure E.2.31 -Location Map for 1982 Midwinter Temperature
Study Sites
Figure E.2.32 -Comparison of Weekly Dial Surface Water Temperature
Variations in Slough 21 and the Mainstream Susitna
River at Portage Creek (adapted from ADF&G 1981).
Figure E.2.33 -Susitna River, Portage Creek and Indian River
Water Temperatures Summer 1982
Figure E. 2.34 -Data Summary -Total Suspended Sed iments
Figure E.2.35 -Suspended Sediment Rating Curves, Upper Susitna
River Bas in
Figure E.2.36 -Suspended Sediment Size Analysis, Susitna River
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LIST OF FIGURES (Cont'd)
Figure E.2.19 -Susitna River at Gold Creek, Low-Flow Frequency
Curves -June
Figure E.2.20 -Susitna River at Gold Creek, Low-Flow Frequency
Curves -July and August
Figure E.2.21 -Susitnc. River at Gold Creek, Low-Flow Frequency
Curves -September and October
·-F-ig.ure--::E.2.22 -Susitna River at Gold Creek, High-Flow Frequency
Curves -May
Figure E.2.23 -Susitna River at Gold Creek, High-Flow Frequency
Curves -June
Figure E.2.24 -Susitna River at Gold Creek, High-Flow Frequency
Curves -July and August
Figure E.2.25 -Susitna River at Gold Creek, High-Flow Frequency
Curves -September and October
Figure E.2.26 -Susitna River Water Temperature -Summe~ 1980
Figure E.2.27 -Susitna River Water Temperature -Summer 1981
Figure E.2.28 -Susitna River at Watana, Weekly Average Water
Temperature -1981 Water Year
Figure E.2.29 -~usitna River -Water Temperature Gradient
Figure E.2.30 -Data Summary -Temperature
Figure E.2.31 -Location Map for 1982 Midwinter Temperature
Study Sites
Figure E.2.32 -Comparison of Weekly Dial Surface Water Temperature
Variations in Slough 21 and the Mainstream Susitna
River at Portage Creek (adapted from ADF&G 1981).
Figure E.2.33 -Susitna River, Portage Creek and Indian River
Water Temperatures Summer 1982
Figure E. 2.34 -Data Summary -Total Suspended Sed iments
Figure E.2.35 -Suspended Sediment Rating Curves, Upper Susitna
River Bas in
Figure E.2.36 -Suspended Sediment Size Analysis, Susitna River
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LIST OF FIGURES (Cont'd)
Figure E.2.37 -Data Summary -Turbidity
Figure E.2.38 -Turbidity vs Suspended Sediment Concentration
Figure E.2.39 -Data Summary -Total Dissolved Sol ids
Figure E.2.40 -Data Summary -Conductivity
Figure E.2.41 -Data Summary -Chloride
........... ~ -..,...-
Figure E.2.42 -Data Summary -Sulfate
Figure E.2.43 -Data Summary -Calcium
Figure E.2.44 -Data Summary -Magnesium (d)
Figure E.2.4S -Data Summary -Sodium (d)
Figure E.2.46 -Data Summary -Potassium (d)
Figure E.2.47 -Data Summary -PH
Figure E.2.48 -Data Summary -Hardness
Figure E.2.49 -Data Summary -Alkalinity
Figure E.2.s0 -Data Summary -True Color
Figure E.2.S1 -Data Summary -Aluminum (d)
Figure E.2.S2 -Data Summary -Aluminum (t)
Figure E.2.S3 -Data Summary -Cadmium (d)
Figure E.2.S4 -Data Summary -Cadmium (t)
Figure E.2.SS -Data Summary -Copper (d)
Figure E.2.56 -Data Summary -Copper (t)
Figure E. 2.57 -Data Summary -Iron (d)
Figure E.2.S8 -Data Summary -Iron (t)
Figure E.2.59 -Data Summary -Lead (d)
Figure E.2.60 -Data Summary -Lead (t)
Figure E.2.61 -Data Summary -Manganese (d)
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LIST OF FIGURES (Cont'd)
Figure E.2.37 -Data Summary -Turbidity
Figure E.2.38 -Turbidity vs Suspended Sediment Concentration
Figure E.2.39 -Data Summary -Total Dissolved Sol ids
Figure E.2.40 -Data Summary -Conductivity
Figure E.2.41 -Data Summary -Chloride
........... ~ -..,...-
Figure E.2.42 -Data Summary -Sulfate
Figure E.2.43 -Data Summary -Calcium
Figure E.2.44 -Data Summary -Magnesium (d)
Figure E.2.4S -Data Summary -Sodium (d)
Figure E.2.46 -Data Summary -Potassium (d)
Figure E.2.47 -Data Summary -PH
Figure E.2.48 -Data Summary -Hardness
Figure E.2.49 -Data Summary -Alkalinity
Figure E.2.s0 -Data Summary -True Color
Figure E.2.S1 -Data Summary -Aluminum (d)
Figure E.2.S2 -Data Summary -Aluminum (t)
Figure E.2.S3 -Data Summary -Cadmium (d)
Figure E.2.S4 -Data Summary -Cadmium (t)
Figure E.2.SS -Data Summary -Copper (d)
Figure E.2.56 -Data Summary -Copper (t)
Figure E. 2.57 -Data Summary -Iron (d)
Figure E.2.S8 -Data Summary -Iron (t)
Figure E.2.59 -Data Summary -Lead (d)
Figure E.2.60 -Data Summary -Lead (t)
Figure E.2.61 -Data Summary -Manganese (d)
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LIST OF FIGURES (Cont'd)
Figure E.2.62 -Data Summary -Manganese (t)
Figure E.2.63 -Data Summary -Mercury (d)
Figure E.2.64 -Data Summary -Mercury (t)
Figure E.2.65 -Data Summary -Nickel (d)
Figure E.2.66 -Data Summary -Nickel (t)
~-----Figure E.2.67 -Data Summary -Zinc (d)
Figure E.2.68 -Data Summary -Zinc (t)
Figure E. 2. 69 -Data Summary -Oxygen, Di ssolved
Figure E.2.70 -Data Summary -0.0., % Saturation
Figure E.2. 71 -Data Summary -Nitrate Nitrogen
Figure E.2.72 -Data Summary -Ortho Phosphate
Figure E.2.73 -Location of Township Grids in the Susitna
River Basin
Figure E.2.74 -Watana Borrow Site Map
Figure E.2.75 -Cross-Section Number 32 RM 130
Figure E.2.76 -Watana Water Levels and Gold Creek Flows During
Reservoir Filling
Figure E.2. 77 -Watana Outflow Frequency Curve During Watana
Impoundment (to be completed later)
Figure E.2.78 -Flow Variability, Natural and Filling Conditions
Di scharge at Gold Creek
Figure E.2.79 -Schematic of the Effect of the Susitna River on
Typical Tributary Mbuth
Figure E.2.80 -Eklutna Lake, Light Extinction In Situ Measurements
Figure E.2.81 -Slough 9 Thalwg Profile and Susitna River Mainstem
Water Surface Profiles
Figure E.2.82 -Watana Reservoir Water Levels (Watana Alone)
Figure E.2.83 -Watana Hydrological Data -Sheet 2
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LIST OF FIGURES (Cont'd)
Figure E.2.62 -Data Summary -Manganese (t)
Figure E.2.63 -Data Summary -Mercury (d)
Figure E.2.64 -Data Summary -Mercury (t)
Figure E.2.65 -Data Summary -Nickel (d)
Figure E.2.66 -Data Summary -Nickel (t)
~-----Figure E.2.67 -Data Summary -Zinc (d)
Figure E.2.68 -Data Summary -Zinc (t)
Figure E. 2. 69 -Data Summary -Oxygen, Di ssolved
Figure E.2.70 -Data Summary -0.0., % Saturation
Figure E.2. 71 -Data Summary -Nitrate Nitrogen
Figure E.2.72 -Data Summary -Ortho Phosphate
Figure E.2.73 -Location of Township Grids in the Susitna
River Basin
Figure E.2.74 -Watana Borrow Site Map
Figure E.2.75 -Cross-Section Number 32 RM 130
Figure E.2.76 -Watana Water Levels and Gold Creek Flows During
Reservoir Filling
Figure E.2. 77 -Watana Outflow Frequency Curve During Watana
Impoundment (to be completed later)
Figure E.2.78 -Flow Variability, Natural and Filling Conditions
Di scharge at Gold Creek
Figure E.2.79 -Schematic of the Effect of the Susitna River on
Typical Tributary Mbuth
Figure E.2.80 -Eklutna Lake, Light Extinction In Situ Measurements
Figure E.2.81 -Slough 9 Thalwg Profile and Susitna River Mainstem
Water Surface Profiles
Figure E.2.82 -Watana Reservoir Water Levels (Watana Alone)
Figure E.2.83 -Watana Hydrological Data -Sheet 2
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LIST OF FIGURES (Cont'd)
Figure E.2.84 -Watana Inflow Flood Frequency
Figure E.2.85 -Monthly and Annual Flow Duration Curves, Susitna
River at Watana
Figure E.2.86 -Monthly and Annual Flow Duration Curves, Susitna
River at Gold Creek
Figure E.2.87 -Monthly and Annual Flow Duration Curves, Susitna
River at Sunsh i ne
Figure E.2.88 -Monthly and Annual Flow Duration Curves, Susitna
River at Susitna Station
Figure E.2.89 -Water Temperature Profiles, Bradley Lake, Alaska
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Figure E.2.90 -Multiport Intake Levels
Figure E.2.91 -Watana Reservoir Temperature Profiles
Figure E.2.92 -Reservoir Temperature Modeling, Outflow Temperature~
Figure E.2.93 -Devil Canyon, Flood Frequency Curve
Figure E. 2. 94 -Watana Reservoir Water Level s (Watana and Devil
Canyo'n in, Oper at; on)
Figure E.2.95 Devil Canyon Reservoir Water Levels
Figure E.2.96 -Devil Canyon Hydrological Data
Figure E. 2. 97 -Monthly and Annual Flow Duration Curves, Talkeetna
River Near Talkeetna)Chulitna River near Talkeetna
Figure E.2.98 -Monthly and Annual Flow Duration Curves, Susitna
River ~t Gold Creek
Figure E.2.99 -Monthly and Annual Flow Duration Curves, Susitna
River at Sunshine
Figure E.2.100-Monthly and Annual Flow Duration Curves, Susitna
River at Susitna Station
Figure E.2.101-Temporal Variation in Salinity Within Cook Inlet
Near the Susitna River Under Pre-and Post-Susitna
Hydroelectric Project Conditions
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LIST OF FIGURES (Cont'd)
Figure E.2.84 -Watana Inflow Flood Frequency
Figure E.2.85 -Monthly and Annual Flow Duration Curves, Susitna
River at Watana
Figure E.2.86 -Monthly and Annual Flow Duration Curves, Susitna
River at Gold Creek
Figure E.2.87 -Monthly and Annual Flow Duration Curves, Susitna
River at Sunsh i ne
Figure E.2.88 -Monthly and Annual Flow Duration Curves, Susitna
River at Susitna Station
Figure E.2.89 -Water Temperature Profiles, Bradley Lake, Alaska
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Figure E.2.90 -Multiport Intake Levels
Figure E.2.91 -Watana Reservoir Temperature Profiles
Figure E.2.92 -Reservoir Temperature Modeling, Outflow Temperature~
Figure E.2.93 -Devil Canyon, Flood Frequency Curve
Figure E. 2. 94 -Watana Reservoir Water Level s (Watana and Devil
Canyo'n in, Oper at; on)
Figure E.2.95 Devil Canyon Reservoir Water Levels
Figure E.2.96 -Devil Canyon Hydrological Data
Figure E. 2. 97 -Monthly and Annual Flow Duration Curves, Talkeetna
River Near Talkeetna)Chulitna River near Talkeetna
Figure E.2.98 -Monthly and Annual Flow Duration Curves, Susitna
River ~t Gold Creek
Figure E.2.99 -Monthly and Annual Flow Duration Curves, Susitna
River at Sunshine
Figure E.2.100-Monthly and Annual Flow Duration Curves, Susitna
River at Susitna Station
Figure E.2.101-Temporal Variation in Salinity Within Cook Inlet
Near the Susitna River Under Pre-and Post-Susitna
Hydroelectric Project Conditions
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2 -REPORT ON WATER USE AND QUALITY
1 -INTRODUCTION
The Report on Water Use and Quality is divided into four basic sec-
tions: baseline conditions, p"roject impacts, agency concerns and recom-
mendations, and mitigatives, enhancement, and protective measures.
Within the sections on baseline conditions and project impacts, emp-
hasis is placed on flows, water quality parameters, ground water condi-
t ions and instream flow uses. The importance of flows cannot be over-
stressed. Flows are important to all instream uses. Mean flows, flood
flows, low flows and flow variability are discussed.
The primary focus of the water qual ity discussion is on those para-
meters determined most critical for the maintenance of fish populations
and other aquatic organisms. Detailed discussions are presented on
water temperature both in the mainstem Susitna River and in the sloughs
downstream of Devil Canyon, ice, suspended sediment in the reservoirs
and downstream, turbidity, dissolved oxygen, nitrogen supersaturation
and nutri ents. These parameters have prev ious 1 y been ident ifi ed as
areas of greatest concern.
Mainstem-slough groundwater interaction 90wnstream of Devil Canyon is
important to salmonid spawning in sloughs and is discussed.
The primary instream flow uses of the Susitna are for fish, wildlife
and riparian vegetation. As these are fully discussed in Chapter 3,
they are only briefly discussed in this Chapter. However, other in-
stream flow uses including navigation and transportation, waste assimi-
lative capacity and freshwater recruitment to estuaries are discussed.
Since minimal out of river use is made of the water, Talkeetna being
the only town located near the river and not relying on the river for
its water supply, only limited discussions have been presented on out
of river uses.
Proj ect impacts have been separated by devel or:ment. Impacts, asso-
c i ated with each devel or:ment, are presented in chrono 1 og ic al order:
construction, impoundment and operation.
The agency concerns and recommendations received to date are sum-
mar i zed.
The mitigation plan incorporates the engineering and construction meas-
ures necessary to minimize potential impacts," given the economic and
engineering constraints.
E-2-1
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2 -REPORT ON WATER USE AND QUALITY
1 -INTRODUCTION
The Report on Water Use and Quality is divided into four basic sec-
tions: baseline conditions, p"roject impacts, agency concerns and recom-
mendations, and mitigatives, enhancement, and protective measures.
Within the sections on baseline conditions and project impacts, emp-
hasis is placed on flows, water quality parameters, ground water condi-
t ions and instream flow uses. The importance of flows cannot be over-
stressed. Flows are important to all instream uses. Mean flows, flood
flows, low flows and flow variability are discussed.
The primary focus of the water qual ity discussion is on those para-
meters determined most critical for the maintenance of fish populations
and other aquatic organisms. Detailed discussions are presented on
water temperature both in the mainstem Susitna River and in the sloughs
downstream of Devil Canyon, ice, suspended sediment in the reservoirs
and downstream, turbidity, dissolved oxygen, nitrogen supersaturation
and nutri ents. These parameters have prev ious 1 y been ident ifi ed as
areas of greatest concern.
Mainstem-slough groundwater interaction 90wnstream of Devil Canyon is
important to salmonid spawning in sloughs and is discussed.
The primary instream flow uses of the Susitna are for fish, wildlife
and riparian vegetation. As these are fully discussed in Chapter 3,
they are only briefly discussed in this Chapter. However, other in-
stream flow uses including navigation and transportation, waste assimi-
lative capacity and freshwater recruitment to estuaries are discussed.
Since minimal out of river use is made of the water, Talkeetna being
the only town located near the river and not relying on the river for
its water supply, only limited discussions have been presented on out
of river uses.
Proj ect impacts have been separated by devel or:ment. Impacts, asso-
c i ated with each devel or:ment, are presented in chrono 1 og ic al order:
construction, impoundment and operation.
The agency concerns and recommendations received to date are sum-
mar i zed.
The mitigation plan incorporates the engineering and construction meas-
ures necessary to minimize potential impacts," given the economic and
engineering constraints.
E-2-1
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2 -BASELINE DESCRIPTION
The entire drainage area of the Susitna River is about 19,400 square
miles, of which the upper basin above Gold Creek comprises approximate-
ly 6160 square miles (Figure E.2.1). Three glaciers in the Alaska
Range feed forks of the Sus itna Ri ver, fl ow southward for about 18
miles and then join to form the Susitna River. The river flows an
additional 55 miles southward through a broau valley where much of the
coarse sed iment from the gl ac iers settl es ou~. The river then flows
westward about 96 miles through a narrow valleY, with constrictions at
the Devil Creek and Devil Canyon areas, creating violent rapids. Num-
erous small, steep gradient, clear-water tributaries flow to the
Susitna in this reach of the river. Several of these tributaries cas-
cade over waterfall s as they enter the gorge. As the Sus itna curves
south past Gold Creek, 12 miles downstream of the mouth of Devil
Canyon, its gradient gradually decreases. The river is joined about 40
miles beyond Gold Creek in the vicinity of Talkeetna by two major trib-
utaries, the Chulitna and Talkeetna Rivers. From this confluence, the
Susitna flows south through braided channels about 97 miles until it
empties into Cook Inlet near Anchorage, approximately 318 miles from
its source.
The Susitna River is typical of unregulated northern glacial rivers
with high, turbid summer flow and low, clear winter flow. Runoff from
snownelt and rainfall in the spring causes a rapid increase in flow in
May from the low discharges experienced throughout the winter. Peak
annual floods usually occur during this period.
Associated with the higher spring flows is a 100 fold increase in sedi-
ment transport which persists throughout the summer. The large sus-
pended sediment concentration in the June to September time period
causes the river to be highly turbid. Glacial sllt contributes most of
the turbidity of the river when the glaciers begin to melt in late
spring. .
Rainfall related floods often occur in August and early September, but
generally these floods are not as severe as the spring snow melt
floods.
As the weather begins to cool in the fall, the glacial melt rate de-
creases and the flows in the river gradually decrease correspondingly.
Because most of the river suspended sediment is caused by glacial melt,
the river also begins to clear. Freeze up normally begins in October
and cont inues to progress up river through earl y December. The ri ver
breakup generally begins in late April or early May near the mouth and
progresses upstream with breakup at the damsite occurring in mid-May.
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2 -BASELINE DESCRIPTION
The entire drainage area of the Susitna River is about 19,400 square
miles, of which the upper basin above Gold Creek comprises approximate-
ly 6160 square miles (Figure E.2.1). Three glaciers in the Alaska
Range feed forks of the Sus itna Ri ver, fl ow southward for about 18
miles and then join to form the Susitna River. The river flows an
additional 55 miles southward through a broau valley where much of the
coarse sed iment from the gl ac iers settl es ou~. The river then flows
westward about 96 miles through a narrow valleY, with constrictions at
the Devil Creek and Devil Canyon areas, creating violent rapids. Num-
erous small, steep gradient, clear-water tributaries flow to the
Susitna in this reach of the river. Several of these tributaries cas-
cade over waterfall s as they enter the gorge. As the Sus itna curves
south past Gold Creek, 12 miles downstream of the mouth of Devil
Canyon, its gradient gradually decreases. The river is joined about 40
miles beyond Gold Creek in the vicinity of Talkeetna by two major trib-
utaries, the Chulitna and Talkeetna Rivers. From this confluence, the
Susitna flows south through braided channels about 97 miles until it
empties into Cook Inlet near Anchorage, approximately 318 miles from
its source.
The Susitna River is typical of unregulated northern glacial rivers
with high, turbid summer flow and low, clear winter flow. Runoff from
snownelt and rainfall in the spring causes a rapid increase in flow in
May from the low discharges experienced throughout the winter. Peak
annual floods usually occur during this period.
Associated with the higher spring flows is a 100 fold increase in sedi-
ment transport which persists throughout the summer. The large sus-
pended sediment concentration in the June to September time period
causes the river to be highly turbid. Glacial sllt contributes most of
the turbidity of the river when the glaciers begin to melt in late
spring. .
Rainfall related floods often occur in August and early September, but
generally these floods are not as severe as the spring snow melt
floods.
As the weather begins to cool in the fall, the glacial melt rate de-
creases and the flows in the river gradually decrease correspondingly.
Because most of the river suspended sediment is caused by glacial melt,
the river also begins to clear. Freeze up normally begins in October
and cont inues to progress up river through earl y December. The ri ver
breakup generally begins in late April or early May near the mouth and
progresses upstream with breakup at the damsite occurring in mid-May.
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2.1 -Susitna River Water Quality
(a) Mean Monthly and Annual Flows
Continuous historical streamflow records of various record length
(8 to 32 years) exist for gaging stations on the Susitna River and
its tributaries: Gages are located at Denali, Cantwell (Vee
Canyon), Gold Creek and Susitna Station on the Susitna River; on
the Maclaren River near Paxson; Chulitna Station on the Chulitna
River; Talkeetna on the Talkeetna River; and Skwentna on the
Skwentna River. In 1981 a USGS gaging station was constructed at
Sunshine on the Susitna River; however, the streamflow record is
of such a short duration it has not been used in most of the
hydrologic analysis. Statistics on river mile, drainage area and
years of record are shown in Table E.2.1. The station locations
are illustrated in Figure E.2.1.
A complete 32 year streamflow data set for each gaging station was
generated through a correlation analysis, whereby missing mean
monthly flows were estimated (Acres 1982a). The resultant monthly
and annual maximum, mean and minimum flows for the 32 year record
are presented in Table E.2.2.
Mean monthly flows at the. Watana and Devil Canyon damsites were
estimated using a linear drainage ar-ea-flow relationship between
the Gold Creek and Cantwell gage sites. The resultant mean, maxi-
mum and minimum monthly flows are also provided in Table E.2.2 .
Comparison of flows indicates that 40 percent of the streamflow at
Gold Creek originates above the Denali and Maclaren gages. It is
in this catchnent that the glaciers which contribute to the flow
at Gold Creek are located.
The Susitna River above Gold Creek contributes 19 percent of the
mean annual flow measured at Susitna Station near Cook Inlet. The
Chulitna, and Talkeetna Rivers contribute 20 and 10 percent of the
Susitna Station flow respectively. The Yentna provides 40 percent
of the flow, with the remaining 11 percent originating in miscel-
laneous tributaries.
The variation between summer and winter flows is greater than a 10
to 1 ratio at all stations. This large seasonal difference is due
to the characteristics of the basin. Glacial melt, snownelt, and
rainfall provide the majority of the annual river flow during the
summer. At Gold Creek, for example, 88 percent of the annual
streamflow occurs during the summer months of May through
September.
The maximum and minimum monthly flows for the months of May
through September indicate a high flow variability at all stations
on a year to year basis.
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2.1 -Susitna River Water Quality
(a) Mean Monthly and Annual Flows
Continuous historical streamflow records of various record length
(8 to 32 years) exist for gaging stations on the Susitna River and
its tributaries: Gages are located at Denali, Cantwell (Vee
Canyon), Gold Creek and Susitna Station on the Susitna River; on
the Maclaren River near Paxson; Chulitna Station on the Chulitna
River; Talkeetna on the Talkeetna River; and Skwentna on the
Skwentna River. In 1981 a USGS gaging station was constructed at
Sunshine on the Susitna River; however, the streamflow record is
of such a short duration it has not been used in most of the
hydrologic analysis. Statistics on river mile, drainage area and
years of record are shown in Table E.2.1. The station locations
are illustrated in Figure E.2.1.
A complete 32 year streamflow data set for each gaging station was
generated through a correlation analysis, whereby missing mean
monthly flows were estimated (Acres 1982a). The resultant monthly
and annual maximum, mean and minimum flows for the 32 year record
are presented in Table E.2.2.
Mean monthly flows at the. Watana and Devil Canyon damsites were
estimated using a linear drainage ar-ea-flow relationship between
the Gold Creek and Cantwell gage sites. The resultant mean, maxi-
mum and minimum monthly flows are also provided in Table E.2.2 .
Comparison of flows indicates that 40 percent of the streamflow at
Gold Creek originates above the Denali and Maclaren gages. It is
in this catchnent that the glaciers which contribute to the flow
at Gold Creek are located.
The Susitna River above Gold Creek contributes 19 percent of the
mean annual flow measured at Susitna Station near Cook Inlet. The
Chulitna, and Talkeetna Rivers contribute 20 and 10 percent of the
Susitna Station flow respectively. The Yentna provides 40 percent
of the flow, with the remaining 11 percent originating in miscel-
laneous tributaries.
The variation between summer and winter flows is greater than a 10
to 1 ratio at all stations. This large seasonal difference is due
to the characteristics of the basin. Glacial melt, snownelt, and
rainfall provide the majority of the annual river flow during the
summer. At Gold Creek, for example, 88 percent of the annual
streamflow occurs during the summer months of May through
September.
The maximum and minimum monthly flows for the months of May
through September indicate a high flow variability at all stations
on a year to year basis.
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(b) Floods
The most commong causes of floods in the Susitna River Basin are
snownelt or a combination of snownelt and rainfall over a 1 arge
area. This type of flood occurs between May and July with the
majority occurring in June. Floods attributable to heavy rains
have a1 so occurred in August, September or October. These floods
are augmented by snownelt"from higher elevations and glacial run-
off. Table E.2.3 presents selected flood peaks at four gaging
stations. Figures E.2.2 to 1:.2.8 illustrate annual instantaneo,us
flood frequency curves for individual stations.
A regiQnal-..---f1ood frequency analysis was conducted using the re-
corded floods in the Susitna River and its principal tributaries
(R&M, 1981a). The resulting dimensionless regional frequency
curve is depicted in Figure E.2.9. A stepwise multiple linear
regress ion computer program was used to rel ate the mean annual
instantaneous peak flow to the physiographic and cl imatic charac-
terist ics of the drainage basins. The mean annual instantaneous
peak flows for the Watana and Devil Canyon damsites were computed
to be 40,800 cubic feet per second (cfs) and 45,900 cfs respec-
tively. The regional flood frequency curve was compared to the
station frequency curve at Gold Creek (Table E.2.4). As the Gold
Creek station frequency curve yielded more conservative flood
peaks (i.e. larger), it was used to estimate flood peaks at the
Watana and Devil Canyon damsites for floods other than the mean
annual flood. The flood ,frequency curves for Watana and Devil
Canyon are presented in Figures E.2.10 and E.2.11.
Dimensionless flood hydrographs for the Susitna River at Gold
Creek were developed for the May -July snownelt floods and the
August -October rainfall floods using the five largest Gold Creek
floods occurring in each period (R&M, 1981a). Flood hydrographs
for the 100, 500, and 10,000 year flood events were constructed
using the appropriate flood peak and the dimensionless hydrograph.
Hydrographs for the May -July and August -October flood periods
are illustrated in Figures E.2.12 and E.2. 13 respectively.
Probable maximum flood (PMF) studies were conducted for both the'
Watana and Devil Canyon damsites for use in the design of project
spillways and related facilities. These studies which are based
on Susitna Basin c1 imatic data and hydrology, indicate that the
PMF peak at the Watana damsite is ~26,000 cfs.
(c) Flow Variability
The variabil ity of flow in a river system is important to all
instream flow uses. To illustrate the variability of flow in the
Susitna River, monthly and annual flow duration curves showing the
proportion of time that the discharge equals or exceeds a given
value were developed for the four mainstem Susitna River gaging
stations (Denal i, Cantwell, Gold Creek and Susitna Stat ion) and
three major tributaries (Maclaren, Chulitna, and Talkeetna Rivers)
(R&M, 1982a). These curves which are based on mean daily flows
are illustrated on Figures E.2.14 through E.2.17.
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(b) Floods
The most commong causes of floods in the Susitna River Basin are
snownelt or a combination of snownelt and rainfall over a 1 arge
area. This type of flood occurs between May and July with the
majority occurring in June. Floods attributable to heavy rains
have a1 so occurred in August, September or October. These floods
are augmented by snownelt"from higher elevations and glacial run-
off. Table E.2.3 presents selected flood peaks at four gaging
stations. Figures E.2.2 to 1:.2.8 illustrate annual instantaneo,us
flood frequency curves for individual stations.
A regiQnal-..---f1ood frequency analysis was conducted using the re-
corded floods in the Susitna River and its principal tributaries
(R&M, 1981a). The resulting dimensionless regional frequency
curve is depicted in Figure E.2.9. A stepwise multiple linear
regress ion computer program was used to rel ate the mean annual
instantaneous peak flow to the physiographic and cl imatic charac-
terist ics of the drainage basins. The mean annual instantaneous
peak flows for the Watana and Devil Canyon damsites were computed
to be 40,800 cubic feet per second (cfs) and 45,900 cfs respec-
tively. The regional flood frequency curve was compared to the
station frequency curve at Gold Creek (Table E.2.4). As the Gold
Creek station frequency curve yielded more conservative flood
peaks (i.e. larger), it was used to estimate flood peaks at the
Watana and Devil Canyon damsites for floods other than the mean
annual flood. The flood ,frequency curves for Watana and Devil
Canyon are presented in Figures E.2.10 and E.2.11.
Dimensionless flood hydrographs for the Susitna River at Gold
Creek were developed for the May -July snownelt floods and the
August -October rainfall floods using the five largest Gold Creek
floods occurring in each period (R&M, 1981a). Flood hydrographs
for the 100, 500, and 10,000 year flood events were constructed
using the appropriate flood peak and the dimensionless hydrograph.
Hydrographs for the May -July and August -October flood periods
are illustrated in Figures E.2.12 and E.2. 13 respectively.
Probable maximum flood (PMF) studies were conducted for both the'
Watana and Devil Canyon damsites for use in the design of project
spillways and related facilities. These studies which are based
on Susitna Basin c1 imatic data and hydrology, indicate that the
PMF peak at the Watana damsite is ~26,000 cfs.
(c) Flow Variability
The variabil ity of flow in a river system is important to all
instream flow uses. To illustrate the variability of flow in the
Susitna River, monthly and annual flow duration curves showing the
proportion of time that the discharge equals or exceeds a given
value were developed for the four mainstem Susitna River gaging
stations (Denal i, Cantwell, Gold Creek and Susitna Stat ion) and
three major tributaries (Maclaren, Chulitna, and Talkeetna Rivers)
(R&M, 1982a). These curves which are based on mean daily flows
are illustrated on Figures E.2.14 through E.2.17.
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The shape of the monthly and annual flow duration curves is Slml-
lar for each of the stations and is indicative of flow from north-
ern glacial rivers. Streamflow is low in the winter months, with
little variation in flow and no unusual peaks. Groundwater con-
tributions are the preliminary source of the small but relatively
constant winter flows. Flow begins to increase slightly in April
as breakup approaches. Peak flows in May are an order of magni-
tude greater than in April. Flow in May also shows the greatest
variation for any month, as low flows may continue into May before
the high snowmelt/breakup flows occur. June has the highest peaks
and the highest median flow. The months of July and August ·have·
relatively flat flow duration curves. This situation is ·indica-
tive of rivers with strong base flow characteristics, as is the
case-on tfte Susitna with its contributions from snowmelt and gla-
cial melt during t.he summer. More variability of flow is evident
in September and October as cooler weather becomes more prevalent.
The I-day, 3-day, 7-day and 15-day high and low flow values were
determined for each month from May through October for the periods
of record at Gold Creek, Chulitna River near Talkeetna, Talkeetna
River near Talkeetna and Susitna River at Susitna Station (R&M,
1982a). The high and low flow values are presented for Gold Creek
in the form of frequency curves in Figures E.2.18 through E.2.21.
May showed the most variability. It is the month when either low
winter flows or high breakup flows may occur and thus significant
changes occur from year to year. June and July generally
exhibited less variability than the late summer months. Flow
variability increased in the August through October period. Heavy
rainstorms often occur in August, with 28 percent of the annual
floods occurring in this month.
2.2 -Susitna River Morphology
(a) Mainstem
The Sus itna Ri ver ori gi nates in the gl aci ers of the southern
slopes of the central Alaskan Range, flowing 318 miles to its
mouth at Cook Inlet.
The headwaters of the Susitna River and its major upper tribu-
taries are characterized by broad braided gravel floodplains below
the gl aci ers, with several meltstreams exi t i ng from beneath the
gl aci ers before they combi ne further downstream. The West Fork
Susitna River joins the main river about 18 miles below Susitna
Glacier. Below the West Fork confluence, the Susitna River
becomes a split-channel configuration with numerous islands. The
river is generally constrained by low bluffs for about 55 miles.
The Maclaren River, a significant glacial tributary, and the Tyone
River, which drains Lake Louise and the swampy lowlands of the
southeastern upper basin, both enter the Susitna Ri ver from the
east. Below the confluence with the Tyone River, the Susitna
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The shape of the monthly and annual flow duration curves is Slml-
lar for each of the stations and is indicative of flow from north-
ern glacial rivers. Streamflow is low in the winter months, with
little variation in flow and no unusual peaks. Groundwater con-
tributions are the preliminary source of the small but relatively
constant winter flows. Flow begins to increase slightly in April
as breakup approaches. Peak flows in May are an order of magni-
tude greater than in April. Flow in May also shows the greatest
variation for any month, as low flows may continue into May before
the high snowmelt/breakup flows occur. June has the highest peaks
and the highest median flow. The months of July and August ·have·
relatively flat flow duration curves. This situation is ·indica-
tive of rivers with strong base flow characteristics, as is the
case-on tfte Susitna with its contributions from snowmelt and gla-
cial melt during t.he summer. More variability of flow is evident
in September and October as cooler weather becomes more prevalent.
The I-day, 3-day, 7-day and 15-day high and low flow values were
determined for each month from May through October for the periods
of record at Gold Creek, Chulitna River near Talkeetna, Talkeetna
River near Talkeetna and Susitna River at Susitna Station (R&M,
1982a). The high and low flow values are presented for Gold Creek
in the form of frequency curves in Figures E.2.18 through E.2.21.
May showed the most variability. It is the month when either low
winter flows or high breakup flows may occur and thus significant
changes occur from year to year. June and July generally
exhibited less variability than the late summer months. Flow
variability increased in the August through October period. Heavy
rainstorms often occur in August, with 28 percent of the annual
floods occurring in this month.
2.2 -Susitna River Morphology
(a) Mainstem
The Sus itna Ri ver ori gi nates in the gl aci ers of the southern
slopes of the central Alaskan Range, flowing 318 miles to its
mouth at Cook Inlet.
The headwaters of the Susitna River and its major upper tribu-
taries are characterized by broad braided gravel floodplains below
the gl aci ers, with several meltstreams exi t i ng from beneath the
gl aci ers before they combi ne further downstream. The West Fork
Susitna River joins the main river about 18 miles below Susitna
Glacier. Below the West Fork confluence, the Susitna River
becomes a split-channel configuration with numerous islands. The
river is generally constrained by low bluffs for about 55 miles.
The Maclaren River, a significant glacial tributary, and the Tyone
River, which drains Lake Louise and the swampy lowlands of the
southeastern upper basin, both enter the Susitna Ri ver from the
east. Below the confluence with the Tyone River, the Susitna
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River flows west for 96 miles through steep-walled canyons before
reaching the mouth of Devil Canyon. The river has a high gradient
through this reach and includes the Watana and Devil Canyon Dam-
sites. It is primarily a single channel with intermittent is-
lands. Bed material primarily consists of large grravel cobbles.
The mouth of Dev il Canyon, at Ri ver Mil e (RM) 149 forms the lower
limit of this reach.
Between Dev il Cailyon and the mouth at Cook In 1 et, the ri ver has
been subdivided into nine separate reaches.-These reaches are
identified in Table E.2.5, together with the average slope and
predominent channel pattern. These reaches are discussed in more
detail below. ~ -........
RM 149 to RM 144
Through this reach, the Susitna flows predominately in a single
channel confined by valley walls. At locations where the valley
bottom widens, depostion of gravel and cobble has formed mid-chan-
nel or side-channel bars. Occasionally, a vegetated island or
fragmentary fl oodpl ain has formed with el ev at ions above normal
flood levels, and has become vegetated. Presence of cobbles and
boulders in the bed material aids in stabil ization of the channel
geometry.
RM 144 to RM 139
A broadening of the valley bottom throug"h this reach has allowed
the river to develop a split channel with intermittent; well-
vegetated isl ands. A correl ation exists between bankfull stage
and mean-annual flood. Where the main channel impinges on valley
walls or terraces, a cobble armor layer has developed with a top
elevation at roughly bankfull flood stage. At RM 144, a perigla-
cial alluvial fan of coarse sediments confines the river to a
single channel. .
RM 139 to RM 129.5
This river reach is characterized by a well defined split channel
configuration. Vegetated isl ands separate the main channel from
side channels. Side channels occur frequently in the alluvial
floodplain and receive Susitna water only at flows above 15,000 to
20,000 cfs. Often, valley bottom springs flow into sloughs.
There is a good correl ation between bankfull stage and the mean
annual flood.
Where the main channel impinges valley walls or terraces, a cobble
armor layer has developed with a top elevation at roughly bankfull
flood stage. The main channel bed has been frequently observed to
be well armoured.
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River flows west for 96 miles through steep-walled canyons before
reaching the mouth of Devil Canyon. The river has a high gradient
through this reach and includes the Watana and Devil Canyon Dam-
sites. It is primarily a single channel with intermittent is-
lands. Bed material primarily consists of large grravel cobbles.
The mouth of Dev il Canyon, at Ri ver Mil e (RM) 149 forms the lower
limit of this reach.
Between Dev il Cailyon and the mouth at Cook In 1 et, the ri ver has
been subdivided into nine separate reaches.-These reaches are
identified in Table E.2.5, together with the average slope and
predominent channel pattern. These reaches are discussed in more
detail below. ~ -........
RM 149 to RM 144
Through this reach, the Susitna flows predominately in a single
channel confined by valley walls. At locations where the valley
bottom widens, depostion of gravel and cobble has formed mid-chan-
nel or side-channel bars. Occasionally, a vegetated island or
fragmentary fl oodpl ain has formed with el ev at ions above normal
flood levels, and has become vegetated. Presence of cobbles and
boulders in the bed material aids in stabil ization of the channel
geometry.
RM 144 to RM 139
A broadening of the valley bottom throug"h this reach has allowed
the river to develop a split channel with intermittent; well-
vegetated isl ands. A correl ation exists between bankfull stage
and mean-annual flood. Where the main channel impinges on valley
walls or terraces, a cobble armor layer has developed with a top
elevation at roughly bankfull flood stage. At RM 144, a perigla-
cial alluvial fan of coarse sediments confines the river to a
single channel. .
RM 139 to RM 129.5
This river reach is characterized by a well defined split channel
configuration. Vegetated isl ands separate the main channel from
side channels. Side channels occur frequently in the alluvial
floodplain and receive Susitna water only at flows above 15,000 to
20,000 cfs. Often, valley bottom springs flow into sloughs.
There is a good correl ation between bankfull stage and the mean
annual flood.
Where the main channel impinges valley walls or terraces, a cobble
armor layer has developed with a top elevation at roughly bankfull
flood stage. The main channel bed has been frequently observed to
be well armoured.
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Primary tributaries include Indian River, Gold Creek and Fourth of
July Cr"eek. Each has formed an alluvial fan extending into the
valley bottom and constricting the Susitna to a single channel.
Each constriction has establ ished a hydraul ic control point that
regul ates water surface profi 1 es and assoc i ated hydr aul ic par a-
meters at varying discharges.
RM 129.5 to RM 119
River patterns through this reach are"similar to those in the pre-
vious reach. The most prominent characteristic between Sherman
and Curry is that the main channel prefers to flow against the
west valley wal.1 and the--ea.stTloodpl ain has several side channel s
and sloughs. The alluvial fan at Curry constricts the Susitna to
a single channel and terminates the above described patterns. A
fair correl ation exists between bankfull stage and mean annual
flood through thi s reach. Compari son of 1.950 and 1980 ai rphotos
reveal s occasional local changes in bankl ines and isl and morphol-
ogy.
The west valley wall is generally nonerodible and has occasional
bedrock outcrops. The res i stant bound ar y on one si de of the mai n
channel has generally forced a uniform channel configuration with
a well armored perimeter. The west valley wall is relatively
straight and uniform except at RM 128 and 125.5. At these loca-
tions, bedrock outcrops deflect the main channel to the east side
of the floodplain.
RM 119 to RM 104
Through this r"each the river is predominantly a very stable,
single incised channel with a few isl ands. The channel banks are
well armored with cobbles and boulders, as is the bed. Several
large boulders occur intermittently along the main channel and are
believed to have been transported down the valley during glacial
ice movement. They provide local obstruction to flow and naviga-
tion, but do not have a significant impact on channel morphology.
RM 104 to RM 95
At the confl uence of the Susitna, Chul itna and Tal keetna Rivers,
there is a dramatic change in the Susitna from a split channel to
a braided channel. Emergence from confined mountainous basins
into the unconfined lowland basin has enabled the river systems to
develop laterally. Ample bedload transport and a gradient de-
crease also assist in establishing the braided pattern.
The Chul itna River has a mean annual flow simil ar to the Susitna
at Gold Creek, yet its drainage basin is about 40 percent smaller.
Its glacial tributaries are much closer to the confluence than the
Susitna. As it emerges from the incised canyon 20 miles upstream
of the confl uence, the river transforms into a braided pattern
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Primary tributaries include Indian River, Gold Creek and Fourth of
July Cr"eek. Each has formed an alluvial fan extending into the
valley bottom and constricting the Susitna to a single channel.
Each constriction has establ ished a hydraul ic control point that
regul ates water surface profi 1 es and assoc i ated hydr aul ic par a-
meters at varying discharges.
RM 129.5 to RM 119
River patterns through this reach are"similar to those in the pre-
vious reach. The most prominent characteristic between Sherman
and Curry is that the main channel prefers to flow against the
west valley wal.1 and the--ea.stTloodpl ain has several side channel s
and sloughs. The alluvial fan at Curry constricts the Susitna to
a single channel and terminates the above described patterns. A
fair correl ation exists between bankfull stage and mean annual
flood through thi s reach. Compari son of 1.950 and 1980 ai rphotos
reveal s occasional local changes in bankl ines and isl and morphol-
ogy.
The west valley wall is generally nonerodible and has occasional
bedrock outcrops. The res i stant bound ar y on one si de of the mai n
channel has generally forced a uniform channel configuration with
a well armored perimeter. The west valley wall is relatively
straight and uniform except at RM 128 and 125.5. At these loca-
tions, bedrock outcrops deflect the main channel to the east side
of the floodplain.
RM 119 to RM 104
Through this r"each the river is predominantly a very stable,
single incised channel with a few isl ands. The channel banks are
well armored with cobbles and boulders, as is the bed. Several
large boulders occur intermittently along the main channel and are
believed to have been transported down the valley during glacial
ice movement. They provide local obstruction to flow and naviga-
tion, but do not have a significant impact on channel morphology.
RM 104 to RM 95
At the confl uence of the Susitna, Chul itna and Tal keetna Rivers,
there is a dramatic change in the Susitna from a split channel to
a braided channel. Emergence from confined mountainous basins
into the unconfined lowland basin has enabled the river systems to
develop laterally. Ample bedload transport and a gradient de-
crease also assist in establishing the braided pattern.
The Chul itna River has a mean annual flow simil ar to the Susitna
at Gold Creek, yet its drainage basin is about 40 percent smaller.
Its glacial tributaries are much closer to the confluence than the
Susitna. As it emerges from the incised canyon 20 miles upstream
of the confl uence, the river transforms into a braided pattern
E-2-7
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with moderate vegetation growth on the intermediate gravel bars.
At about a midpoint between the canyon and confluence, the
Chulitna exhibits a highly braided pattern with no vegetation on
intermediate gravel bars, evidence of recent lateral instability.
This pattern continues beyond the confluence and giving the
impression that the Susitna is tributary to the dominant Chulitna
Ri ver. The spl it channel Ta lkeetna Ri ver is tri butary to the
dominant braided pattern.
Terraces generally bound the broad floodplain, but 'provide little
control over channel morphology. General floodplain instability
results from the three river system striving to balance out the
combined flow and sediment regime.
..,------,...,.-
RM 95 to 61
Downstream of the three-ri ver confl uence, the Sus i tna continues
its braided pattern, with multiple channels interlaced through a
sparsely vegetated floodplain.
The channel network consits of the mai n channel, usually one or
two subchannels and a number of minor channels. The main channel
meanders irregularly through the wide gravel floodplain and inter-
mittently flows against the vegetated floodplain. It has the
ability to easily migrate lateralJy within the active gravel
floodplain, as the main channel is simply reworking the gravel
that the system previously deposited. When the main channel flows
agai nst vegetated bank 1 i nes, erosi on is retarded due to the
vegetation and/or bank materials that are more resistant to ero-
sion. Flow in the main channel usually persists throughout the
entire year.
Subchannel s are usually posi ti oned near or agai nst the vegetated
floodplain and are generally on the opposite side of the flood-
plain from the main channel. The subchannels normally bifurcate
(split) from the lJIain channel when it crosses over to the opposite
side of the floodplain and terminate where the main channel me-
anders back across the floodplain and intercepts them. The sub-
channels have smaller geometric dimensions than the main channel,
and their thalweg is generally about five feet higher. Their flow
regime is dependent on the main channel stage and hydraulic flow
controls point of bifurcation. Flow mayor may not persist
throughout the year.
Minor channel~ are relatively shallow, wide channels that traver~e
the gravel floodplains and complete the interlaced braided pat-
tern. These channels are very unstable and generally short-lived.
The main channel is intermittently controlled laterally where it
flows against terraces. Since the active floodplain is very wide,
the presence of terraces has little significance except for deter-
mining the general orientation of the river system. An exception
is where the terraces constrict the river to a Single channel at
the Parks Highway bridge. Subchannels are directly dependent on
E-2-8
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with moderate vegetation growth on the intermediate gravel bars.
At about a midpoint between the canyon and confluence, the
Chulitna exhibits a highly braided pattern with no vegetation on
intermediate gravel bars, evidence of recent lateral instability.
This pattern continues beyond the confluence and giving the
impression that the Susitna is tributary to the dominant Chulitna
Ri ver. The spl it channel Ta lkeetna Ri ver is tri butary to the
dominant braided pattern.
Terraces generally bound the broad floodplain, but 'provide little
control over channel morphology. General floodplain instability
results from the three river system striving to balance out the
combined flow and sediment regime.
..,------,...,.-
RM 95 to 61
Downstream of the three-ri ver confl uence, the Sus i tna continues
its braided pattern, with multiple channels interlaced through a
sparsely vegetated floodplain.
The channel network consits of the mai n channel, usually one or
two subchannels and a number of minor channels. The main channel
meanders irregularly through the wide gravel floodplain and inter-
mittently flows against the vegetated floodplain. It has the
ability to easily migrate lateralJy within the active gravel
floodplain, as the main channel is simply reworking the gravel
that the system previously deposited. When the main channel flows
agai nst vegetated bank 1 i nes, erosi on is retarded due to the
vegetation and/or bank materials that are more resistant to ero-
sion. Flow in the main channel usually persists throughout the
entire year.
Subchannel s are usually posi ti oned near or agai nst the vegetated
floodplain and are generally on the opposite side of the flood-
plain from the main channel. The subchannels normally bifurcate
(split) from the lJIain channel when it crosses over to the opposite
side of the floodplain and terminate where the main channel me-
anders back across the floodplain and intercepts them. The sub-
channels have smaller geometric dimensions than the main channel,
and their thalweg is generally about five feet higher. Their flow
regime is dependent on the main channel stage and hydraulic flow
controls point of bifurcation. Flow mayor may not persist
throughout the year.
Minor channel~ are relatively shallow, wide channels that traver~e
the gravel floodplains and complete the interlaced braided pat-
tern. These channels are very unstable and generally short-lived.
The main channel is intermittently controlled laterally where it
flows against terraces. Since the active floodplain is very wide,
the presence of terraces has little significance except for deter-
mining the general orientation of the river system. An exception
is where the terraces constrict the river to a Single channel at
the Parks Highway bridge. Subchannels are directly dependent on
E-2-8
main channel flow and sediment regime, and generally react the
same. Mi nor channel s react to both of the 1 arger channel s I
behaviors.
RM 61 to RM 42
Downstream of the Kashwitna River confluence, the Susitna River
branches into multiple channels separated by islands with estab-
lished vegetation. This reach of the river has be.an named Delta
Islands because it resembles the distributary channel network
common wi th 1 arg.e river del tas. The mul tipl e channel s are forced
together by terraces just upstream of Kro~ee~~(Deshka River) •
Through thi s reach, the very broad fl oodpl ain and channel network
can be divided into three categories:
-Western braided channels;
-Eastern split channels; and
-Intermediate meandering channel~.
The western braided channel network is considered to be the main
portion of this very complex river system. Although not substan-
tiated by river surveys, it appears to constitute the largest flow
area and lowest thalweg elevation. The reason .for this is that
the western braided channel s const itute the shortest distance
between the point of bifurcation to the confluence of the Delta
Is 1 and channel s. Therefore it has the steepest grad ient and
highest potential energy for conveyance of water and sediment.
RM 42 to RM 0
Downstream of the Delta Islands, the Susitna River gradient
decreases as it approaches Cook In 1 et. The ri ver tends toward a
split channel configuration as it adjusts to the lower energy
slope. There are short reaches where a tendency to braid emerges.
Downstream of RM 20, the river branches out into delta distribu-
tary channels.
Terraces constrict the floodplain near the Kroto Creek confluence
and at Susitna Station. Further downstream, the terraces have
little or no influence on the river.
The Yentna River joins the Susitna at RM 28 and is a major contri-
butor of flow and sedim~nt.
Tides in the Cook Inlet rise above 30 feet and therefore control
the water surface profile and to some degree the sediment regime
of the lower river. River elevation of 30 feet exists at about RM
20 and corresponds to where the Susitna begins to branch out into
its delta channels.
(b) Sloughs
Sloughs are spring-fed, perched overflow channels that only convey
glacial meltwater from the mainstem during median and high flow
E-2-9
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main channel flow and sediment regime, and generally react the
same. Mi nor channel s react to both of the 1 arger channel s I
behaviors.
RM 61 to RM 42
Downstream of the Kashwitna River confluence, the Susitna River
branches into multiple channels separated by islands with estab-
lished vegetation. This reach of the river has be.an named Delta
Islands because it resembles the distributary channel network
common wi th 1 arg.e river del tas. The mul tipl e channel s are forced
together by terraces just upstream of Kro~ee~~(Deshka River) •
Through thi s reach, the very broad fl oodpl ain and channel network
can be divided into three categories:
-Western braided channels;
-Eastern split channels; and
-Intermediate meandering channel~.
The western braided channel network is considered to be the main
portion of this very complex river system. Although not substan-
tiated by river surveys, it appears to constitute the largest flow
area and lowest thalweg elevation. The reason .for this is that
the western braided channel s const itute the shortest distance
between the point of bifurcation to the confluence of the Delta
Is 1 and channel s. Therefore it has the steepest grad ient and
highest potential energy for conveyance of water and sediment.
RM 42 to RM 0
Downstream of the Delta Islands, the Susitna River gradient
decreases as it approaches Cook In 1 et. The ri ver tends toward a
split channel configuration as it adjusts to the lower energy
slope. There are short reaches where a tendency to braid emerges.
Downstream of RM 20, the river branches out into delta distribu-
tary channels.
Terraces constrict the floodplain near the Kroto Creek confluence
and at Susitna Station. Further downstream, the terraces have
little or no influence on the river.
The Yentna River joins the Susitna at RM 28 and is a major contri-
butor of flow and sedim~nt.
Tides in the Cook Inlet rise above 30 feet and therefore control
the water surface profile and to some degree the sediment regime
of the lower river. River elevation of 30 feet exists at about RM
20 and corresponds to where the Susitna begins to branch out into
its delta channels.
(b) Sloughs
Sloughs are spring-fed, perched overflow channels that only convey
glacial meltwater from the mainstem during median and high flow
E-2-9
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periods. At intermediate and low flows, the sloughs convey clear
water from small tributaries and/or upwelling groundwater. Dif-
ferences between mainstem water surface elevations and the stream-
bed elevation of the side sloughs are notably greater at the up-
stream entrance to the slough than at the mouth of the slough.
The graidents within the slough are typically greater than the
adjacent mainstem. An alluvial berm separates the head of the
slough from the river, whereas the water surface elevation of the
mainstem generally causes a backwater effect at the mouth of the
slough. The sloughs funGtion like small stream systems. Several
hundred feed of channel exist in each slough conveying water
independent of mainstem backwater effects.
The sloughs vary in length from 2,000 -6,000 feet. Cross-se-e--..---
tions of sloughs are typically rectangular with flat bottoms. At
the head of the sloughs, substrates are dominated by boulders and
cobbles (8-14 inch diameter). Progressing towards the slough
mouth, substrate particles reduce in size with gravels and sands
predominating. Beavers frequently inhabit the sloughs. Active
and abandoned dams are visible. Vegetation commonly covers the
banks to the waters edge with bank cutting and slumping occurring
during spring break-up flows. The importance of the sloughs as
salmon spawning habitat is discussed in detail in Chapter 3.
2.3 -Susitna River Water Quality
As previously described in Section 2.2, the Susitna River is charac-
terized by large seasonal fluctuations in discharge. These flow varia-
tions along with -the glacial origins of the river essentially control
the water quality of the river.
Existing water quality data have been compiled for the mainstem Susitna
River from stations located at Denali, Vee Canyon, Gold Creek, Sun-
shine, arid Susitna Station. In addition, data from two Susitna River
tributaries, the Chulitna and Talkeetna Rivers, have also been compiled
(R&M, 1982b). The station locations are presented in Figure E2.1.
Data were compil ed correspondi ng to three seasons: break up, summer,
and winter. Breakup is usually short and extends from the time ice
begins to move down river until recession of spring runoff. Summer
extends from the end 9f breakup until the water temperature drops to
essentially O°C in the fall, and winter is the period from the end of
summer to breakup. The water qual ity parameters measured and their
respectively detection limits appear in Table E.2.6.
The water quality was evaluated (R&M 1982b) using guidelines and cri-
teria established from the following references:
-ADEC, Water Quality Standards. Alaska Department of Environmental
Conservation, Juneau, Alaska, 1979.
-EPA, Quality Criteria For Water. U.S. Environmental Protection
Agency, Washington, D.C., 1976.
E-2-10
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periods. At intermediate and low flows, the sloughs convey clear
water from small tributaries and/or upwelling groundwater. Dif-
ferences between mainstem water surface elevations and the stream-
bed elevation of the side sloughs are notably greater at the up-
stream entrance to the slough than at the mouth of the slough.
The graidents within the slough are typically greater than the
adjacent mainstem. An alluvial berm separates the head of the
slough from the river, whereas the water surface elevation of the
mainstem generally causes a backwater effect at the mouth of the
slough. The sloughs funGtion like small stream systems. Several
hundred feed of channel exist in each slough conveying water
independent of mainstem backwater effects.
The sloughs vary in length from 2,000 -6,000 feet. Cross-se-e--..---
tions of sloughs are typically rectangular with flat bottoms. At
the head of the sloughs, substrates are dominated by boulders and
cobbles (8-14 inch diameter). Progressing towards the slough
mouth, substrate particles reduce in size with gravels and sands
predominating. Beavers frequently inhabit the sloughs. Active
and abandoned dams are visible. Vegetation commonly covers the
banks to the waters edge with bank cutting and slumping occurring
during spring break-up flows. The importance of the sloughs as
salmon spawning habitat is discussed in detail in Chapter 3.
2.3 -Susitna River Water Quality
As previously described in Section 2.2, the Susitna River is charac-
terized by large seasonal fluctuations in discharge. These flow varia-
tions along with -the glacial origins of the river essentially control
the water quality of the river.
Existing water quality data have been compiled for the mainstem Susitna
River from stations located at Denali, Vee Canyon, Gold Creek, Sun-
shine, arid Susitna Station. In addition, data from two Susitna River
tributaries, the Chulitna and Talkeetna Rivers, have also been compiled
(R&M, 1982b). The station locations are presented in Figure E2.1.
Data were compil ed correspondi ng to three seasons: break up, summer,
and winter. Breakup is usually short and extends from the time ice
begins to move down river until recession of spring runoff. Summer
extends from the end 9f breakup until the water temperature drops to
essentially O°C in the fall, and winter is the period from the end of
summer to breakup. The water qual ity parameters measured and their
respectively detection limits appear in Table E.2.6.
The water quality was evaluated (R&M 1982b) using guidelines and cri-
teria established from the following references:
-ADEC, Water Quality Standards. Alaska Department of Environmental
Conservation, Juneau, Alaska, 1979.
-EPA, Quality Criteria For Water. U.S. Environmental Protection
Agency, Washington, D.C., 1976.
E-2-10
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-McNeely, R.N., V.P. Neimanism abd K, Dwyer. Water Quality Source-
book--A Guide to Water Quality Parameters. Environment Canada,
Inland Waters Directorate, Water Quality Branch, Ottawa, Canada,
1979.
-Sitting, Marshall. Handbook of Toxic and Hazardous Chemicals. Noyes
Publications, Park Ridge, New Jersey, 1981.
-EPA, Water Quality Criteria Documents; Availability. Environmental
Protection Agency, Federa 1 Reg i ster, 45, 79318-79379 (November 28,
1980) .
The guidelines or criteria used for the parameters were chosen base~DQ
a priority system. Al aska Water Qual ity Standards were the first
choice, followed by criteria presented ln EPA I~ Quality Criteria for
Water. If a criterion expressed as a specific concentratlOn was not
presented in the above two references, the other cited references were
used as the source.
A second priority system was used for selecting the guidelines or cri-
teria presented for each parameter. This was required because the
v ari ous references presented above cite 1 evel s of parameters that
provide for the protection of identified water uses; such as (1) the
propagation of fish and other aquatic organisms, (2) water supply for
drinking, food preparation, industrial processes, and agriculture, and
(3) water recreation. The first priority, therefore, was to present
the guidelines or criteria that apply to the protection of freshwater
aquatic organisms. The second priority was to present levels of para-
meters that are acceptable for water supply, and the third priority was
to present other guidel ines or criteria if avail able. It should be
noted that water qual ity standards set criteria which limit man-induced
pollution to protect identified water uses. Although the Susitna River
basin i"s a pristine area, some parameters naturally exceeded their
respective criterion. These parameters are presented in Table E. 2.7.
As noted in Table E.2.7, criteria for three parameters have been set at
a level which natural waters usually do not exceed. The suggested
criteri a for al urn inlJT1 and bi smuth are based on human health effects.
The criterion for total organic carbon (TOC) was established at 3 mg/l.
Water containing less than this concentration has been observed to be
relatively clean. However, streams in Alaska receiving tundra runoff
commonly exceed this level. The maximum TOC concentration reported
herein, 20 mg/l, is likely the result of natural conditions. The
criterion for manganese was establ ished to protect water suppl ies for
human consumption. The criteria presented for the remaining parameters
appearing in Table E.2.7 are established by law for protection of
freshwater aquatic organisms. The water qual ity standards apply to
man-induced alterations and constitute the degree of degradation which
may not be exceeded. Because there are no industries, no significant
agricultural areas, and no major cities adjacent to the Susitna,
Talkeetna, and Chul itna Rivers, the measured levels of these parameters
are considered to be natural conditions. Since criteria exceedance is
attributed to natural conditions, 1 ittle additional discussion will be
given to these phenomenon. Also, these rivers support diverse
E-2-11
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-McNeely, R.N., V.P. Neimanism abd K, Dwyer. Water Quality Source-
book--A Guide to Water Quality Parameters. Environment Canada,
Inland Waters Directorate, Water Quality Branch, Ottawa, Canada,
1979.
-Sitting, Marshall. Handbook of Toxic and Hazardous Chemicals. Noyes
Publications, Park Ridge, New Jersey, 1981.
-EPA, Water Quality Criteria Documents; Availability. Environmental
Protection Agency, Federa 1 Reg i ster, 45, 79318-79379 (November 28,
1980) .
The guidelines or criteria used for the parameters were chosen base~DQ
a priority system. Al aska Water Qual ity Standards were the first
choice, followed by criteria presented ln EPA I~ Quality Criteria for
Water. If a criterion expressed as a specific concentratlOn was not
presented in the above two references, the other cited references were
used as the source.
A second priority system was used for selecting the guidelines or cri-
teria presented for each parameter. This was required because the
v ari ous references presented above cite 1 evel s of parameters that
provide for the protection of identified water uses; such as (1) the
propagation of fish and other aquatic organisms, (2) water supply for
drinking, food preparation, industrial processes, and agriculture, and
(3) water recreation. The first priority, therefore, was to present
the guidelines or criteria that apply to the protection of freshwater
aquatic organisms. The second priority was to present levels of para-
meters that are acceptable for water supply, and the third priority was
to present other guidel ines or criteria if avail able. It should be
noted that water qual ity standards set criteria which limit man-induced
pollution to protect identified water uses. Although the Susitna River
basin i"s a pristine area, some parameters naturally exceeded their
respective criterion. These parameters are presented in Table E. 2.7.
As noted in Table E.2.7, criteria for three parameters have been set at
a level which natural waters usually do not exceed. The suggested
criteri a for al urn inlJT1 and bi smuth are based on human health effects.
The criterion for total organic carbon (TOC) was established at 3 mg/l.
Water containing less than this concentration has been observed to be
relatively clean. However, streams in Alaska receiving tundra runoff
commonly exceed this level. The maximum TOC concentration reported
herein, 20 mg/l, is likely the result of natural conditions. The
criterion for manganese was establ ished to protect water suppl ies for
human consumption. The criteria presented for the remaining parameters
appearing in Table E.2.7 are established by law for protection of
freshwater aquatic organisms. The water qual ity standards apply to
man-induced alterations and constitute the degree of degradation which
may not be exceeded. Because there are no industries, no significant
agricultural areas, and no major cities adjacent to the Susitna,
Talkeetna, and Chul itna Rivers, the measured levels of these parameters
are considered to be natural conditions. Since criteria exceedance is
attributed to natural conditions, 1 ittle additional discussion will be
given to these phenomenon. Also, these rivers support diverse
E-2-11
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popul ations of fish and other aquatic 1 ife. Consequently, it is con-
cluded that the parameters exceeding their .criteria probably do not
'have significant adverse effects on aquatic organisms.
In the following di'scussion, parameters measured during breakup will
generally not be discussed since data normally indicate a transi tion
period between the winter and summer extremes and the data itself is
usually limited. Levels of. water quality parameters discussed in the
following section are reported by R&M (1982b), unless otherwise noted.
(a) Physical Parameters
(i) Water Temperature
-Mainstem
In general, during winter, the entire mainstem Susitna
River is at'or near DoC. However, there are a number of
small discontinuous areas with groundwater inflow of near
2°C. As spr ing breakup occurs the water temperature
begins to rise, generally warming with distance
down stream.
In summer, glacial melt is near DoC as it leaves the
gl acier, but as it flows across the wide gravel flood-
plain below the glaciers the water begins to warm. As
the water winds its way downstream to the proposed Watana
damsite it can reach temperatures as high as 14°C.
Further downstream there is generally some additional
warming but, temperatures may be cooler at some locations
due to the effect of tributary inflow. In August,
temperatures begin to drop, reaching DoC in 1 ate
September or October.
The seasonal temperature variation for the Susitna River
at Denal i and Vee Canyon during 1980 and for Denal i and
Watana during 1981 are displayed in Figures E.2.26 and
E.2.27. Weekly averages for Watana in 1981 are shown in
Fi gure E. 2.28. The shaded area ind icates the range of
temper atures measured on a mean d ail y bas is. The
temperature variations for eight summer days at Denal i,
Vee Canyon and Susitna Station are presented in Figure
E. 2. 29. The recorded variation in water temperatures at
the seven USGS gaging stations is displayed in Figure
E. 2.30.
Additional data on water temperature are available in the
annua 1 reports of U.S.G.S. Water Resources 0 ata for
Alaska, the Al aska Department of Fl sh and Game (ADF&G)
Susitna Hydroelectric Project data reports (Aquatic
Habitat and Instream Flow Project -1981, and Aquatic
Studles Program -1982), and ln Water Quality Data -
1981b, 1981c, R&M Consultants.
E-2-12
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popul ations of fish and other aquatic 1 ife. Consequently, it is con-
cluded that the parameters exceeding their .criteria probably do not
'have significant adverse effects on aquatic organisms.
In the following di'scussion, parameters measured during breakup will
generally not be discussed since data normally indicate a transi tion
period between the winter and summer extremes and the data itself is
usually limited. Levels of. water quality parameters discussed in the
following section are reported by R&M (1982b), unless otherwise noted.
(a) Physical Parameters
(i) Water Temperature
-Mainstem
In general, during winter, the entire mainstem Susitna
River is at'or near DoC. However, there are a number of
small discontinuous areas with groundwater inflow of near
2°C. As spr ing breakup occurs the water temperature
begins to rise, generally warming with distance
down stream.
In summer, glacial melt is near DoC as it leaves the
gl acier, but as it flows across the wide gravel flood-
plain below the glaciers the water begins to warm. As
the water winds its way downstream to the proposed Watana
damsite it can reach temperatures as high as 14°C.
Further downstream there is generally some additional
warming but, temperatures may be cooler at some locations
due to the effect of tributary inflow. In August,
temperatures begin to drop, reaching DoC in 1 ate
September or October.
The seasonal temperature variation for the Susitna River
at Denal i and Vee Canyon during 1980 and for Denal i and
Watana during 1981 are displayed in Figures E.2.26 and
E.2.27. Weekly averages for Watana in 1981 are shown in
Fi gure E. 2.28. The shaded area ind icates the range of
temper atures measured on a mean d ail y bas is. The
temperature variations for eight summer days at Denal i,
Vee Canyon and Susitna Station are presented in Figure
E. 2. 29. The recorded variation in water temperatures at
the seven USGS gaging stations is displayed in Figure
E. 2.30.
Additional data on water temperature are available in the
annua 1 reports of U.S.G.S. Water Resources 0 ata for
Alaska, the Al aska Department of Fl sh and Game (ADF&G)
Susitna Hydroelectric Project data reports (Aquatic
Habitat and Instream Flow Project -1981, and Aquatic
Studles Program -1982), and ln Water Quality Data -
1981b, 1981c, R&M Consultants.
E-2-12
-Sloughs
The sloughs downstream of Devil Canyon have a temperature
regime that differs form the mainstem. During the winter
of 1982 i ntergravel and surface water temperatures were
measured in sloughs 8A, 9,11,19,20 and 21, the loca-
tions of which are illustrated in Figure E.2.31. These
measurements indicated that intergravel temperatures were
rel atively constiint through February and March at each
location but exhlbited some variabil ity from one location
to another. At most stations intergravel temperatures
were within the 2-3°C range. Slough surface temperatures
showed more variability at each location and were
generally lower than intergravel temperatures during
February and March (Trihey, 1982a).
During spring and summer, when flow at the head of the
slough is cut off, slough temperatures tend to differ
from mainstem temperatures. During periods of high
flows, when the head end is overtopped, slough water
temperatures correspond more closely to mainstem tempera-
tures. Figure E.2.32 compares weekly diel surface water
temperature variations during September, 1981 in Slough
21 with the mainstem Susitna River at Portage Creek
(ADF&G, 1982). The slough temperatures show a marked
diurnal variation caused by increased solar warming of
the shallow water during the day and subsequent long wave
back radiation at night. Mainstem water temperatures are
more constant because of the buffering and mixing
capabil ity of the river.
-Tributaries
The tributaries to the Susitna River generally exhibit
cooler water temperatures than does the mainstem. Con-
tinuous water temperatures have been monitored by the
USGS in the Chulitna and Talkeetna Rivers near Talkeetna,
and al so by ADF&G in those two rivers as well as in
Portage, Tsusena, Watana, Kosi na, and Goose Creeks, and
in Indian and the Oshetna River.
The 1982 mean daily temperature records for Indian River
and Portage Creek are compared in Figure E.2.33. Portage
Creek was consistently cooler than Indian River by 0.1 to
1. 9°C. The fl atter terrain in the lower reaches of the
Indian River valley is apparently more conducive to solar
and connective heating than the steep-walled canyon of
Portage Creek. Figure E.2.33 also presents water temper-
ature data from the mainstem Susitna for the same period,
showing the consistently warmer temperatures in the main-
stem.
E-2-13
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-Sloughs
The sloughs downstream of Devil Canyon have a temperature
regime that differs form the mainstem. During the winter
of 1982 i ntergravel and surface water temperatures were
measured in sloughs 8A, 9,11,19,20 and 21, the loca-
tions of which are illustrated in Figure E.2.31. These
measurements indicated that intergravel temperatures were
rel atively constiint through February and March at each
location but exhlbited some variabil ity from one location
to another. At most stations intergravel temperatures
were within the 2-3°C range. Slough surface temperatures
showed more variability at each location and were
generally lower than intergravel temperatures during
February and March (Trihey, 1982a).
During spring and summer, when flow at the head of the
slough is cut off, slough temperatures tend to differ
from mainstem temperatures. During periods of high
flows, when the head end is overtopped, slough water
temperatures correspond more closely to mainstem tempera-
tures. Figure E.2.32 compares weekly diel surface water
temperature variations during September, 1981 in Slough
21 with the mainstem Susitna River at Portage Creek
(ADF&G, 1982). The slough temperatures show a marked
diurnal variation caused by increased solar warming of
the shallow water during the day and subsequent long wave
back radiation at night. Mainstem water temperatures are
more constant because of the buffering and mixing
capabil ity of the river.
-Tributaries
The tributaries to the Susitna River generally exhibit
cooler water temperatures than does the mainstem. Con-
tinuous water temperatures have been monitored by the
USGS in the Chulitna and Talkeetna Rivers near Talkeetna,
and al so by ADF&G in those two rivers as well as in
Portage, Tsusena, Watana, Kosi na, and Goose Creeks, and
in Indian and the Oshetna River.
The 1982 mean daily temperature records for Indian River
and Portage Creek are compared in Figure E.2.33. Portage
Creek was consistently cooler than Indian River by 0.1 to
1. 9°C. The fl atter terrain in the lower reaches of the
Indian River valley is apparently more conducive to solar
and connective heating than the steep-walled canyon of
Portage Creek. Figure E.2.33 also presents water temper-
ature data from the mainstem Susitna for the same period,
showing the consistently warmer temperatures in the main-
stem.
E-2-13
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There are noticeable diurnal flucutations in the open-
water tributary temperatures, though not as extreme as in
the sToughs. Daily variation of up to 6.5°C (from 3.0 to
9.5°C) was observed at Portage Creek in 1982 (June 14).
The major tributaries joining the Susitna at Talkeetna
show uniform variation in temperatures from the mainstem ..
Compared to the Talkeetna fishwheel site on the Susitna,
the Talkeetna River temperature is I-3°C cooler on a
daily average basis. The Chulitna River, being closer to
its glacial headwaters, is from 0 ~o 2°C cooler than the
Talkeetna river, and has less during fluctuations.
Winter stream temperatures are expected to be very close
to O°C, as all the tributaries do freeze up. Groundwater
inflow at some locations may create local conditions
above freezing, but the overall temperature regime would
be affected by.the extreme cold in the environment.
(ii) Ice
-Freeze-up
Air temperatures in the Susitna basin increase from the
headwaters to the lower reaches. Whil e the temperature
gradient is partially due to the two -degree latitudinal
span of the river, it is, for the most part due to the
3,300-foot difference in el ev at i on between the lower and
upper basins, and the climate-moderating effect of Cook
Inlet on the lower river reaches. The gradient results
in a period (late October -early Novenber) in which the
air temperatures in the lower bas.in are above freezing
while subfreezing in the upper basin. The location of
freezing air temperatures moves in a downstream direction
as winter progresses (R&M, 1982c).
Frazil ice forms in the upper segment of the river first,
due to the initial cold temperatures of glacial melt and
the earlier cold air temperatures. Additional frazil ice
is generated in the fast-flowing rapids between Vee
Canyon and Devil Canyon. The frazil ice generation nor-
mally continues for a period of 3-5 weeks before a solid
ice cover forms in the lower river, often a result of
frazil-ice pans and floes jamming in suitable reaches.
Once frazi 1 ice jams form, the ice cover progresses up-
stream, often raising water levels by 2 to 4 feet. Bor-
der ice formation along the river banks also serves to
restrict the channel.
E-2-14
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There are noticeable diurnal flucutations in the open-
water tributary temperatures, though not as extreme as in
the sToughs. Daily variation of up to 6.5°C (from 3.0 to
9.5°C) was observed at Portage Creek in 1982 (June 14).
The major tributaries joining the Susitna at Talkeetna
show uniform variation in temperatures from the mainstem ..
Compared to the Talkeetna fishwheel site on the Susitna,
the Talkeetna River temperature is I-3°C cooler on a
daily average basis. The Chulitna River, being closer to
its glacial headwaters, is from 0 ~o 2°C cooler than the
Talkeetna river, and has less during fluctuations.
Winter stream temperatures are expected to be very close
to O°C, as all the tributaries do freeze up. Groundwater
inflow at some locations may create local conditions
above freezing, but the overall temperature regime would
be affected by.the extreme cold in the environment.
(ii) Ice
-Freeze-up
Air temperatures in the Susitna basin increase from the
headwaters to the lower reaches. Whil e the temperature
gradient is partially due to the two -degree latitudinal
span of the river, it is, for the most part due to the
3,300-foot difference in el ev at i on between the lower and
upper basins, and the climate-moderating effect of Cook
Inlet on the lower river reaches. The gradient results
in a period (late October -early Novenber) in which the
air temperatures in the lower bas.in are above freezing
while subfreezing in the upper basin. The location of
freezing air temperatures moves in a downstream direction
as winter progresses (R&M, 1982c).
Frazil ice forms in the upper segment of the river first,
due to the initial cold temperatures of glacial melt and
the earlier cold air temperatures. Additional frazil ice
is generated in the fast-flowing rapids between Vee
Canyon and Devil Canyon. The frazil ice generation nor-
mally continues for a period of 3-5 weeks before a solid
ice cover forms in the lower river, often a result of
frazil-ice pans and floes jamming in suitable reaches.
Once frazi 1 ice jams form, the ice cover progresses up-
stream, often raising water levels by 2 to 4 feet. Bor-
der ice formation along the river banks also serves to
restrict the channel.
E-2-14
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The upper Susitna River is the primary contributor of ice
to the river system below Talkeetna, contributing 75-85
percent of the ice load in the Susitna-Chu1itna-Ta1keetna
Rivers. Ice formation on the Chulitna and Talkeetna
Rivers normally commences several weeks after freeze-up
on the middle and upper Susitna River.
-Winter Ice Conditions
Once the solid ice cover forms, open leads still occur in
areas of high-velocity water or groundwater upwell ing.
These leads shrink during cold weather and are the last
areas int,he main channel to be completely covered by
ice. Ice thickness increases throughout the winter. The
ice cover averages over 4 feet thick by breakup, but
thicknesses of over 10 feet have been recorded near Vee
Canyon.
Some of the side-channels and sloughs above Talkeetna do
not form an ice cover dur i ng wi nter due to groundwater
exfiltration. Winter groundwater temperatures generally
varying between 2°C to 4°C contribute enough heat to
prevent the ice cover from forming (Trihey 1982a). These
areas are often sa1monid egg incubation areas.
Breakup
The onset of warmer air temperatures occurs in the lower
basin several weeks earlier than in the upper basin, due
to the temperature grad ient prev ious 1 y noted. The 10w-
elevation snowpack melts first, causing river discharge
to increase. The rising water level puts pressure on the
ice, causing fractures to develop in the ice cover. The
severity of breakup is dependent on the snowmelt rate, on
the depth of the snowpack and the amount of rainfall, if
it occurs. Alight snowpack and warm spring temperatures
result in a gradual increase in river discharge. Strong
forces on the ice cover do not occur to initiate ice
movement resulting in a mild breakup, as occurred in 1981
(R&M, 1981d). Conversely, a heavy snowpack and cool air
temperatures into late spring, followed by a sudden
increase in air temperatures may result in a rapid rise
in water level. The rapid water level increase initiates
ice movement and this movement coupled with ice left in a
strong condition from the cooler temperatures leads to
nLATIerous and possibly severe ice jerns which may result in
flooding and erosion, as occurred in 1982 (R&M, 1982f).
The flooding results in high flows through numerous side-
channels in the reach above Talkeetna. The flooding and
erosion during breakup are bel ieved to be the primary
factors influencing river morphology in the reach between
Dev i1 Canyon and Ta 1 keetn a (R&M, 1982a) ..
E-2-15
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The upper Susitna River is the primary contributor of ice
to the river system below Talkeetna, contributing 75-85
percent of the ice load in the Susitna-Chu1itna-Ta1keetna
Rivers. Ice formation on the Chulitna and Talkeetna
Rivers normally commences several weeks after freeze-up
on the middle and upper Susitna River.
-Winter Ice Conditions
Once the solid ice cover forms, open leads still occur in
areas of high-velocity water or groundwater upwell ing.
These leads shrink during cold weather and are the last
areas int,he main channel to be completely covered by
ice. Ice thickness increases throughout the winter. The
ice cover averages over 4 feet thick by breakup, but
thicknesses of over 10 feet have been recorded near Vee
Canyon.
Some of the side-channels and sloughs above Talkeetna do
not form an ice cover dur i ng wi nter due to groundwater
exfiltration. Winter groundwater temperatures generally
varying between 2°C to 4°C contribute enough heat to
prevent the ice cover from forming (Trihey 1982a). These
areas are often sa1monid egg incubation areas.
Breakup
The onset of warmer air temperatures occurs in the lower
basin several weeks earlier than in the upper basin, due
to the temperature grad ient prev ious 1 y noted. The 10w-
elevation snowpack melts first, causing river discharge
to increase. The rising water level puts pressure on the
ice, causing fractures to develop in the ice cover. The
severity of breakup is dependent on the snowmelt rate, on
the depth of the snowpack and the amount of rainfall, if
it occurs. Alight snowpack and warm spring temperatures
result in a gradual increase in river discharge. Strong
forces on the ice cover do not occur to initiate ice
movement resulting in a mild breakup, as occurred in 1981
(R&M, 1981d). Conversely, a heavy snowpack and cool air
temperatures into late spring, followed by a sudden
increase in air temperatures may result in a rapid rise
in water level. The rapid water level increase initiates
ice movement and this movement coupled with ice left in a
strong condition from the cooler temperatures leads to
nLATIerous and possibly severe ice jerns which may result in
flooding and erosion, as occurred in 1982 (R&M, 1982f).
The flooding results in high flows through numerous side-
channels in the reach above Talkeetna. The flooding and
erosion during breakup are bel ieved to be the primary
factors influencing river morphology in the reach between
Dev i1 Canyon and Ta 1 keetn a (R&M, 1982a) ..
E-2-15
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( iii) Suspended Sediments
The Susitna River and many'of its major tributaries are
glacial rivers which experience extreme fluctuations in
suspended sediment concentrations as the result of both
glacial melt and runoff from rainfall or snowmelt. Beginn-
ing with spring breakup, suspended sediment concentrations
beg in to ri se from their near zero wi nter 1 evel s. Our i ng
summer, val ues as hi gh as 5700 mg/l have been recordej at
Denali, the gaging station nearest the glacially-fed head-'
waters. Before entering the areas of the proposed reser-
voirs, concentrations decrease due to the inflow from
several clear water tributaries. Maximum summer concentra-
tions of 2600 mg/l have been observed at Gold Creek. Below
Talkeetna, concentrations increase due to the contribution
of the sediment-laden Chulitna River which has 28 percent
of its drainage area covered by year round ice. Max imum
values of 3000 mg/l have been recorded at the Susitna Sta-
tion gage. A more extensive summary of suspended sediment
concentrations is presented in Figure E.2.34.
Suspended sediment discharge has been shown to increase
with discharge tR&M, 1982d). This relationship for various
upper Susitna River stations is illustrated in Figure
E. 2. 35.
Estimates of the average annual suspended sediment load for
three locations on the upper Susitna River are provided in
the following table (R&M, 1982d).
Gaging Station
Susitna River at Denali
Susitna River near Cantwell
Susitna River at Gold Creek
Average Annual Suspended
Sediment Load (tons/year)
2,965,000
6,898,000
7,731,000
The suspended sediment load entering the proposed Watana
Reservoir from the Susitna River is assumed to be that at
the gaging site for the Susitna River near Cantwell, or
6,898,000 tons/year (R&M, 1982d).
A suspended sediment size analysis for upper Susitna River
stations is presented in Figure E.2.36. The analysis
indicates that between 20 and 25 percent of the suspended
sediment is less than 4 microns (.004 millimeters) in
diameter.
E-2-16
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( iii) Suspended Sediments
The Susitna River and many'of its major tributaries are
glacial rivers which experience extreme fluctuations in
suspended sediment concentrations as the result of both
glacial melt and runoff from rainfall or snowmelt. Beginn-
ing with spring breakup, suspended sediment concentrations
beg in to ri se from their near zero wi nter 1 evel s. Our i ng
summer, val ues as hi gh as 5700 mg/l have been recordej at
Denali, the gaging station nearest the glacially-fed head-'
waters. Before entering the areas of the proposed reser-
voirs, concentrations decrease due to the inflow from
several clear water tributaries. Maximum summer concentra-
tions of 2600 mg/l have been observed at Gold Creek. Below
Talkeetna, concentrations increase due to the contribution
of the sediment-laden Chulitna River which has 28 percent
of its drainage area covered by year round ice. Max imum
values of 3000 mg/l have been recorded at the Susitna Sta-
tion gage. A more extensive summary of suspended sediment
concentrations is presented in Figure E.2.34.
Suspended sediment discharge has been shown to increase
with discharge tR&M, 1982d). This relationship for various
upper Susitna River stations is illustrated in Figure
E. 2. 35.
Estimates of the average annual suspended sediment load for
three locations on the upper Susitna River are provided in
the following table (R&M, 1982d).
Gaging Station
Susitna River at Denali
Susitna River near Cantwell
Susitna River at Gold Creek
Average Annual Suspended
Sediment Load (tons/year)
2,965,000
6,898,000
7,731,000
The suspended sediment load entering the proposed Watana
Reservoir from the Susitna River is assumed to be that at
the gaging site for the Susitna River near Cantwell, or
6,898,000 tons/year (R&M, 1982d).
A suspended sediment size analysis for upper Susitna River
stations is presented in Figure E.2.36. The analysis
indicates that between 20 and 25 percent of the suspended
sediment is less than 4 microns (.004 millimeters) in
diameter.
E-2-16
(iv) Turbidity
( v)
-Mainstem
The Susitna River is typically clear during the winter
months with values at or very near zero. Turbidity
increases as snownel t and breakup commence. The peak
turbidity values occur during summer when glacial input
is greatest.
limited turbidity data are available for the headwaters
of the Susitna River. However, measurements-up to 350
Nepholometer Turbidity units (NTU) have been recorded at
Denali. Turbidity tends to decrease in the vicinity of
the project areas due to clearwater inflow, although high
values still exist. At the mouth of the Chulitna River
near Talkeetna, values of over 1900 NTU have been
observed. In contrast, max imum observed val ues on the
Talkeetna River, with its minimal glacial input, were 270
NTU. Results of data collection are summarized in Figure
E.2.37 (R&M, 1982e). Data collected at various sites in
1982 are tabulated in Table E.2.8.
Figure E.2.38 shows the direct relationship between sus-
pended sediment concentation and turbidity as measured on
the Susitna River at Cantwell, Gold Creek, and Chase
(Peratrovich, Nottingham and Drage, 1982a). However,
suspended sediment concentrations can vary significantly
at similar flow ranges, as the glaciers contribute highly
variable amounts of sediment (R&M, 1982d)\
-Sloughs
Turbidity values for selected sloughs were collected by
ADF&G during the summer of 1981. The turbidity in the
sloughs was less than the turbidity in the mainstem
except when upstream ends were overto.pped at which time
the turbidities usually mirror~-mainstem level s (ADF&G,
1982). Even with overtoppiD9, some sloughs maintained
lower turbidity due to grounqwater or tributary inflow.
\
Vertical Illumination
Vertical illumination through the water column varies
d irectl y with turb id ity and suspended sedi~nt concentra-
tion and hence follows the same temporal'",and spatial
patterns. Although no quantitive assessment wa~conducted,
summer vertical illumination is generally a fe'w, inches.
During winter months, the river bottom can be seen lQ areas
without-ice cover, as the river is exceptionally 'clear.
Vertical illumination under an ice cover is inhibited,
especially if the ice is not clear and if a snow cover
exists over the ice.
E-2-17 -
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(iv) Turbidity
( v)
-Mainstem
The Susitna River is typically clear during the winter
months with values at or very near zero. Turbidity
increases as snownel t and breakup commence. The peak
turbidity values occur during summer when glacial input
is greatest.
limited turbidity data are available for the headwaters
of the Susitna River. However, measurements-up to 350
Nepholometer Turbidity units (NTU) have been recorded at
Denali. Turbidity tends to decrease in the vicinity of
the project areas due to clearwater inflow, although high
values still exist. At the mouth of the Chulitna River
near Talkeetna, values of over 1900 NTU have been
observed. In contrast, max imum observed val ues on the
Talkeetna River, with its minimal glacial input, were 270
NTU. Results of data collection are summarized in Figure
E.2.37 (R&M, 1982e). Data collected at various sites in
1982 are tabulated in Table E.2.8.
Figure E.2.38 shows the direct relationship between sus-
pended sediment concentation and turbidity as measured on
the Susitna River at Cantwell, Gold Creek, and Chase
(Peratrovich, Nottingham and Drage, 1982a). However,
suspended sediment concentrations can vary significantly
at similar flow ranges, as the glaciers contribute highly
variable amounts of sediment (R&M, 1982d)\
-Sloughs
Turbidity values for selected sloughs were collected by
ADF&G during the summer of 1981. The turbidity in the
sloughs was less than the turbidity in the mainstem
except when upstream ends were overto.pped at which time
the turbidities usually mirror~-mainstem level s (ADF&G,
1982). Even with overtoppiD9, some sloughs maintained
lower turbidity due to grounqwater or tributary inflow.
\
Vertical Illumination
Vertical illumination through the water column varies
d irectl y with turb id ity and suspended sedi~nt concentra-
tion and hence follows the same temporal'",and spatial
patterns. Although no quantitive assessment wa~conducted,
summer vertical illumination is generally a fe'w, inches.
During winter months, the river bottom can be seen lQ areas
without-ice cover, as the river is exceptionally 'clear.
Vertical illumination under an ice cover is inhibited,
especially if the ice is not clear and if a snow cover
exists over the ice.
E-2-17 -
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(vi) Total Dissolved Solids (TDS)
Di"ssolved solids concentratons are higher, and ·exhibit a
wider range during the winter low-flow periods t~an during
the summer period. Data at Denali range from 110-270 mg/l
in the wi nter and from 40-170 mg/l i·n the summer. Pro-
g~essing downstream on the Susitna River basin, TDS
concentrations are generally lower.
Gold Creek TDS winter values are 100-190 mg/l, while summer
concentrations are 50-140 mg/l. Measurements at Susitria
Station, range from 100-140 mg/l during winter and between
55 and 80 mg/1 in the summer. "Figure E.2.39 provides a
graphic representation of the data collected.
(vii) Specific Conductance (Conductivity)
(viii)
Susitna River conductivity values are high during winter
low-flow periods and low during the summer. In the up-
stream reaches where glacial input is most significant,
conductivity is generally higher. At Denali, values range
from 190-510 umhos/cm in the winter and from 120-205
umhos/cm in the summer.
Below Devil Canyon, conductivity values range from 160-300
umhos in the winter and from 60-230 umhos/cm in the summer.
The Chul itna and Talkeetna Rivers have sl igh1y lower con-
ductivity values, but are in the same tange as in the
Susitna River.
Figure E.2.40 graphically provides the maximum, minimum and
the mean values as well as the ntmber of conductivity ob-
servations for the seven gaging stations.
Significant ions
Concentrations of the significant ions are generally low to
moderate, with summer concentr~tions lower than winter con-
centrat ions. The ranges of concentrat ions recorded up-
stream of the project at Denal i and Vee Canyon and down-
stream of the project at Gold Creek, Sunshine and Susitna
Station are 1 isted in Table E.2.9. The ranges of ion con-
centrations at each monitoring station are presented in
Figures E.2.41 to E.2.46.
(ix) ..e!!
Average pH values tend to be slightly alkaline with values
typically ranging between 7 and 8. A wider range is gener-
ally exhibited during the spring breakup and summer months
with values occasionally dropping below 7. This phenomenon
is common in Al askan streams and is attributable to the
acidic tundra runoff.
E-2-18
(
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(
,1
(vi) Total Dissolved Solids (TDS)
Di"ssolved solids concentratons are higher, and ·exhibit a
wider range during the winter low-flow periods t~an during
the summer period. Data at Denali range from 110-270 mg/l
in the wi nter and from 40-170 mg/l i·n the summer. Pro-
g~essing downstream on the Susitna River basin, TDS
concentrations are generally lower.
Gold Creek TDS winter values are 100-190 mg/l, while summer
concentrations are 50-140 mg/l. Measurements at Susitria
Station, range from 100-140 mg/l during winter and between
55 and 80 mg/1 in the summer. "Figure E.2.39 provides a
graphic representation of the data collected.
(vii) Specific Conductance (Conductivity)
(viii)
Susitna River conductivity values are high during winter
low-flow periods and low during the summer. In the up-
stream reaches where glacial input is most significant,
conductivity is generally higher. At Denali, values range
from 190-510 umhos/cm in the winter and from 120-205
umhos/cm in the summer.
Below Devil Canyon, conductivity values range from 160-300
umhos in the winter and from 60-230 umhos/cm in the summer.
The Chul itna and Talkeetna Rivers have sl igh1y lower con-
ductivity values, but are in the same tange as in the
Susitna River.
Figure E.2.40 graphically provides the maximum, minimum and
the mean values as well as the ntmber of conductivity ob-
servations for the seven gaging stations.
Significant ions
Concentrations of the significant ions are generally low to
moderate, with summer concentr~tions lower than winter con-
centrat ions. The ranges of concentrat ions recorded up-
stream of the project at Denal i and Vee Canyon and down-
stream of the project at Gold Creek, Sunshine and Susitna
Station are 1 isted in Table E.2.9. The ranges of ion con-
centrations at each monitoring station are presented in
Figures E.2.41 to E.2.46.
(ix) ..e!!
Average pH values tend to be slightly alkaline with values
typically ranging between 7 and 8. A wider range is gener-
ally exhibited during the spring breakup and summer months
with values occasionally dropping below 7. This phenomenon
is common in Al askan streams and is attributable to the
acidic tundra runoff.
E-2-18
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I
Winter pH ranges at the Gold. Creek station are between 7.0
and 8.1 while the range of summer values is 6.6 to 8.1.
Figure E.2.47 displays the pH information 'for the seven
stations of record.
(x) Total Hardness
Waters of the Susitna River are moderately hard to hard in
the winter, and soft to moderately hard during breakup and
summer. In addition, there is a general trend toward
softer water in the downstream direction.
Tota 1 hardness, measured as cal c iurn magnes i urn hardness and
reported in terms of CaC03, ranges between 60-120 mg/l at
Gold Creek during winter, and betwen 30-105 mg/l in the
summer. At Susitna Station, winter values are 70-95 mg/l
while summer values range from 45 to 60 mg/l.
l
r
Figure E.2.48 presents more detailed total hardness infor-
mat i on. r
(xi) Total Alkalinity
Total Alkal inity concentrations with bicarbonate typically l
being the only form of alkal inity present, exhibit moderate
to high levels and display a much larger range during
winter than the low to moderate summer values. In l
addition, upstream concentrations are generally larger than
downstream values.
Winter values. at Gold Creek range between 45 and 145 mg/l,
while . summer values are in the range of 25 to 85 mg/l. In
the lower river at Susitna Station, winter 'concentrations
are between 60-75 mg/l and summer 1 evel s are in the range
of 40-60 mg/l.
Figure E.2.49 displays a more detailed description of total
alkal inity concentrations.
(xii) True Color
True color, measured in platinum cobalt units, displays a
r
[
[
r
wi der range dur ing summer than wi nter. Th i s phenomenon is l
attributable to organic acids (especially tannin) charac-
teristically present in the summer tundra runoff.
Color levels at Gold Creek vary between 0 and 10 color l
units during winter and 0 to 40 units in the summer. It is
not uncommon for color levels in Al aska to be as high as
100 un its for streams receiv ing tundra runoff, i.e., the
maximum recorded value at the Sunshine gauge.
Figure E.2.S0 displays the data collected.
E-2-19 l
=\
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Winter pH ranges at the Gold. Creek station are between 7.0
and 8.1 while the range of summer values is 6.6 to 8.1.
Figure E.2.47 displays the pH information 'for the seven
stations of record.
(x) Total Hardness
Waters of the Susitna River are moderately hard to hard in
the winter, and soft to moderately hard during breakup and
summer. In addition, there is a general trend toward
softer water in the downstream direction.
Tota 1 hardness, measured as cal c iurn magnes i urn hardness and
reported in terms of CaC03, ranges between 60-120 mg/l at
Gold Creek during winter, and betwen 30-105 mg/l in the
summer. At Susitna Station, winter values are 70-95 mg/l
while summer values range from 45 to 60 mg/l.
l
r
Figure E.2.48 presents more detailed total hardness infor-
mat i on. r
(xi) Total Alkalinity
Total Alkal inity concentrations with bicarbonate typically l
being the only form of alkal inity present, exhibit moderate
to high levels and display a much larger range during
winter than the low to moderate summer values. In l
addition, upstream concentrations are generally larger than
downstream values.
Winter values. at Gold Creek range between 45 and 145 mg/l,
while . summer values are in the range of 25 to 85 mg/l. In
the lower river at Susitna Station, winter 'concentrations
are between 60-75 mg/l and summer 1 evel s are in the range
of 40-60 mg/l.
Figure E.2.49 displays a more detailed description of total
alkal inity concentrations.
(xii) True Color
True color, measured in platinum cobalt units, displays a
r
[
[
r
wi der range dur ing summer than wi nter. Th i s phenomenon is l
attributable to organic acids (especially tannin) charac-
teristically present in the summer tundra runoff.
Color levels at Gold Creek vary between 0 and 10 color l
units during winter and 0 to 40 units in the summer. It is
not uncommon for color levels in Al aska to be as high as
100 un its for streams receiv ing tundra runoff, i.e., the
maximum recorded value at the Sunshine gauge.
Figure E.2.S0 displays the data collected.
E-2-19 l
j
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)
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i
(xiii) Metals
The concentrations of'many metals monitored in the river
were low or within the range characteristic of natural
waters. Eight parameters antimony (sb), boron (8), gold
(Au), dissolved molybdentm (M), platinum (Pt), tin (Sn),
vanadium (V) and zi~conium (Zr) were below detectable
limits. However, the concentrations of some trace elements
exceeded water qual ity guidP.l ines for the protection of
freshwater organisms. (Table E.2.4). These concentrations
are the result of natural processes, since with the
exception of some placer mining activities, there are no
man-induced sources of these el ements in the Susitna Ri ver
basin. Metals which have exceeded these limites include
altJ11inum (Al), copper (Cu), iron (Fe), lead (Pb), manganese
(Mn), mercury (Hg), nickel (Ni) and zinc (Zn).
Figures E.2.51 through E.2.68 summarize the heavy metal
data that were collected.
(b) Dissolved Gases
.(i) Dissolved Oxygen
Dissolved oxygen (D.O.) concentrations generally remain
quite high throughout the drainage basin. Winter values
average near 13 mg/l while summer concentrations average
between 11 and 12 mg/l. These concentrations equate to
dissolved oxygen saturation levels generally exceeding 80
percent, although summer val ues average near 100 percent.
Winter saturation levels decline slightly from summer
levels, averaging near 97 percent at Gold Creek and 80
percent at Susitna Station.
.
Figures E. 2. 69 and E. 2. 70 contain additional dissolved
oxygen. data.
(ii) Nitrogen Supersaturatiori
Limited sampling for dissolved gas concentrations, namely
nitrogen and oxygen, was performed during the· 1981 field
season. However, continuous monitoring equipment was
installed in the vicinity of Devil Canyon for approximately
two months (8 August -10 October) during 1982. This data
is not available at this time but will be included when it
is available. The 1981 data indicated that supersaturation
existed above Devil Canyon as well as below ranging from
105.3 percent to 116.7 percent, respectively.
Al aska water qual ity statutes call for a maximum dissolved
gas concentration of no higher than 110 percent.
E-2-20
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(xiii) Metals
The concentrations of'many metals monitored in the river
were low or within the range characteristic of natural
waters. Eight parameters antimony (sb), boron (8), gold
(Au), dissolved molybdentm (M), platinum (Pt), tin (Sn),
vanadium (V) and zi~conium (Zr) were below detectable
limits. However, the concentrations of some trace elements
exceeded water qual ity guidP.l ines for the protection of
freshwater organisms. (Table E.2.4). These concentrations
are the result of natural processes, since with the
exception of some placer mining activities, there are no
man-induced sources of these el ements in the Susitna Ri ver
basin. Metals which have exceeded these limites include
altJ11inum (Al), copper (Cu), iron (Fe), lead (Pb), manganese
(Mn), mercury (Hg), nickel (Ni) and zinc (Zn).
Figures E.2.51 through E.2.68 summarize the heavy metal
data that were collected.
(b) Dissolved Gases
.(i) Dissolved Oxygen
Dissolved oxygen (D.O.) concentrations generally remain
quite high throughout the drainage basin. Winter values
average near 13 mg/l while summer concentrations average
between 11 and 12 mg/l. These concentrations equate to
dissolved oxygen saturation levels generally exceeding 80
percent, although summer val ues average near 100 percent.
Winter saturation levels decline slightly from summer
levels, averaging near 97 percent at Gold Creek and 80
percent at Susitna Station.
.
Figures E. 2. 69 and E. 2. 70 contain additional dissolved
oxygen. data.
(ii) Nitrogen Supersaturatiori
Limited sampling for dissolved gas concentrations, namely
nitrogen and oxygen, was performed during the· 1981 field
season. However, continuous monitoring equipment was
installed in the vicinity of Devil Canyon for approximately
two months (8 August -10 October) during 1982. This data
is not available at this time but will be included when it
is available. The 1981 data indicated that supersaturation
existed above Devil Canyon as well as below ranging from
105.3 percent to 116.7 percent, respectively.
Al aska water qual ity statutes call for a maximum dissolved
gas concentration of no higher than 110 percent.
E-2-20
(c) Nutrients
Nutrient concentrations, specifically nitrate nitrogen and ortho-
phosphate, exist in low to moderate concentration throughout the
Susitna River. Nitrate concentrations are less than 1.0 mg/1
along the Susitna, although Talkeetna River values have reached
2.5 mg/l. Gold Creek nit.rate concentrations vary from below
detectable limits to 0.4 mg/l.
Biologically available orthophosphates are generally less than 0.2
mg/1 throughout the drainage bas in. Gold Creek orthophosphate
values vary from below detectable limits to 0.1 mg/l. most values
at Vee Canyon are also in this range. This data is depicted in
Figures E.2.71 and E.2.72.
Studies of glacially influenced lakes in Alaska (Koenings and
Kyle, 1982) and Canada (St. John et al., 1976) indicate that over
50 percent of the total phosphorus concentration in the 1 akes
studied was biologically inactive. This was attributed to the
fact that the greatest percentage of the 1 akes I total phosphorus
occurred in the particulate form. Consequently, phosphorus
available in the dissolved form is much less than recorded values.
This is discussed i~ more detail by Peterson and Nichols, (1982).
Of the maj or nutri ents--carbon, s il ic a, nitrogen and phosphorus,
the limiting nuturient in the Susitna River is phosphorus
(Peterson and Nichols 1982).
(d) Other Parameters
(i) Chlorophyll-a
Chlorophyll-a as a measure of algal biomass is quite low
due to the poor light transmisSivity of the glacial waters.
The only chlorophyll-a data available for the Susitna River
were collected at the Susitna Station gage. Values up to
1. 2 mg/m 3 for chloroph.yll-a (periphyton. uncorrected) have
been recorded. However, us i ng the chromospectropi c
technique, values ranged from 0.004 to 0.029 mg/m 3 for
three samples in 1976 and 1977. All recorded values from
1978 through 1980 were 1 ess than detectab 1 e 1 imits when
analyzed using the chromographic fluorometer technique.
No data on chlorophyll-a are available for the upper basin.
However, with the very high suspended sed iment concentr a-
tions and turbidity values, it is expected that chloro-
phyll-a values are very low.
(ii) Bacteria
No data are available for bacteria in the upper river
basin. However, because of the glacial origins of the
river and the absence of domestic, agricultural, and
industrial developnent in the watershed, bacteria levels
are expected to be quite low.
E-2-21
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(c) Nutrients
Nutrient concentrations, specifically nitrate nitrogen and ortho-
phosphate, exist in low to moderate concentration throughout the
Susitna River. Nitrate concentrations are less than 1.0 mg/1
along the Susitna, although Talkeetna River values have reached
2.5 mg/l. Gold Creek nit.rate concentrations vary from below
detectable limits to 0.4 mg/l.
Biologically available orthophosphates are generally less than 0.2
mg/1 throughout the drainage bas in. Gold Creek orthophosphate
values vary from below detectable limits to 0.1 mg/l. most values
at Vee Canyon are also in this range. This data is depicted in
Figures E.2.71 and E.2.72.
Studies of glacially influenced lakes in Alaska (Koenings and
Kyle, 1982) and Canada (St. John et al., 1976) indicate that over
50 percent of the total phosphorus concentration in the 1 akes
studied was biologically inactive. This was attributed to the
fact that the greatest percentage of the 1 akes I total phosphorus
occurred in the particulate form. Consequently, phosphorus
available in the dissolved form is much less than recorded values.
This is discussed i~ more detail by Peterson and Nichols, (1982).
Of the maj or nutri ents--carbon, s il ic a, nitrogen and phosphorus,
the limiting nuturient in the Susitna River is phosphorus
(Peterson and Nichols 1982).
(d) Other Parameters
(i) Chlorophyll-a
Chlorophyll-a as a measure of algal biomass is quite low
due to the poor light transmisSivity of the glacial waters.
The only chlorophyll-a data available for the Susitna River
were collected at the Susitna Station gage. Values up to
1. 2 mg/m 3 for chloroph.yll-a (periphyton. uncorrected) have
been recorded. However, us i ng the chromospectropi c
technique, values ranged from 0.004 to 0.029 mg/m 3 for
three samples in 1976 and 1977. All recorded values from
1978 through 1980 were 1 ess than detectab 1 e 1 imits when
analyzed using the chromographic fluorometer technique.
No data on chlorophyll-a are available for the upper basin.
However, with the very high suspended sed iment concentr a-
tions and turbidity values, it is expected that chloro-
phyll-a values are very low.
(ii) Bacteria
No data are available for bacteria in the upper river
basin. However, because of the glacial origins of the
river and the absence of domestic, agricultural, and
industrial developnent in the watershed, bacteria levels
are expected to be quite low.
E-2-21
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Only 1 imited data on bacterial indicators are avail able
from the lower river basin, namely for the Talkeetna River
since 1972, and from the Susitna River at' SusitnaStation
since 1975. Indicator organisms monitored include total
coliforms, fecal coliforms, and fecal streptococci.
Total coliform counts were generally quite low, with all
three samples at Susitna Station and 70 percent of the
samples on the Talkeetna River registering less than 20
colonies per 100 ml. Occasional high values have been
recorded during summer months, with a ,max imum val ue of 130
colonies per 100 ml.
Fecal coliforms were also low, usually registering ,less
than 20 colonies per 100 ml. The maximum recorded summer
values were 92 and 91 colonies per 100 ml in the Talkeetna
and Susitna Rivers, respectively.
Fecal streptococci data also display the same pattern; low
values in winter months, with occasional high counts during
the summer months.
All recorded values are believed to reflect natural varia-
tion within the river, as there are no significant human
influences throughout the Susitna River Basin that would
affect bacterial counts.
(iii) Others
Concentrations of organic pesticides and herbicides,
uranilJT1, and gross alpha radioactivity were either less
than their respective detec,tion limits or were below levels
considered to be potentially harmful. Since no significant
sources of these parameters are known to ex ist in the
drainage basin, no further discussions will be pursued.
(e) Water Quality Summary
The Susitna River is a fast flowing, cold-water glacial stream of
the calcium bicarbonate type containing soft to moderately hard
water during breakup and summer, and moderately hard water in the
winter. Nutrient concentrations, namely nitrate and orthophos-
phate, exist in low-to-moderate concentrations. Dissolved oxygen
concentrations typically remain high, averaging about 12 mg/1 dur-
ing the summer and 13 mg/1 during winter. Percentage saturation
of dissolved oxygen generally exceeds 80 percent and averages near
100 percent ,in the summer. Winter saturation levels decline
slightly from the summer levels. Typically, pH values range
between 7 and 8 and exhibit a wider range in the summer compared
to the winter. During summer, pH occasionally drops below 7,
which is attributed to organic acids in the tundra runoff. True
color, al so resulting from tundra runoff, displ ays a wider range
E-2-22
Only 1 imited data on bacterial indicators are avail able
from the lower river basin, namely for the Talkeetna River
since 1972, and from the Susitna River at' SusitnaStation
since 1975. Indicator organisms monitored include total
coliforms, fecal coliforms, and fecal streptococci.
Total coliform counts were generally quite low, with all
three samples at Susitna Station and 70 percent of the
samples on the Talkeetna River registering less than 20
colonies per 100 ml. Occasional high values have been
recorded during summer months, with a ,max imum val ue of 130
colonies per 100 ml.
Fecal coliforms were also low, usually registering ,less
than 20 colonies per 100 ml. The maximum recorded summer
values were 92 and 91 colonies per 100 ml in the Talkeetna
and Susitna Rivers, respectively.
Fecal streptococci data also display the same pattern; low
values in winter months, with occasional high counts during
the summer months.
All recorded values are believed to reflect natural varia-
tion within the river, as there are no significant human
influences throughout the Susitna River Basin that would
affect bacterial counts.
(iii) Others
Concentrations of organic pesticides and herbicides,
uranilJT1, and gross alpha radioactivity were either less
than their respective detec,tion limits or were below levels
considered to be potentially harmful. Since no significant
sources of these parameters are known to ex ist in the
drainage basin, no further discussions will be pursued.
(e) Water Quality Summary
The Susitna River is a fast flowing, cold-water glacial stream of
the calcium bicarbonate type containing soft to moderately hard
water during breakup and summer, and moderately hard water in the
winter. Nutrient concentrations, namely nitrate and orthophos-
phate, exist in low-to-moderate concentrations. Dissolved oxygen
concentrations typically remain high, averaging about 12 mg/1 dur-
ing the summer and 13 mg/1 during winter. Percentage saturation
of dissolved oxygen generally exceeds 80 percent and averages near
100 percent ,in the summer. Winter saturation levels decline
slightly from the summer levels. Typically, pH values range
between 7 and 8 and exhibit a wider range in the summer compared
to the winter. During summer, pH occasionally drops below 7,
which is attributed to organic acids in the tundra runoff. True
color, al so resulting from tundra runoff, displ ays a wider range
E-2-22
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dur i ng summer than wi nter. Values have been measured as hi gh as
40 color units in the vicinity of the damsites. Temperature
remains at or near O°C during winter, and the summer maximum is
14°C. Alkalinity concentrations, with bicarbonate as the dominant
ani on, are low to moderate duri ng summer and moderate to hi gh
during winter. The buffering capacity of the river is relatively
low on occasion. .
The concentrations of many trace elements monitored in the river
were low or within the range characteristics of natural waters.
However, the concentrations of some trace elements exceeded water
.quality guidelines for the protection of freshwater aquatic organ-
isms. These concentrat ions are the resul t of natura 1 processes
because with the exception of some placer mining activities there
are no man-induced sources of these elements in the Susitna River
Basin.
Concentrations of organic pesticides and herbicides, uranium, and
gross al pha radioacti vity were either less than their respecti ve
detection limits or were below levels considered to be potentially
harmful to acquatic organisms.
2.4 -Baseline Ground Water Conditions
(a) Description of Water Table and Artesian Conditions
The landscape of the upper basin consists of relatively barren
bedrock mountains with exposed bedrock cliffs in canyons and along
streams, and areas of unconsolidated sediments (outwash, till,
alluvium) with low relief particularly in the valleys. The arctic
climate has retarded development of topsoil. Unconfined aquifers
exist in the unconsolidated sediments, although there is no water
table data in these areas except in the relict channel at Watana
and the south abutment at Devi 1 Canyon. Wi nter low flows in the
Susitna Ri ver and its major tri butaries are fed primarily from
ground water storage in unconfi ned aqui fers. The bedrock withi n
the basin tomprises crystalline and metamorphic rocks. No
significant bedrock aquifers have been identified or are
anticipated.
Below Talkeetna, the broad plain between the Talkeetna Mountains
and the Alaska Range generally has higher ground water yields,
wi th the unconfi ned aquifers i mmedi ately adjacent to the Susi tna
River having the highest yields (Freethey and Scully, 1980).
(b) Hydraulic Connection of Ground Water and Surface Water
Much of the ground water in the system is stored in unconfi ned
aquifers in the valley bottoms and in alluvial fans along the
slopes. Consequently, there is a direct connection between the
ground water and surface water. Confined aquifers may exist
within some of the unconsolidated sediments, but no data are
available as to their extent.
E-2-23
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dur i ng summer than wi nter. Values have been measured as hi gh as
40 color units in the vicinity of the damsites. Temperature
remains at or near O°C during winter, and the summer maximum is
14°C. Alkalinity concentrations, with bicarbonate as the dominant
ani on, are low to moderate duri ng summer and moderate to hi gh
during winter. The buffering capacity of the river is relatively
low on occasion. .
The concentrations of many trace elements monitored in the river
were low or within the range characteristics of natural waters.
However, the concentrations of some trace elements exceeded water
.quality guidelines for the protection of freshwater aquatic organ-
isms. These concentrat ions are the resul t of natura 1 processes
because with the exception of some placer mining activities there
are no man-induced sources of these elements in the Susitna River
Basin.
Concentrations of organic pesticides and herbicides, uranium, and
gross al pha radioacti vity were either less than their respecti ve
detection limits or were below levels considered to be potentially
harmful to acquatic organisms.
2.4 -Baseline Ground Water Conditions
(a) Description of Water Table and Artesian Conditions
The landscape of the upper basin consists of relatively barren
bedrock mountains with exposed bedrock cliffs in canyons and along
streams, and areas of unconsolidated sediments (outwash, till,
alluvium) with low relief particularly in the valleys. The arctic
climate has retarded development of topsoil. Unconfined aquifers
exist in the unconsolidated sediments, although there is no water
table data in these areas except in the relict channel at Watana
and the south abutment at Devi 1 Canyon. Wi nter low flows in the
Susitna Ri ver and its major tri butaries are fed primarily from
ground water storage in unconfi ned aqui fers. The bedrock withi n
the basin tomprises crystalline and metamorphic rocks. No
significant bedrock aquifers have been identified or are
anticipated.
Below Talkeetna, the broad plain between the Talkeetna Mountains
and the Alaska Range generally has higher ground water yields,
wi th the unconfi ned aquifers i mmedi ately adjacent to the Susi tna
River having the highest yields (Freethey and Scully, 1980).
(b) Hydraulic Connection of Ground Water and Surface Water
Much of the ground water in the system is stored in unconfi ned
aquifers in the valley bottoms and in alluvial fans along the
slopes. Consequently, there is a direct connection between the
ground water and surface water. Confined aquifers may exist
within some of the unconsolidated sediments, but no data are
available as to their extent.
E-2-23
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(c) Locations of Springs, Wells, and Artesian Flows
( d)
Due to the wilderness character of the basin, there is no data on
the location of springs, wells, and artesian flows. However,
winter aufeis buildups have been observed between Vee Canyon and
Fog Creek, indicating the presence of ground water discharges.
Ground water is the main source of flow during winter months, when
precipitation falls as snow and there is no glacial melt. It is
believed '~hat much of this water comes from unconfined aquifers
(Freethey ;nd Scully, 1980).
Hydraulic Connection,of Mainstem and Slough~
Ground water studies in respresentative sloughs downstream of
Devil Canyon indicate that there is a hydraulic connection between
the mainstem Susitna River and the sloughs. These sloughs are
used by salmonid species for spawning and hence are important to
the fisheries. Ground water observation wells indicate that the
upwelling in the sloughs, which is necessary for egg incubation,
is caused by ground water flow from the upl ands and from the \.
mainstem Susitna. The higher permeab'i1ity of the valley bottom (
sediments (sand-gravel-cobble-alluvium) compared with the till \
mantle and bedrock of the valley sides indicates that the mainstem \
Susitna River is the major source of ground water inflow in the \
sloughs. Preliminary estimates of the travel time of the ground )'
water from the mainstem to the sloughs indicate a time on the
order of six months.
2.5 -Existing Lakes, Reservoirs, and Streams
(a) Lakes and Reservoirs
There are no existing reservoirs on the Susitna River or on any of
the tributaries flowing into either Watana or Devil Canyon Reser-
voirs. No 1 akes downstream of the reservoirs are expected to
realize any impact from project construction, impoundment, or
operation. A few lakes at and upstream of the damsites, however,
will be affected by the project.
The annual maximum pool elevation of 2190 feet in the Watana
Reservoir will inundate several lakes, none of which are named on
USGS topographic quadrangle maps. Most of these are small tundra
lakes and are located along the Susitna between RM 191 and RM 197
near the mouth of Watana Creek. There are 27 1 akes 1 ess than 5
acres in surface area, one between 5 and 10 acres, and one
relatively large one of 63 acres, all on the north side of the
river. In addition, a small lake (less than 5 acres) lies on the
south shore of the Susitna at RM 195.5 and another of about 10
acres in area lies on the north side of the river at RM 204. Most
of these lakes appear to be simply perched, but five of them are
connected by small streams to Watana Creek or to the Susitna River
itself.
E-2-24
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(c) Locations of Springs, Wells, and Artesian Flows
( d)
Due to the wilderness character of the basin, there is no data on
the location of springs, wells, and artesian flows. However,
winter aufeis buildups have been observed between Vee Canyon and
Fog Creek, indicating the presence of ground water discharges.
Ground water is the main source of flow during winter months, when
precipitation falls as snow and there is no glacial melt. It is
believed '~hat much of this water comes from unconfined aquifers
(Freethey ;nd Scully, 1980).
Hydraulic Connection,of Mainstem and Slough~
Ground water studies in respresentative sloughs downstream of
Devil Canyon indicate that there is a hydraulic connection between
the mainstem Susitna River and the sloughs. These sloughs are
used by salmonid species for spawning and hence are important to
the fisheries. Ground water observation wells indicate that the
upwelling in the sloughs, which is necessary for egg incubation,
is caused by ground water flow from the upl ands and from the \.
mainstem Susitna. The higher permeab'i1ity of the valley bottom (
sediments (sand-gravel-cobble-alluvium) compared with the till \
mantle and bedrock of the valley sides indicates that the mainstem \
Susitna River is the major source of ground water inflow in the \
sloughs. Preliminary estimates of the travel time of the ground )'
water from the mainstem to the sloughs indicate a time on the
order of six months.
2.5 -Existing Lakes, Reservoirs, and Streams
(a) Lakes and Reservoirs
There are no existing reservoirs on the Susitna River or on any of
the tributaries flowing into either Watana or Devil Canyon Reser-
voirs. No 1 akes downstream of the reservoirs are expected to
realize any impact from project construction, impoundment, or
operation. A few lakes at and upstream of the damsites, however,
will be affected by the project.
The annual maximum pool elevation of 2190 feet in the Watana
Reservoir will inundate several lakes, none of which are named on
USGS topographic quadrangle maps. Most of these are small tundra
lakes and are located along the Susitna between RM 191 and RM 197
near the mouth of Watana Creek. There are 27 1 akes 1 ess than 5
acres in surface area, one between 5 and 10 acres, and one
relatively large one of 63 acres, all on the north side of the
river. In addition, a small lake (less than 5 acres) lies on the
south shore of the Susitna at RM 195.5 and another of about 10
acres in area lies on the north side of the river at RM 204. Most
of these lakes appear to be simply perched, but five of them are
connected by small streams to Watana Creek or to the Susitna River
itself.
E-2-24
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A small lake (2.5 acres) lies on the south abutment near the Devil
Canyon dansite, at RM 151.3, and at about elevation 1400 feet. No
other lakes exist within the proposed Devil Canyon Reservoir.
(b) Streams
I
Several streams in each reservoir will be completely or partially
inundated by the raised water levels during project filling and
operation. The streams appearing on the 1:63,360 sclae USGS
quadrangle maps are 1 isted by reservoir in Tables E.2.10 and
E.2.11. ·Listed in the tables are map name of each stream, river
mile locations of the mouth, existing elevation of the stream
mouths, the average stream gradient, the number of miles of stream
to be inundated. Annual maximum reservoir elevations of 2190 feet
and 1455 feet were used for these determination~ for the Watana
and Devil Canyon pools, respectively.
There is a small slough with two small ponds on it at RM 212, four
miles upstream from the mouth of Jay Creek. This slough, which is
at approximately elevation 1750, will be completely inundated by
the Watana Reservoir. Similarly, there are five sloughs (at RM
180.1, 174.0, 173.4, 172.1, and 169.5) which will be totally inun-
dated by the Devil Canyon Reservoir.
As i de from the streams to be ~nund ated by the two proj ect impound-
ments, there are several tributaries downstream of the project
which may be affected by changes in the Susitna River flow regime.
Since post-project summer stages in the Susitna will be several
feet lower than pre-project levels, some of the creeks may either
degrade to the lower elevation or remain perched above the river.
Analysis was done on 19 streams between Devil Canyon and Talkeenta
which were determined to be important for fishery reasons or for
maintenance of. existing crossings by the Alaska Railroad (R&M
1982). These streams are listed in Table E.2. 12, with their river
mile locations and reason for concern.
2.6 -Existing Instream Flow Uses
Instrean flow uses are uses made of water in the stream channel as
opposed to withdrawing water from the stream for use. Instream flow
used include hydroelectric power generation; commercial or recreational
navigation; waste load assimilation; downstream water rights; water
requirements for riparian vegetation, fish and wildlife habitat; and
recr.eat ion; freshwater recruitment to estuaries; and water requi red to
maintain desirable characteristics of the river itself. Existing
instream flow uses on the Susitna River include all these uses except
hydroelectric power operation.
(a) Downstream Water Rights
The 18 different areas in the Susitna River Basin investigated for
water rights are shown in Figure E.2.73 (Dwight, 1981). Table
E.2.13 indicates the total amount of surface water and ground
water appropriated within each area. The only significant uses of
surface water in the Susitna River Basin occur in the headwaters
of the Kahiltna and Willow Creek township grids where placer
E-2-25
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A small lake (2.5 acres) lies on the south abutment near the Devil
Canyon dansite, at RM 151.3, and at about elevation 1400 feet. No
other lakes exist within the proposed Devil Canyon Reservoir.
(b) Streams
I
Several streams in each reservoir will be completely or partially
inundated by the raised water levels during project filling and
operation. The streams appearing on the 1:63,360 sclae USGS
quadrangle maps are 1 isted by reservoir in Tables E.2.10 and
E.2.11. ·Listed in the tables are map name of each stream, river
mile locations of the mouth, existing elevation of the stream
mouths, the average stream gradient, the number of miles of stream
to be inundated. Annual maximum reservoir elevations of 2190 feet
and 1455 feet were used for these determination~ for the Watana
and Devil Canyon pools, respectively.
There is a small slough with two small ponds on it at RM 212, four
miles upstream from the mouth of Jay Creek. This slough, which is
at approximately elevation 1750, will be completely inundated by
the Watana Reservoir. Similarly, there are five sloughs (at RM
180.1, 174.0, 173.4, 172.1, and 169.5) which will be totally inun-
dated by the Devil Canyon Reservoir.
As i de from the streams to be ~nund ated by the two proj ect impound-
ments, there are several tributaries downstream of the project
which may be affected by changes in the Susitna River flow regime.
Since post-project summer stages in the Susitna will be several
feet lower than pre-project levels, some of the creeks may either
degrade to the lower elevation or remain perched above the river.
Analysis was done on 19 streams between Devil Canyon and Talkeenta
which were determined to be important for fishery reasons or for
maintenance of. existing crossings by the Alaska Railroad (R&M
1982). These streams are listed in Table E.2. 12, with their river
mile locations and reason for concern.
2.6 -Existing Instream Flow Uses
Instrean flow uses are uses made of water in the stream channel as
opposed to withdrawing water from the stream for use. Instream flow
used include hydroelectric power generation; commercial or recreational
navigation; waste load assimilation; downstream water rights; water
requirements for riparian vegetation, fish and wildlife habitat; and
recr.eat ion; freshwater recruitment to estuaries; and water requi red to
maintain desirable characteristics of the river itself. Existing
instream flow uses on the Susitna River include all these uses except
hydroelectric power operation.
(a) Downstream Water Rights
The 18 different areas in the Susitna River Basin investigated for
water rights are shown in Figure E.2.73 (Dwight, 1981). Table
E.2.13 indicates the total amount of surface water and ground
water appropriated within each area. The only significant uses of
surface water in the Susitna River Basin occur in the headwaters
of the Kahiltna and Willow Creek township grids where placer
E-2-25
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( b)
mlnlng operations take place on a seasonal basis. No surface
water withdrawals from the Susitna River are on file with the
Alaska Department of Natural Resources (DNR). Ground water appro-
priations on file with DNR for the mainstem Susitna River corridor
are min imal, both in terms of nunber of users and the amount of
water being withdrawn.
An analysis of topographic maps and overlays showing the specific
location of each recorded appropriation within the mainstem
Susitna River corridor indicated that neither the surface water
diversions from small tributaries nor th.e groundwater withdrawal s
from shallow wells will be adversely affected by the proposed
Susitna Hydroelectric project (DwigHt 1981). Hence, no further
discussion on water rights is presented.
Fishery Resources
The Susitna River supports popul ations of both anadromous and
resident fish. Important commercial, recreational, and subsis-
tence species include pink, chum, coho, sockeye and chinook
salmon, eulachon, rainbow trout, and Arctic grayling. Instream
flows presently provide for fish passage, spawning, incubation,
rearing, overwintering, and outmigration. These activities are
correl ated to the natural hydrograph. Salmon spawn on the
receeding 1 imb of the hydrograph, the eggs incuQate through the
low-flow period and fry emergence occurs on the ascending limb of
the hydrograph. Rainbow trout and grayl ing spawn during the high
flows of the breakup period with embryo development occurring
during the early summer. Alteration of the natural flow regime
during reservoir filling and project operation will likely result
in both detrimental and beneficial effects on the fishery
resources-of the Susitna River (see Chapter 3).
(c) Navigation and Transportation
Navigation and transportation use of the Susitna River presently
consists of boating for recreation sport fishing, hunting, and
some transportation of goods. The reach from the headwaters of
the Susitna River to the Devil Canyon damsite has experienced
limited use, primarily related to hunters and fishers' access to
the Tyone River area after 1 aunching at the DenaJ i Highway. Some
recreational kayaking, canoeing, and rafting has also taken place
downstream from the Denali Highway Bridge, generally stopping near
Stephan Lake or some other points above the rapids at Devil Creek.
Steep rapids near Dev il Creek and at the Dev il Canyon damsite are
barriers to most navigation, though a very small number of kay-
akers have successfully traveled through the Devil Canyon rapids
in recent years. There have been several unsuccessful attempts to
penetrate the canyon, both going upstream and downstream, in a
powerboat and in kayaks.
E-2-26
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( b)
mlnlng operations take place on a seasonal basis. No surface
water withdrawals from the Susitna River are on file with the
Alaska Department of Natural Resources (DNR). Ground water appro-
priations on file with DNR for the mainstem Susitna River corridor
are min imal, both in terms of nunber of users and the amount of
water being withdrawn.
An analysis of topographic maps and overlays showing the specific
location of each recorded appropriation within the mainstem
Susitna River corridor indicated that neither the surface water
diversions from small tributaries nor th.e groundwater withdrawal s
from shallow wells will be adversely affected by the proposed
Susitna Hydroelectric project (DwigHt 1981). Hence, no further
discussion on water rights is presented.
Fishery Resources
The Susitna River supports popul ations of both anadromous and
resident fish. Important commercial, recreational, and subsis-
tence species include pink, chum, coho, sockeye and chinook
salmon, eulachon, rainbow trout, and Arctic grayling. Instream
flows presently provide for fish passage, spawning, incubation,
rearing, overwintering, and outmigration. These activities are
correl ated to the natural hydrograph. Salmon spawn on the
receeding 1 imb of the hydrograph, the eggs incuQate through the
low-flow period and fry emergence occurs on the ascending limb of
the hydrograph. Rainbow trout and grayl ing spawn during the high
flows of the breakup period with embryo development occurring
during the early summer. Alteration of the natural flow regime
during reservoir filling and project operation will likely result
in both detrimental and beneficial effects on the fishery
resources-of the Susitna River (see Chapter 3).
(c) Navigation and Transportation
Navigation and transportation use of the Susitna River presently
consists of boating for recreation sport fishing, hunting, and
some transportation of goods. The reach from the headwaters of
the Susitna River to the Devil Canyon damsite has experienced
limited use, primarily related to hunters and fishers' access to
the Tyone River area after 1 aunching at the DenaJ i Highway. Some
recreational kayaking, canoeing, and rafting has also taken place
downstream from the Denali Highway Bridge, generally stopping near
Stephan Lake or some other points above the rapids at Devil Creek.
Steep rapids near Dev il Creek and at the Dev il Canyon damsite are
barriers to most navigation, though a very small number of kay-
akers have successfully traveled through the Devil Canyon rapids
in recent years. There have been several unsuccessful attempts to
penetrate the canyon, both going upstream and downstream, in a
powerboat and in kayaks.
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Below Devil Canyon, the river is used for access to salmon fishing
at several sites as far upstream as Portage Creek. This is under-
taken by private boat-owners and by anglers using commercial boat
operators. In either case, most of the boat-launching is done at
Talkeetna. Commercial operators from Talkeetna also cater to
sightseeing tourists, who travel upriver to view the diversified
terrain and wildlife. There is recreational boating in this
reach, frequently by kayakers or canoeists floating downriver to
Talkeetna from the railroad access point at Gold Creek.
Access to the Susitna downstream of Talkeetna is obtai ned at
Talkeetna, from a boat-launching site ·at Susitna Landing near
Kashwitna, at several of the minor tributaries between Talkeetna
and Cook Inlet, and from Cook Inlet. Other primary tributaries
accessible by road are Willow Creek, Sheep Creek, and Montana
Creek. Virtually this entire reach of the Susitna is navigable
under most flow conditions although abundant floating debris
during extreme high water and occasional shallow areas during low
water make navigation treacherous at times.
Identified restrictions of open-\'1ater navigation over the full
length of the river are tabulated in Table E.2.14.
Under the existing flow regime, the ice on the river breaks up and
the river becomes ice-free for navigation in mid to late May.
Flows typically remain high from that time thr·ough the summer
until later September or early October, when freezing begins. The
onset of river freezing causes discharge of significant frazil ice
for several days in an initial surge, which hinders boat opera-
tion, but this is often followed by a frazil-free period of 1 to 2
weeks when navigation is again feasible. The next sequence of
frazil generation generally leads into continuous freezing of the
river, -prohibiting open-water navigation until after the next
spri ng breakup.
The Susitna is used by several modes of non-boat transportation at
various times of the year. Fixed-wing aircraft on floats make use
of the river for landings and take-offs during the open water sea-
son. These are primarily at locations in the lower 50 miles above
the mouth. Floatplane access also occurs on occasion within the
middle and upper Susitna reaches.
After the river ice cover has solidly formed in the fall, the
river is used extensively for transportation access by ground
methods in several areas. Snow machines and dogsleds are commonly
used below Talkeetna; the Iditarod Trail crosses the river near
the Yentna River confluence and is used for an annual dogsled race
in February. Occasional crossings are also made by automobiles
and ski, primarily near Talkeetna and near the mouth.
(d) Recreation
Information 6n the recreation uses on the Susitna River are pre-
sented in Chapter 7.
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Below Devil Canyon, the river is used for access to salmon fishing
at several sites as far upstream as Portage Creek. This is under-
taken by private boat-owners and by anglers using commercial boat
operators. In either case, most of the boat-launching is done at
Talkeetna. Commercial operators from Talkeetna also cater to
sightseeing tourists, who travel upriver to view the diversified
terrain and wildlife. There is recreational boating in this
reach, frequently by kayakers or canoeists floating downriver to
Talkeetna from the railroad access point at Gold Creek.
Access to the Susitna downstream of Talkeetna is obtai ned at
Talkeetna, from a boat-launching site ·at Susitna Landing near
Kashwitna, at several of the minor tributaries between Talkeetna
and Cook Inlet, and from Cook Inlet. Other primary tributaries
accessible by road are Willow Creek, Sheep Creek, and Montana
Creek. Virtually this entire reach of the Susitna is navigable
under most flow conditions although abundant floating debris
during extreme high water and occasional shallow areas during low
water make navigation treacherous at times.
Identified restrictions of open-\'1ater navigation over the full
length of the river are tabulated in Table E.2.14.
Under the existing flow regime, the ice on the river breaks up and
the river becomes ice-free for navigation in mid to late May.
Flows typically remain high from that time thr·ough the summer
until later September or early October, when freezing begins. The
onset of river freezing causes discharge of significant frazil ice
for several days in an initial surge, which hinders boat opera-
tion, but this is often followed by a frazil-free period of 1 to 2
weeks when navigation is again feasible. The next sequence of
frazil generation generally leads into continuous freezing of the
river, -prohibiting open-water navigation until after the next
spri ng breakup.
The Susitna is used by several modes of non-boat transportation at
various times of the year. Fixed-wing aircraft on floats make use
of the river for landings and take-offs during the open water sea-
son. These are primarily at locations in the lower 50 miles above
the mouth. Floatplane access also occurs on occasion within the
middle and upper Susitna reaches.
After the river ice cover has solidly formed in the fall, the
river is used extensively for transportation access by ground
methods in several areas. Snow machines and dogsleds are commonly
used below Talkeetna; the Iditarod Trail crosses the river near
the Yentna River confluence and is used for an annual dogsled race
in February. Occasional crossings are also made by automobiles
and ski, primarily near Talkeetna and near the mouth.
(d) Recreation
Information 6n the recreation uses on the Susitna River are pre-
sented in Chapter 7.
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(e) Riparian Vegetation and Wildlife Habitat
. Wetlands cover large portions of the Susitna River Basin, includ-
ing riparian zones along the mainstem Susitna, sloughs, arid tribu-
tary streams. Wetlands are biologically important because they
generally support a greater diversity of wildlife species per unit
area than most other habitat types in Al aska. In addition, ripar-
ian wetlands provide winter browse for moose and, during severe
winters, can be a critical survival factor for this species. They
al so hel p to maintain water qual ity throughout regional water-
sheds. Further information on riparian wetlands and wildlife hab-
itat can be found in Chapter 3.
(f) Waste Assimilative Capacity
( g)
Review of the Alaska Department of Environmental Conservation doc-
ument entitled "Inventory of Water Pollution Sources and Manage-
ment Actions, Maps and Tables" (1978) indicates that the primary
sources of pollution' to the Susitna River watershed are placer
mining operations. Approximately 350 sites were identified
although many of these cl aims are inactive. As the result of
these operations, 1 arge amounts of suspended sediments are intro-
duced into the watershed. However, nQ biochemical oxygen demand
(BOD) is pl aced on the system and therefore, the waste assimil a-
tive capacity remains unaffected by these mining activities.
As for BOD discharges in the watershed, the inventory did identify
one municipal discharge in Talkeetna, two industrial wastewater
discharges at Curry and Talkeetna, and three solid waste dumps at
Talkeetna, Sunshine, and Peters Creek. No volumes are available
for these pollution sources.
During personal communication (1982) with Joe LeBe.au of the Ala,ska
Department of Environmental Conservation (DEC) it was noted that
no new wastewater disc harges of any s igni fi cance have developed
since the 1978 report. Further, he noted that the sources that do
exist are believed to be insignificant.
Mr. Robert Fl int of the DEC indicated that, in the absence of reg-
ul ated flows and significant wastewater discharges, the DEC has
not established minimum flow requirements necessary for the main-
tenance of the waste assimilative capacity of the river (personal
communication, 1982).
Freshwater Recruitment to Estuaries
The Susitna River is the chief contributor of freshwater to Cook
In 1 et and as such has a maj or infl uence on the sal in ity of Cook
Inlet. The high summer freshwater flows cause a reduction in
Cook, Inlet sal inities. During winter flows the reduced flows per-
mit the more sal ine water to move up Cook Inl et from the ocean.
Using a computer model for the Cook Inlet, Resource Management
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(e) Riparian Vegetation and Wildlife Habitat
. Wetlands cover large portions of the Susitna River Basin, includ-
ing riparian zones along the mainstem Susitna, sloughs, arid tribu-
tary streams. Wetlands are biologically important because they
generally support a greater diversity of wildlife species per unit
area than most other habitat types in Al aska. In addition, ripar-
ian wetlands provide winter browse for moose and, during severe
winters, can be a critical survival factor for this species. They
al so hel p to maintain water qual ity throughout regional water-
sheds. Further information on riparian wetlands and wildlife hab-
itat can be found in Chapter 3.
(f) Waste Assimilative Capacity
( g)
Review of the Alaska Department of Environmental Conservation doc-
ument entitled "Inventory of Water Pollution Sources and Manage-
ment Actions, Maps and Tables" (1978) indicates that the primary
sources of pollution' to the Susitna River watershed are placer
mining operations. Approximately 350 sites were identified
although many of these cl aims are inactive. As the result of
these operations, 1 arge amounts of suspended sediments are intro-
duced into the watershed. However, nQ biochemical oxygen demand
(BOD) is pl aced on the system and therefore, the waste assimil a-
tive capacity remains unaffected by these mining activities.
As for BOD discharges in the watershed, the inventory did identify
one municipal discharge in Talkeetna, two industrial wastewater
discharges at Curry and Talkeetna, and three solid waste dumps at
Talkeetna, Sunshine, and Peters Creek. No volumes are available
for these pollution sources.
During personal communication (1982) with Joe LeBe.au of the Ala,ska
Department of Environmental Conservation (DEC) it was noted that
no new wastewater disc harges of any s igni fi cance have developed
since the 1978 report. Further, he noted that the sources that do
exist are believed to be insignificant.
Mr. Robert Fl int of the DEC indicated that, in the absence of reg-
ul ated flows and significant wastewater discharges, the DEC has
not established minimum flow requirements necessary for the main-
tenance of the waste assimilative capacity of the river (personal
communication, 1982).
Freshwater Recruitment to Estuaries
The Susitna River is the chief contributor of freshwater to Cook
In 1 et and as such has a maj or infl uence on the sal in ity of Cook
Inlet. The high summer freshwater flows cause a reduction in
Cook, Inlet sal inities. During winter flows the reduced flows per-
mit the more sal ine water to move up Cook Inl et from the ocean.
Using a computer model for the Cook Inlet, Resource Management
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Associates (RMA, 1982) predicted a seasonal salinity variation
near the mouth of the Susitna River of 15 parts per thousand
(ppt). In the central part of the inlet, sal inity varies
seasonally by about 5 ppt.
Salinity measurements were taken at the mouth of the Susitna River
in August 1982 to determine if and to what extent sal twater in-
truded upstream. No saltwater 'intrusion was detected. Flow was
approximately 100,000 cfs at Susitna Station at the time the meas-
urements were made. Additional sal inity measurements will be made
during the 1982-83 winter season to determine if salt water" pene-
tration occurs upstream of the mouth of the river during low flow
periods.
2.7 -Access Plan
(a) Flows
The streams crossed by the access road are typi c al of the sub-
arctic, snow-dominated flow regime, in which a snownelt flood in
spring is followed by generally low flow through the summer,
punctuated by periodic rainstorm floods. During October-April,
I I precipitation falls as snow and remains on the ground. The annual
I low flow occurs during this period, and is almost completely base
flow.
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Streamflow records for these small streams are sparse. Conse-
quently, regression equations developed by the U.S. Geological
Survey (Freethey and Scully, 1980) have been utilized to estimate
the 30-day low flows for recurrence intervals of '2, 10, and 20
years, and the peak flows far recurrence interval s of 2, 10, 25,
and 50 years. These flows are tabulated in Table E.2.15 for three
segments of the access route: (1) Denal i Highway to Watana Camp;
(2) Watana Camp to Devil Canyon Camp; and (3) Devil Canyon to Gold
Creek. Only named streams are presented.
(b) Water Quality
At present very 1 ittle water qual ity data is avail able for the
water resources in the vicinity of the proposed access routes.
2.8 -Transmission Corridor
The transmission corridor consists of four segments: the Anchorage-
Willow 1 ine, the Fairbanks-Healy 1 ine, the Willow-Healy Intertie, and
the Gold Creek-Watana 1 ine. The first two (from Anchorage and Fair-
banks) have existing facilities, but they will be upgraded before
Watana comes on 1 ine. The intertie is currently being constructed
under an.other contr act. The 1 i ne between the d am and the intert i e has
yet to be designed, sited, or constructed.
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Associates (RMA, 1982) predicted a seasonal salinity variation
near the mouth of the Susitna River of 15 parts per thousand
(ppt). In the central part of the inlet, sal inity varies
seasonally by about 5 ppt.
Salinity measurements were taken at the mouth of the Susitna River
in August 1982 to determine if and to what extent sal twater in-
truded upstream. No saltwater 'intrusion was detected. Flow was
approximately 100,000 cfs at Susitna Station at the time the meas-
urements were made. Additional sal inity measurements will be made
during the 1982-83 winter season to determine if salt water" pene-
tration occurs upstream of the mouth of the river during low flow
periods.
2.7 -Access Plan
(a) Flows
The streams crossed by the access road are typi c al of the sub-
arctic, snow-dominated flow regime, in which a snownelt flood in
spring is followed by generally low flow through the summer,
punctuated by periodic rainstorm floods. During October-April,
I I precipitation falls as snow and remains on the ground. The annual
I low flow occurs during this period, and is almost completely base
flow.
I
i
Streamflow records for these small streams are sparse. Conse-
quently, regression equations developed by the U.S. Geological
Survey (Freethey and Scully, 1980) have been utilized to estimate
the 30-day low flows for recurrence intervals of '2, 10, and 20
years, and the peak flows far recurrence interval s of 2, 10, 25,
and 50 years. These flows are tabulated in Table E.2.15 for three
segments of the access route: (1) Denal i Highway to Watana Camp;
(2) Watana Camp to Devil Canyon Camp; and (3) Devil Canyon to Gold
Creek. Only named streams are presented.
(b) Water Quality
At present very 1 ittle water qual ity data is avail able for the
water resources in the vicinity of the proposed access routes.
2.8 -Transmission Corridor
The transmission corridor consists of four segments: the Anchorage-
Willow 1 ine, the Fairbanks-Healy 1 ine, the Willow-Healy Intertie, and
the Gold Creek-Watana 1 ine. The first two (from Anchorage and Fair-
banks) have existing facilities, but they will be upgraded before
Watana comes on 1 ine. The intertie is currently being constructed
under an.other contr act. The 1 i ne between the d am and the intert i e has
yet to be designed, sited, or constructed.
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( a) Flows
Numerous waterbodies in each of the four sections will be crossed
by the transmission 1 ine. Most of these are small creeks in
remote areas of the region, but each segment has some major cros-
sings. Data are very 1 imited on the small streams, both with
respect to water quantity and water qual ity. Most of the major
crossings, however, have been gaged at some point along their
length by the USGS. Major stream crossings are identified below.
Pertinent gage records are summarized in Table E.2.16.
The Anchorage-Wi 11 ow segment will cross Kn i k Arm of Cook In 1 et
with a submarine cable. Further north, major stream crossings
include the Little Susitna River and Willow Creek, both of which
have been gaged.
The Fairbanks-Healy line will make two crossings of the Nenana
River and one of the Tanana River~ bbtll 1 arge rivers and gaged.
The intertie route between Willow and Healy will cross several
dozen small creeks, many of whi ch are unnamed. Maj or streams,
include the Talkeetna, Susitna, and Indian Rivers; the East Fork
and Middle Fork of the Chulitna River; the Nenana River; Yanert
Fork of the Nenana; and Healy Creek.
The final leg of the transmission corridor, from Gold Creek to
Watana Dam, will cross only one major river; the Susitna. Two
smaller but sizeable tributaries are Devil Creek and Tsusena
Creek, neither of which have been gaged •
. (b) Water Qual ity
At present, essentially no data is available for those sections of
streams, rivers, and lakes that exist in close proximity to the
proposed transmission corridors.
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( a) Flows
Numerous waterbodies in each of the four sections will be crossed
by the transmission 1 ine. Most of these are small creeks in
remote areas of the region, but each segment has some major cros-
sings. Data are very 1 imited on the small streams, both with
respect to water quantity and water qual ity. Most of the major
crossings, however, have been gaged at some point along their
length by the USGS. Major stream crossings are identified below.
Pertinent gage records are summarized in Table E.2.16.
The Anchorage-Wi 11 ow segment will cross Kn i k Arm of Cook In 1 et
with a submarine cable. Further north, major stream crossings
include the Little Susitna River and Willow Creek, both of which
have been gaged.
The Fairbanks-Healy line will make two crossings of the Nenana
River and one of the Tanana River~ bbtll 1 arge rivers and gaged.
The intertie route between Willow and Healy will cross several
dozen small creeks, many of whi ch are unnamed. Maj or streams,
include the Talkeetna, Susitna, and Indian Rivers; the East Fork
and Middle Fork of the Chulitna River; the Nenana River; Yanert
Fork of the Nenana; and Healy Creek.
The final leg of the transmission corridor, from Gold Creek to
Watana Dam, will cross only one major river; the Susitna. Two
smaller but sizeable tributaries are Devil Creek and Tsusena
Creek, neither of which have been gaged •
. (b) Water Qual ity
At present, essentially no data is available for those sections of
streams, rivers, and lakes that exist in close proximity to the
proposed transmission corridors.
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3 -PROJECT IMPACT ON WATER qUALITY AND qUANTITY
3~1 -Proposed Project Reservoirs
(a) Watana Reservoir Characteristics
The Watana Reservoir will be operated at a normal maximum water
level of 2185 feet above mean sea level, but will be allowed to
surcharge to 2190 feet in late August during wet years. Average
annual drawdown will be 105 feet with the maximum drawdown equal-
ling 120 feet. During extreme flood events the reservoir will
rise to 2193.3 for the 1 in 10,000 year flood and 2200.5 feet for
the probable maximum flood respectively.
At elevation 2185, the reservoir will have a surface area of
38,000 acres and a total volume of 9.47 million acre-feet. Max-
imum depth will be 735 feet and the corresponding mean depth will
be 250 feet. The reservoir will have a retention time of 1.65
years. The shoreline length will be 183 miles. Within the
Watana reservoir area the substrate classification varies great-
ly. It consists predomin~nt1y of glacial, colluvial, and fluvial
unconsolidated sediments and several bedrock lithologies. Many
of these deposits are frozen.
(b) Devil Canyon Reservoir Characteristics
Devil Canyon reservoir will be operated at a normal maximum oper-
ating level of 1455 feet above mean sea level. Average annual
drawdown will be 28 feet with the maximum drawdown equalling 50
\1 feet. At elevation 1455 the reservoir has a surface area of 7800
acres and a volume of 1.09 million acre-feet. The maximum depth
will be 565 feet and the mean depth 140 feet. The reservoir will
have a retention time of 2.0 months. Shoreline length will total
76 miles. Materials forming the walls and floors of the reser-
voir area are composed predomi nant1y of bedrock and gl aci a1 ,
colluvial, and fluvial materials.
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3.2,-Watana Development
For detail s of the physical features of the Watana development,
refer to Section 1 of Exhibit A.
(a) Watana Construction
(1) Flows
During construction of the diversions tunnel, the flow of
the mainstem Susitna will be unaffected except during
spring flood runoff. Upon completion of the diversion
facilities in the autumn of 1986, closure of the upstream
cofferdam wi 11 be compl eted and flow will be di verted
through the lower diversion tunnel without any interruption
in flow. Although flow will not be interrupted, a one mile
E-2-31
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3 -PROJECT IMPACT ON WATER qUALITY AND qUANTITY
3~1 -Proposed Project Reservoirs
(a) Watana Reservoir Characteristics
The Watana Reservoir will be operated at a normal maximum water
level of 2185 feet above mean sea level, but will be allowed to
surcharge to 2190 feet in late August during wet years. Average
annual drawdown will be 105 feet with the maximum drawdown equal-
ling 120 feet. During extreme flood events the reservoir will
rise to 2193.3 for the 1 in 10,000 year flood and 2200.5 feet for
the probable maximum flood respectively.
At elevation 2185, the reservoir will have a surface area of
38,000 acres and a total volume of 9.47 million acre-feet. Max-
imum depth will be 735 feet and the corresponding mean depth will
be 250 feet. The reservoir will have a retention time of 1.65
years. The shoreline length will be 183 miles. Within the
Watana reservoir area the substrate classification varies great-
ly. It consists predomin~nt1y of glacial, colluvial, and fluvial
unconsolidated sediments and several bedrock lithologies. Many
of these deposits are frozen.
(b) Devil Canyon Reservoir Characteristics
Devil Canyon reservoir will be operated at a normal maximum oper-
ating level of 1455 feet above mean sea level. Average annual
drawdown will be 28 feet with the maximum drawdown equalling 50
\1 feet. At elevation 1455 the reservoir has a surface area of 7800
acres and a volume of 1.09 million acre-feet. The maximum depth
will be 565 feet and the mean depth 140 feet. The reservoir will
have a retention time of 2.0 months. Shoreline length will total
76 miles. Materials forming the walls and floors of the reser-
voir area are composed predomi nant1y of bedrock and gl aci a1 ,
colluvial, and fluvial materials.
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3.2,-Watana Development
For detail s of the physical features of the Watana development,
refer to Section 1 of Exhibit A.
(a) Watana Construction
(1) Flows
During construction of the diversions tunnel, the flow of
the mainstem Susitna will be unaffected except during
spring flood runoff. Upon completion of the diversion
facilities in the autumn of 1986, closure of the upstream
cofferdam wi 11 be compl eted and flow will be di verted
through the lower diversion tunnel without any interruption
in flow. Although flow will not be interrupted, a one mile
E-2-31
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section of the Susitna River will be dewatered. No
significant impacts should result from this action.
Flows, velocities, and associated water levels upstream of-
the proposed Watana damsite will be unaffected during con-.
struction except for approximately one half mile upstream
of the upstream cofferdam duri ng wi nter and two mil es up-
stream during summer flood flows. During winter, ponding
to elevation 1470 feet will be required to form a stable
ice cover. However, the volume of water contained in this
pond is insignificant relative to the total river flow.
During the summer, the diversion intake gates will be fully
opened to pass the natural flows resulting in a run-of-
river operation. All flows up to approximately the mean
annual flood will be passed through the lower diversion
tunnel. Average velocities through the diversion tunnel
will be 18, and 35 feet per second (f/s) at discharges of
20,000, and 40,000 cfs.respectively. The mean annual flood
of 40,800 cfs will cause higher than natural water levels
for about several ·mi1es upstream of the cofferdam. The
water 1 evel wi 11 ri se at the upstream cofferdam from a
natural water level of 1,468 feet to 1,520 feet. Two miles
upstream, the water level will be about 4 feet higher than
the natural water level during the mean annual flood.
The two diversion tunnels are designed to pass the 1 in 50
year return period flood of 87,000 cfs with a maximum head-
pond elevation of 1,536 feet. For flows up to the 1 in 50
year flood event, water levels and velocities downstream of
the diversion tunnels will be the same as preproject
1 eve1 s.
(ii) Effects on Water Quality
-Water Temperature
Since the operation of the diversion structure will
essentially be run-of-river, no impact on the temperature
regime will occur downstream of the tunnel exit. A small·
amount of ponding will occur early in the freeze-up stage
to enhance the formation of a stable ice cover upstream,
of the tunnel intake. This will not have a noticeable'
effect downstream.
Ice
During freeze-up, the formation of an upstream stable ice
cover by use of an ice-boom and some ponding to reduce
approach velocities, will serve to protect the diversion
works and maintain its flow capacity. The early forma-
tion of the cover at this point will cause a more rapid
E-2-32
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section of the Susitna River will be dewatered. No
significant impacts should result from this action.
Flows, velocities, and associated water levels upstream of-
the proposed Watana damsite will be unaffected during con-.
struction except for approximately one half mile upstream
of the upstream cofferdam duri ng wi nter and two mil es up-
stream during summer flood flows. During winter, ponding
to elevation 1470 feet will be required to form a stable
ice cover. However, the volume of water contained in this
pond is insignificant relative to the total river flow.
During the summer, the diversion intake gates will be fully
opened to pass the natural flows resulting in a run-of-
river operation. All flows up to approximately the mean
annual flood will be passed through the lower diversion
tunnel. Average velocities through the diversion tunnel
will be 18, and 35 feet per second (f/s) at discharges of
20,000, and 40,000 cfs.respectively. The mean annual flood
of 40,800 cfs will cause higher than natural water levels
for about several ·mi1es upstream of the cofferdam. The
water 1 evel wi 11 ri se at the upstream cofferdam from a
natural water level of 1,468 feet to 1,520 feet. Two miles
upstream, the water level will be about 4 feet higher than
the natural water level during the mean annual flood.
The two diversion tunnels are designed to pass the 1 in 50
year return period flood of 87,000 cfs with a maximum head-
pond elevation of 1,536 feet. For flows up to the 1 in 50
year flood event, water levels and velocities downstream of
the diversion tunnels will be the same as preproject
1 eve1 s.
(ii) Effects on Water Quality
-Water Temperature
Since the operation of the diversion structure will
essentially be run-of-river, no impact on the temperature
regime will occur downstream of the tunnel exit. A small·
amount of ponding will occur early in the freeze-up stage
to enhance the formation of a stable ice cover upstream,
of the tunnel intake. This will not have a noticeable'
effect downstream.
Ice
During freeze-up, the formation of an upstream stable ice
cover by use of an ice-boom and some ponding to reduce
approach velocities, will serve to protect the diversion
works and maintain its flow capacity. The early forma-
tion of the cover at this point will cause a more rapid
E-2-32
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; ce front progress; on upstream of the dams i teo The ice
formed in the upper reach, which, normally feeds the
downstream ice growth, will no longer be available.
However the major contr i buter of frazi 1 ice wi 11 be the
rapids through Devil Canyon as it now i's. Hence, no
appreciable impact on ice formation downstream of Watana
will occur due to the diversion scheme.
The ice cover upstream of the damsite wi 11 thermally
decay in place, since its movement downstream would be
restri cted by the di versi on structure. Downstream of
Devil Canyon the volume of ice in the cover will be
essentially the same as the baseline conditions and
'breakup would likely be similar to natural occurrences.
-Suspended Sediments/Turbidity/Vertical Illumination
During construction, suspended sediment concentrations
and turbidity levels are expected to incr.ease within the
impoundment area, and for some distance downstream. This
wi 11 result from the necessary construction acti vit i es
within and immediately adjacent to the river, including:
dredging and excavation of gravel fr'om borrow areas, ex-
cavation of diversion tunnels, placement of cofferdams,
vegetative clearing, blasting, gravel processing and de-
wateri ng.
The location and subsequent excavation of the material
from proposed borrow sites will create the greatest
potential for suspended sediment and turbidity problems.
The proposed borrow sites, identified in Figure E2.74,
are tentatively located in the river floodplain both
upstream and downstream of the dam site. However, except
for the materi al for the upstream cofferdam, the lower
borrow material will be obtained from sites D and E.
Materi al for the core of the mai n dam wi 11 be obtai ned
from site D (10,000,000 yards). Material for the filters
and shell of the main dam will be obtained from site E
(52,000,000 yards). Borrow excavation will take pl'ace
during the summer months when suspended sediment and
turbidity values in the mainstem of the river are already
quite high. As a result, incremental impacts during the
summer should not be significant. Stockpiling of gravel
is expected to alleviate the need for excavation during
the winter, when the impact on overwintering fish due to
changes in suspended load would be greatest. As a result
of the proposed scheduling of activities, impacts will ~
minimized. However, it is inevitable that there will be
some increases in suspended sediments and turbidity
during winter, but these should be short-term a~
local ized. Downstream, turbidity and suspended sediment
levels should remain essentially the same as baseline
conditions.
E-2-33
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; ce front progress; on upstream of the dams i teo The ice
formed in the upper reach, which, normally feeds the
downstream ice growth, will no longer be available.
However the major contr i buter of frazi 1 ice wi 11 be the
rapids through Devil Canyon as it now i's. Hence, no
appreciable impact on ice formation downstream of Watana
will occur due to the diversion scheme.
The ice cover upstream of the damsite wi 11 thermally
decay in place, since its movement downstream would be
restri cted by the di versi on structure. Downstream of
Devil Canyon the volume of ice in the cover will be
essentially the same as the baseline conditions and
'breakup would likely be similar to natural occurrences.
-Suspended Sediments/Turbidity/Vertical Illumination
During construction, suspended sediment concentrations
and turbidity levels are expected to incr.ease within the
impoundment area, and for some distance downstream. This
wi 11 result from the necessary construction acti vit i es
within and immediately adjacent to the river, including:
dredging and excavation of gravel fr'om borrow areas, ex-
cavation of diversion tunnels, placement of cofferdams,
vegetative clearing, blasting, gravel processing and de-
wateri ng.
The location and subsequent excavation of the material
from proposed borrow sites will create the greatest
potential for suspended sediment and turbidity problems.
The proposed borrow sites, identified in Figure E2.74,
are tentatively located in the river floodplain both
upstream and downstream of the dam site. However, except
for the materi al for the upstream cofferdam, the lower
borrow material will be obtained from sites D and E.
Materi al for the core of the mai n dam wi 11 be obtai ned
from site D (10,000,000 yards). Material for the filters
and shell of the main dam will be obtained from site E
(52,000,000 yards). Borrow excavation will take pl'ace
during the summer months when suspended sediment and
turbidity values in the mainstem of the river are already
quite high. As a result, incremental impacts during the
summer should not be significant. Stockpiling of gravel
is expected to alleviate the need for excavation during
the winter, when the impact on overwintering fish due to
changes in suspended load would be greatest. As a result
of the proposed scheduling of activities, impacts will ~
minimized. However, it is inevitable that there will be
some increases in suspended sediments and turbidity
during winter, but these should be short-term a~
local ized. Downstream, turbidity and suspended sediment
levels should remain essentially the same as baseline
conditions.
E-2-33
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Decreases in summer and wi nter vert i ca 1 ill umi nat i on are
expected to be commensurate with any increased suspended
sediment concentrations.
Si nce summer flows wi 11 be passed through the di vers ion
tunnel with no impoundment, no settling of suspended sed~
iments is expected to occur. The insignificant headpond
that will be maintained during winter is not expected to
affect the very low suspended sediment and turbidity
levels present during the winter season.
-Metals
Sl i ght increases in the concentrat i on of trace metal s.
could occur during construction when disturbances to
soils and rock occur on the shoreline and in the river-
bed. Such increases are expected to be below detect ion
limits and thus would not indicate a change from baseline
conditions described in Section 2.3 (a) (xiii).
-Contamination by Petroleum Products
Accidental spillage and leakage of petroleum products can
contaminate water during construction. Lack of main-
tenance and service to vehicles could increase the leak-
age of fuel, lubricating oils, hydraulic fluid, anti-
freeze, etc. In addition, poor storage and handling
techni ques coul d 1 ead to acci denta 1 spi 11 s. Gi ven the
dynamic nature of the river, the contaminated water would
be quickly diluted; however the potential for such sit-
uations will be minimized. All state and federal reg-
ulations governing the prevention and reclamation of
accidental spills will be adhered to.
-Concrete Contamination
Construct i on of the Watana project will create a . poten-
tial for concrete contamination of the Susitna River.
The wastewater associated with the batching of concrete,
if directly discharged to the river, could seriously de-
grade downstream water quality and result in substantial
mortality of fish. However, this potential problem
should not occur since the wastewater will be neutralized
and settling ponds will be employed to allow the concrete
contami nants to settle pri or to the di scharge of the
wastewater to the river.
-Other
No additional water quality impacts are anticipated.
E-2-34
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Decreases in summer and wi nter vert i ca 1 ill umi nat i on are
expected to be commensurate with any increased suspended
sediment concentrations.
Si nce summer flows wi 11 be passed through the di vers ion
tunnel with no impoundment, no settling of suspended sed~
iments is expected to occur. The insignificant headpond
that will be maintained during winter is not expected to
affect the very low suspended sediment and turbidity
levels present during the winter season.
-Metals
Sl i ght increases in the concentrat i on of trace metal s.
could occur during construction when disturbances to
soils and rock occur on the shoreline and in the river-
bed. Such increases are expected to be below detect ion
limits and thus would not indicate a change from baseline
conditions described in Section 2.3 (a) (xiii).
-Contamination by Petroleum Products
Accidental spillage and leakage of petroleum products can
contaminate water during construction. Lack of main-
tenance and service to vehicles could increase the leak-
age of fuel, lubricating oils, hydraulic fluid, anti-
freeze, etc. In addition, poor storage and handling
techni ques coul d 1 ead to acci denta 1 spi 11 s. Gi ven the
dynamic nature of the river, the contaminated water would
be quickly diluted; however the potential for such sit-
uations will be minimized. All state and federal reg-
ulations governing the prevention and reclamation of
accidental spills will be adhered to.
-Concrete Contamination
Construct i on of the Watana project will create a . poten-
tial for concrete contamination of the Susitna River.
The wastewater associated with the batching of concrete,
if directly discharged to the river, could seriously de-
grade downstream water quality and result in substantial
mortality of fish. However, this potential problem
should not occur since the wastewater will be neutralized
and settling ponds will be employed to allow the concrete
contami nants to settle pri or to the di scharge of the
wastewater to the river.
-Other
No additional water quality impacts are anticipated.
E-2-34
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i (iii) Effects on Groundwater Conditions
No impacts on groundwater wi 11 occur because of construc-
t ion, ei ther in the impoundment area or downstream other
than in the localized area of the project.
(iv) Impact on Lakes and Streams in Impoundment Area
There will be minor impacts on lakes and streams in the
impoundment area due to excavation of borrow materi a 1.
A 1 so, faci1 it i es wi 11 be constr ucted to house and su pport
construction .personnel and their famil ies. The
construction, operation and maintenance of these facilities
is expected to impact the Tsusena and Deadman Creek
drainage basins and some of the small lakes located between
the two creeks near the dam site. For a comp1 ete
discussion of these impacts refer to the discussion on
Facilities in paragraph (vi) below.
(v) Instream Flow Us~s
For all reaches of the Susitna River except for the immedi-
ate vicinity of the Watana damsite, there will be virtually
no impact on navigation, transportation, recreation, fish-
eries, riparian vegetation, wildlife habitat, waste load
assi mil at i on or the freshwater recrui tment to Cook In1 et
for flows less than the 1 in 50 year flood event.
-Navigation and Transportation
Si nce all flow wi 11 be di verted, there will only be an
impact on navigation and transportation in the immediate
vicinity of Watana dam and the diversion tunnel. The
cofferdams will form an obstacle to navigation which will
be difficult to circumvent. However, since this stretch
of ri ver has very 1 imited use due to the heavy rapi ds
upstream and downstream of the site, impact wi 11 be
minimal.
-Fisheries
During winter, the diversion gate will be partially
closed to maintain a headpond with a water surface eleva-
tion of 1,470 feet. This will cause velocities greater
than 20 feet per second at the gate intake. This coup-
1 ed with the 50 foot depth at the intake wi 11 impact
fisheries. The impacts associated with the winter diver-
sion are discussed in Chapter 3.2.3.
During summer, the diversio~ gates will be fully opened.
This will permit downstream fish movement during low
flows of about 10,000 cfs (equivalent velocity 9 feet per
E-2-35
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i (iii) Effects on Groundwater Conditions
No impacts on groundwater wi 11 occur because of construc-
t ion, ei ther in the impoundment area or downstream other
than in the localized area of the project.
(iv) Impact on Lakes and Streams in Impoundment Area
There will be minor impacts on lakes and streams in the
impoundment area due to excavation of borrow materi a 1.
A 1 so, faci1 it i es wi 11 be constr ucted to house and su pport
construction .personnel and their famil ies. The
construction, operation and maintenance of these facilities
is expected to impact the Tsusena and Deadman Creek
drainage basins and some of the small lakes located between
the two creeks near the dam site. For a comp1 ete
discussion of these impacts refer to the discussion on
Facilities in paragraph (vi) below.
(v) Instream Flow Us~s
For all reaches of the Susitna River except for the immedi-
ate vicinity of the Watana damsite, there will be virtually
no impact on navigation, transportation, recreation, fish-
eries, riparian vegetation, wildlife habitat, waste load
assi mil at i on or the freshwater recrui tment to Cook In1 et
for flows less than the 1 in 50 year flood event.
-Navigation and Transportation
Si nce all flow wi 11 be di verted, there will only be an
impact on navigation and transportation in the immediate
vicinity of Watana dam and the diversion tunnel. The
cofferdams will form an obstacle to navigation which will
be difficult to circumvent. However, since this stretch
of ri ver has very 1 imited use due to the heavy rapi ds
upstream and downstream of the site, impact wi 11 be
minimal.
-Fisheries
During winter, the diversion gate will be partially
closed to maintain a headpond with a water surface eleva-
tion of 1,470 feet. This will cause velocities greater
than 20 feet per second at the gate intake. This coup-
1 ed with the 50 foot depth at the intake wi 11 impact
fisheries. The impacts associated with the winter diver-
sion are discussed in Chapter 3.2.3.
During summer, the diversio~ gates will be fully opened.
This will permit downstream fish movement during low
flows of about 10,000 cfs (equivalent velocity 9 feet per
E-2-35
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second (fps)). Higher tunnel velocities will lead to fish
morta 1 i ty. The impacts associ ated with summer tunnel
velocities are discussed in Chapter 3.2.3.
Riparian Vegetation
Ex i st i ng shore 1 i ne vegetat i on upstream of the cofferdam
will be inundated approximately 50 feet to elevation
1,520 during flood events. However, the flooding will be
confined to a two mile river section upstream of the cof-
ferdam, with the depth of flooding lessening with dis-
tance upstream. Si nce the fl oodi ng wi 11 be infrequent
and temporary in nature, and the flooded lands are within
the proposed reservoir, the impact is not considered
significant. Further information on the impacts to
riparian vegetation can be found in Chapter 3.
(vi) Facilities
The construction of the Watana power project will require
the construction, operation and maintenance of support.
facilties capable of providing the basic needs for a maxi-
mum population of 4,720 people (3,600 in the construction
camp and 1,120 in the village) (Acres, 1982). The facili-
ties, including roads, buildings, utilities, stores, rec-
reation facilities, airports, etc., will be constructed in
stages duri ng the first three years (1985-1987) of the
proposed ten-year constructi on peri ode The camp and vi 1-
lage will be located approximately 2.5 miles northeast of
the Watana damsi te, between Deadman and Tsusena Creeks.
The location and layout of the camp and village facilities
are presented in Plates 34, 35, and 36 of Exhibit F.
Water Supply
Nearby Tsusena Creek will be utilized as the major source
of water for the community (Plate 34). In addition,
wells will be drilled in the Tsusena Creek alluvium as a
backup water supply.
During construction, the required capacity of the water
treatment plant has been estimated at 1,000,000 gallons
per day, or 700 gallons per minute ( 1.5 cfs) (Acres,
1982). USing the USGS regression equation described in'
Table E2.15, 30-day minimum flows (cfs), with recurrence
interval s of 20 years were estimated for Tsusena Creek
near the water supply intake. The low flow was estimated
to be 17 cfs for the apprOXimate 126 square mil es of
drai nage bas in. . As a resul t, no s i gnifi cant adverse
impacts are anticipated from the . maximum water supply
withdrawal of 1.5 cfs. Further, a withdrawal of this
E-2:-36
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second (fps)). Higher tunnel velocities will lead to fish
morta 1 i ty. The impacts associ ated with summer tunnel
velocities are discussed in Chapter 3.2.3.
Riparian Vegetation
Ex i st i ng shore 1 i ne vegetat i on upstream of the cofferdam
will be inundated approximately 50 feet to elevation
1,520 during flood events. However, the flooding will be
confined to a two mile river section upstream of the cof-
ferdam, with the depth of flooding lessening with dis-
tance upstream. Si nce the fl oodi ng wi 11 be infrequent
and temporary in nature, and the flooded lands are within
the proposed reservoir, the impact is not considered
significant. Further information on the impacts to
riparian vegetation can be found in Chapter 3.
(vi) Facilities
The construction of the Watana power project will require
the construction, operation and maintenance of support.
facilties capable of providing the basic needs for a maxi-
mum population of 4,720 people (3,600 in the construction
camp and 1,120 in the village) (Acres, 1982). The facili-
ties, including roads, buildings, utilities, stores, rec-
reation facilities, airports, etc., will be constructed in
stages duri ng the first three years (1985-1987) of the
proposed ten-year constructi on peri ode The camp and vi 1-
lage will be located approximately 2.5 miles northeast of
the Watana damsi te, between Deadman and Tsusena Creeks.
The location and layout of the camp and village facilities
are presented in Plates 34, 35, and 36 of Exhibit F.
Water Supply
Nearby Tsusena Creek will be utilized as the major source
of water for the community (Plate 34). In addition,
wells will be drilled in the Tsusena Creek alluvium as a
backup water supply.
During construction, the required capacity of the water
treatment plant has been estimated at 1,000,000 gallons
per day, or 700 gallons per minute ( 1.5 cfs) (Acres,
1982). USing the USGS regression equation described in'
Table E2.15, 30-day minimum flows (cfs), with recurrence
interval s of 20 years were estimated for Tsusena Creek
near the water supply intake. The low flow was estimated
to be 17 cfs for the apprOXimate 126 square mil es of
drai nage bas in. . As a resul t, no s i gnifi cant adverse
impacts are anticipated from the . maximum water supply
withdrawal of 1.5 cfs. Further, a withdrawal of this
E-2:-36
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magnitude should not occur during the low flow winter
months since construction personnel will be significantly
less than during summer.
The water supply will be treated by chemical addition,
flocculation, filtration and disinfection prior to its
use. Disenfection should probably be with ozone to avoid
having to dechlorinate. In addition, the water will be
demineralized and aerated, if necessary.
-Wastewater Treatment
A secondar.y waste water treatment facility will treat all
waste water prior to its di scharge into Deadman Creek
(Plate 34).
Treatment will reduce the BOO and total suspended solids
(TSS) concentrations to levels acceptable to the Alaska
Department of , Environmental Conservation. The levels are
1 ikely to be 30 mg/l BOO and 30 mg/l TSS. The maximum
volume of effluent, 1 million gallons per day or 1.S cfs,
will be discharged to Deadman Creek which has a low flow
of 27 cfs (see below). This will provide a dilution
factor of about 17, thereby reducing BOO and TSS
concentrations to about 2 mg/l after complete mixing
under the worst case flow conditions (maximum effluent
and low flow in Deadman Creek). Mixing will occur
rapidly in the creek because of turbulent conditions.
The effluent is not expected to cause any degredations of
water quality in the 1 1/2 mile section of Deadman Creek
between the waste water di scharge poi nt and the creek I s
confluence with the Susitna River. Furthermore, no water
quality problems are anticipated within the impoundment
area or downstream on the Susitna River as a result of
the input of this treated effluent. Using the USGS
regression analysis, the one in 20 year, 30-day low flow
for Deadman Creek at the confluence with the Susitna, was
estimated at 27 cfs • Flow at the poi nt of discharge
whi ch is 1 ess than two mil es upstream, are not expected
to differ significantly.
Constructi on of the waste water treatment faci 1 i ty is
expected to be completed in the first 12 months of the
Watana construction schedule. Prior to its operation,
all waste will be stored in a lagoon system for treatment
at a later date. No raw sewage will be discharged to any
water body.
The applicant will obtain all the necessary DEC, EPA,
DNR, and PHS permits for the water supply and wastewater
discharge facilities.
E-2-37
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magnitude should not occur during the low flow winter
months since construction personnel will be significantly
less than during summer.
The water supply will be treated by chemical addition,
flocculation, filtration and disinfection prior to its
use. Disenfection should probably be with ozone to avoid
having to dechlorinate. In addition, the water will be
demineralized and aerated, if necessary.
-Wastewater Treatment
A secondar.y waste water treatment facility will treat all
waste water prior to its di scharge into Deadman Creek
(Plate 34).
Treatment will reduce the BOO and total suspended solids
(TSS) concentrations to levels acceptable to the Alaska
Department of , Environmental Conservation. The levels are
1 ikely to be 30 mg/l BOO and 30 mg/l TSS. The maximum
volume of effluent, 1 million gallons per day or 1.S cfs,
will be discharged to Deadman Creek which has a low flow
of 27 cfs (see below). This will provide a dilution
factor of about 17, thereby reducing BOO and TSS
concentrations to about 2 mg/l after complete mixing
under the worst case flow conditions (maximum effluent
and low flow in Deadman Creek). Mixing will occur
rapidly in the creek because of turbulent conditions.
The effluent is not expected to cause any degredations of
water quality in the 1 1/2 mile section of Deadman Creek
between the waste water di scharge poi nt and the creek I s
confluence with the Susitna River. Furthermore, no water
quality problems are anticipated within the impoundment
area or downstream on the Susitna River as a result of
the input of this treated effluent. Using the USGS
regression analysis, the one in 20 year, 30-day low flow
for Deadman Creek at the confluence with the Susitna, was
estimated at 27 cfs • Flow at the poi nt of discharge
whi ch is 1 ess than two mil es upstream, are not expected
to differ significantly.
Constructi on of the waste water treatment faci 1 i ty is
expected to be completed in the first 12 months of the
Watana construction schedule. Prior to its operation,
all waste will be stored in a lagoon system for treatment
at a later date. No raw sewage will be discharged to any
water body.
The applicant will obtain all the necessary DEC, EPA,
DNR, and PHS permits for the water supply and wastewater
discharge facilities.
E-2-37
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\
-Construction, Maintenance and Operation
Construction of the Watana camp, village, airstrips, etc.
wi 11 cause impacts to water quality si mil ar to many of
those occuring from dam construction. Increases in sed-
imentation and turbidity levels are anticipated in the
local drainage basns. (i.e., Tsusena and Deadman Creeks).
Even with extensi ve safety control s, acci dental spi 11 age
and 1 eakage of petrol eum products cou1 d occur creati ng
localized contamination within the watershed.
Impoundment of Watana Reservoir
(i) Reservoir Filling Criteria
The fi 11 i ng of the Watana reservoi r is schedul ed to com-
mence in May 1991.
-Minimum downstream target flows
In the selection of minimum target flows, fishery con-
cerns and economics were the two controlling factors.
Al though not unimportant in the overall impact assess-
ment, other i nstream flow uses, were determi ned not to
have a sig-nificant influence on the selection of minimum
downstream target flows. However, instream uses such as
navigation and transportation, recreation, and waste load
assimilation are closely related to the instream flow
requirements of the fishery resources.
Minimum downstream target flows will be provided at Gold
Creek since Gold Creek flows are judged to be representa-
tive of the Talkeetna to Devil Canyon reach where down-
stream impacts will be greatest. The minimum target
flows at Gold Creek will be attained by releasing that
flow necessary from the Watana impoundment, which when
added to the flow contribution from the intervening
drainage area between Watana and Gold Creek, will equal
the minimum Gold Creek target flow. The absolute minimum
flow release at Watana will be 1,000 cfs or natural
flows, whichever is less. During filling, flows at Gold
Creek will be monitored and the flow at Watana adjusted
as necessary to provide the required Gold Creek flow.
Table E.2.17 illustrates the targeted minimum Gold Creek
flows. The minimum downstream flow of 1000 cfs from
November through April is somewhat lower than the average
winter flow at Gold Creek.
From May to the 1 ast week of July, the target flow will
be increased to 6,000 cfs to allow for mainstem fishery
movement. During June, it may be deslrable to spike the
flows to trigger the outmigration of salmon fry from the
sloughs. (Schmidt, 1982 personal communication). It is
believed that the outmigration is triggered by a combina-
tion of stage, discharge and temperature. Trihey (1982)
has observed that the fry outmi grate duri ng the fall i ng
limb of the spring flood hydrograph.
E-2-38
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-Construction, Maintenance and Operation
Construction of the Watana camp, village, airstrips, etc.
wi 11 cause impacts to water quality si mil ar to many of
those occuring from dam construction. Increases in sed-
imentation and turbidity levels are anticipated in the
local drainage basns. (i.e., Tsusena and Deadman Creeks).
Even with extensi ve safety control s, acci dental spi 11 age
and 1 eakage of petrol eum products cou1 d occur creati ng
localized contamination within the watershed.
Impoundment of Watana Reservoir
(i) Reservoir Filling Criteria
The fi 11 i ng of the Watana reservoi r is schedul ed to com-
mence in May 1991.
-Minimum downstream target flows
In the selection of minimum target flows, fishery con-
cerns and economics were the two controlling factors.
Al though not unimportant in the overall impact assess-
ment, other i nstream flow uses, were determi ned not to
have a sig-nificant influence on the selection of minimum
downstream target flows. However, instream uses such as
navigation and transportation, recreation, and waste load
assimilation are closely related to the instream flow
requirements of the fishery resources.
Minimum downstream target flows will be provided at Gold
Creek since Gold Creek flows are judged to be representa-
tive of the Talkeetna to Devil Canyon reach where down-
stream impacts will be greatest. The minimum target
flows at Gold Creek will be attained by releasing that
flow necessary from the Watana impoundment, which when
added to the flow contribution from the intervening
drainage area between Watana and Gold Creek, will equal
the minimum Gold Creek target flow. The absolute minimum
flow release at Watana will be 1,000 cfs or natural
flows, whichever is less. During filling, flows at Gold
Creek will be monitored and the flow at Watana adjusted
as necessary to provide the required Gold Creek flow.
Table E.2.17 illustrates the targeted minimum Gold Creek
flows. The minimum downstream flow of 1000 cfs from
November through April is somewhat lower than the average
winter flow at Gold Creek.
From May to the 1 ast week of July, the target flow will
be increased to 6,000 cfs to allow for mainstem fishery
movement. During June, it may be deslrable to spike the
flows to trigger the outmigration of salmon fry from the
sloughs. (Schmidt, 1982 personal communication). It is
believed that the outmigration is triggered by a combina-
tion of stage, discharge and temperature. Trihey (1982)
has observed that the fry outmi grate duri ng the fall i ng
limb of the spring flood hydrograph.
E-2-38
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The 6,000 cfs Gold Creek flow will provide a mlnlmum of 2
feet of river stage for mainstem fishery movement at all
65 surveyed cross sections between Ta lkeetna and Devil
Canyon. Fi gure E2.75 ill ustrates computed water surface
elevations for various discharges at cross section 32
located near Sherman (RM 130). (Accuracy is + 1 foot).
This cross section is believed to be the shallowest in
the Talkeetna to Devil Canyon reach. The estimated water
surface elevation for a discharge of 6000 cfs indicates
that the depth is greater than 2 feet.
Du'ri ng the 1 ast 5 days of July, flows wi 11 be increased
from 6, 000 cfs to 12, 000 cfs in increments of approxi-
mate ly 1,500 cfs per day.. Flows will be rna i nta i ned at
12,000 cfs from August 1 through mid-September to coin-
cide approximately with the sockeye and chum spawning
season·in the sloughs upstream of Talkeetna. Adverse
impacts to fish resulting from this flow regime are
discussed in Chapter 3.2.3.
After 15 September, flows w~ll be reduced to 6,000 cfs in
daily increments of 1,500 cfs and then held constant un-
til October when they wi 11 be further reduced to 2, 000
cfs. In November, the flow will be lowered to 1,000
cfs.
-Flood Flows
Taking into account the 30,000 cfs discharge capability
of the low level outlet, sufficient storage will be made
available during the filling sequence such that flood
volumes for all floods up to the 250 year recurrence in-
terval flood can be temporarily stored in the reservoir
without endangering the main dam. Whenever this storage
criteria is violated, discharge from the Watana reservoir
will be increased up to the maximum capacity of the out-
let to lowe~ the reservoir level behind the dam.
Reservoir Filling Schedule and Impact on Flows
Using the reservoir filling criteria, three simulated
reservoir filling sequences were examined to determine the
likely filling sequence and probable deviations. As ap-
proximately three years will be required to bring the res-
ervoir to its normal operating 1 eve1, three year runni ng
averages of the total annual flow volume at Gold Creek were
computed. The probabil ity of occurrence for each of the
three year average values was then determined. Using the
10, 50, and 90 percent excee<;lence probabil ity vol urnes and
E-2-39
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The 6,000 cfs Gold Creek flow will provide a mlnlmum of 2
feet of river stage for mainstem fishery movement at all
65 surveyed cross sections between Ta lkeetna and Devil
Canyon. Fi gure E2.75 ill ustrates computed water surface
elevations for various discharges at cross section 32
located near Sherman (RM 130). (Accuracy is + 1 foot).
This cross section is believed to be the shallowest in
the Talkeetna to Devil Canyon reach. The estimated water
surface elevation for a discharge of 6000 cfs indicates
that the depth is greater than 2 feet.
Du'ri ng the 1 ast 5 days of July, flows wi 11 be increased
from 6, 000 cfs to 12, 000 cfs in increments of approxi-
mate ly 1,500 cfs per day.. Flows will be rna i nta i ned at
12,000 cfs from August 1 through mid-September to coin-
cide approximately with the sockeye and chum spawning
season·in the sloughs upstream of Talkeetna. Adverse
impacts to fish resulting from this flow regime are
discussed in Chapter 3.2.3.
After 15 September, flows w~ll be reduced to 6,000 cfs in
daily increments of 1,500 cfs and then held constant un-
til October when they wi 11 be further reduced to 2, 000
cfs. In November, the flow will be lowered to 1,000
cfs.
-Flood Flows
Taking into account the 30,000 cfs discharge capability
of the low level outlet, sufficient storage will be made
available during the filling sequence such that flood
volumes for all floods up to the 250 year recurrence in-
terval flood can be temporarily stored in the reservoir
without endangering the main dam. Whenever this storage
criteria is violated, discharge from the Watana reservoir
will be increased up to the maximum capacity of the out-
let to lowe~ the reservoir level behind the dam.
Reservoir Filling Schedule and Impact on Flows
Using the reservoir filling criteria, three simulated
reservoir filling sequences were examined to determine the
likely filling sequence and probable deviations. As ap-
proximately three years will be required to bring the res-
ervoir to its normal operating 1 eve1, three year runni ng
averages of the total annual flow volume at Gold Creek were
computed. The probabil ity of occurrence for each of the
three year average values was then determined. Using the
10, 50, and 90 percent excee<;lence probabil ity vol urnes and
E-2-39
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the long term average monthly Gold Creek flow distribution,
Gold Creek flow hydrographs were synthesized for each
probability. An identical process was used to synthesize
the 10, 50, and 90 percent probability volumes and flow
distributions at Watana. The intermediate flow
contribution was taken as the difference between the Watana
and Gold Creek monthly flows. Then using the downstream
flow criteria and the flow values at Watana and Gold Creek,
the filling sequence for the three probabilities was
determi ned by· repeat i ng the annua 1 flow sequence unt i 1 the
reservoir was filled.
The reservoir water levels and the Gold Creek flows for the
three fill i og cases consi dere'd are illustrated in Fi gure
E2.76. Under average conditions the reservoir would fill
sufficiently by autumn 1992 to allow testing and com-
missioning of the units to commence. However, the reser-
voir would not be filled to its normal operating level.
until the following summer. There is a 10 percent chance
that the reservoir would not be sufficently full to permit
the start of testing and commissioning until late spring
1993. Only about one month is saved over the average
filling time if a wet sequence occurs. This is because the
flood protection criteria is violated and flow must be by-
passed rather than stored.
The Watana discharges for the high (10 percent), mean (50
percent) and low (90 percent) flow cases cons i dered are
compared to the Watana inflow in Table E2.18. For the
average hydrologic case, pre-project discharge for the
May-October peri od is reduced by approx i mate ly 60 percent
during the filling period. However, from November through
April there is little difference.
For the Devil Canyon to Talkeetna reach, Gold Creek flows
are considered representative. Monthly pre-project and
filling flows at Gold Creek for the wet, (10 percent), mean
(50 percent),. and dry (90 percent) sequences are ill us-
trated in Table E2.19. Percentage summer and winter flow
changes are simi 1 ar to those at Watana but are somewhat
reduced because of additional tributary inflow. For the
mean case, August monthly flow at Gold Creek is reduced by
45 percent (21,900 cfs to 12,000 cfs) when the reservoir is
capable of storing all flow less the downstream flow re-
quirement.
Flows will be altered in the Talkeetna to Cook Inlet reach,
but because of significant tributary contributions the
impact on summer flows will be greatly reduced with dis-
tance downstream. Table E2.20 is a comparison of mean pre-
project monthly flows and monthly flows duri ng reservoir
filling at Sunshine and Susitna Station. Pre-project flows
are based on the long-term average ratio between the
respective stations and Gold Creek. Filling flows are
pre-project flows reduced by the flow stored in the
reservoir.
E-2-40
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the long term average monthly Gold Creek flow distribution,
Gold Creek flow hydrographs were synthesized for each
probability. An identical process was used to synthesize
the 10, 50, and 90 percent probability volumes and flow
distributions at Watana. The intermediate flow
contribution was taken as the difference between the Watana
and Gold Creek monthly flows. Then using the downstream
flow criteria and the flow values at Watana and Gold Creek,
the filling sequence for the three probabilities was
determi ned by· repeat i ng the annua 1 flow sequence unt i 1 the
reservoir was filled.
The reservoir water levels and the Gold Creek flows for the
three fill i og cases consi dere'd are illustrated in Fi gure
E2.76. Under average conditions the reservoir would fill
sufficiently by autumn 1992 to allow testing and com-
missioning of the units to commence. However, the reser-
voir would not be filled to its normal operating level.
until the following summer. There is a 10 percent chance
that the reservoir would not be sufficently full to permit
the start of testing and commissioning until late spring
1993. Only about one month is saved over the average
filling time if a wet sequence occurs. This is because the
flood protection criteria is violated and flow must be by-
passed rather than stored.
The Watana discharges for the high (10 percent), mean (50
percent) and low (90 percent) flow cases cons i dered are
compared to the Watana inflow in Table E2.18. For the
average hydrologic case, pre-project discharge for the
May-October peri od is reduced by approx i mate ly 60 percent
during the filling period. However, from November through
April there is little difference.
For the Devil Canyon to Talkeetna reach, Gold Creek flows
are considered representative. Monthly pre-project and
filling flows at Gold Creek for the wet, (10 percent), mean
(50 percent),. and dry (90 percent) sequences are ill us-
trated in Table E2.19. Percentage summer and winter flow
changes are simi 1 ar to those at Watana but are somewhat
reduced because of additional tributary inflow. For the
mean case, August monthly flow at Gold Creek is reduced by
45 percent (21,900 cfs to 12,000 cfs) when the reservoir is
capable of storing all flow less the downstream flow re-
quirement.
Flows will be altered in the Talkeetna to Cook Inlet reach,
but because of significant tributary contributions the
impact on summer flows will be greatly reduced with dis-
tance downstream. Table E2.20 is a comparison of mean pre-
project monthly flows and monthly flows duri ng reservoir
filling at Sunshine and Susitna Station. Pre-project flows
are based on the long-term average ratio between the
respective stations and Gold Creek. Filling flows are
pre-project flows reduced by the flow stored in the
reservoir.
E-2-40
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-Floods
The reservoir filling criteria, dictates that available
storage vol ume in the reservoir must provide, protecti on
for all floods up to the 250 year recurrence interval
flood. Thus, the reservoir must be capabl e of stori ng
all flood inflow except for the flow which can be dis-
charged through the outlet facilities during the flood
event. The maximum Watana discharge of the outlet facil-
ities is 30,000 cfs. A maximum flow at Watana at 30,000
cfs represents a substantial flood peak reduction which
will reduce downstream flood peaks substantially as far
downstream as Talkeetna. For example, the once in fifty
year flood at Gold Creek would be reduced from 106,000
cfs to 49,000 cfs.
After the flood event, the outlet facility will continue
to discharge at its maximum capacity until the storage
volume criteria is reestablished. This will cause .the
flood duration to be extended beyond its normal duration
although at a reduced flow as noted above.
The flood frequency curve for Watana during reservoir
filling is illustrated in Figure E.2.77.
-Flow Variability
The variability of flow in the Watana to Talkeetna reach
will be altered. Under natural conditions substantial
change in flows can occur daily. This flow variability
will be reduced during filling. Using August, 1958 as a
example, Figure E.2. 78 shows the daily flow variation
that would occur. The average monthly flow of 22,540 cfs
during August, 1958 yields a value close to the long term
average monthly discharge of 22,000 cfs. Superimposed on
Figure E.2.78 are the flow variations that could occur
under filling conditions with the August 1958 inflow,
first, assuming that the reservoir was capable of
accommodat i ng the i nfl ow and second, assumi ng that the
reservoir storage criteria was violated (i.e., 30,000 cfs
discharge at Watana). Both Gold Creek hydrographs have
reduced flood peaks. In filling sequence 1, outflow;s
greater than i nfl ow at Watana on the receedi ng 1 i mb of
the hydrograph in order to meet the reservoi r storage
volume criteria. Hence during this time period, Gold
Creek flows are greater than natural. In this example it
was assumed that ongoing construction did not permit
additional storage. In reality, the dam height will be
increasing and additional storage would be permitted,
thus reduci ng the requi red outflow from Watana. Th i s
would correspondingly reduce the Gold Creek discharge.
E-2-41
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-Floods
The reservoir filling criteria, dictates that available
storage vol ume in the reservoir must provide, protecti on
for all floods up to the 250 year recurrence interval
flood. Thus, the reservoir must be capabl e of stori ng
all flood inflow except for the flow which can be dis-
charged through the outlet facilities during the flood
event. The maximum Watana discharge of the outlet facil-
ities is 30,000 cfs. A maximum flow at Watana at 30,000
cfs represents a substantial flood peak reduction which
will reduce downstream flood peaks substantially as far
downstream as Talkeetna. For example, the once in fifty
year flood at Gold Creek would be reduced from 106,000
cfs to 49,000 cfs.
After the flood event, the outlet facility will continue
to discharge at its maximum capacity until the storage
volume criteria is reestablished. This will cause .the
flood duration to be extended beyond its normal duration
although at a reduced flow as noted above.
The flood frequency curve for Watana during reservoir
filling is illustrated in Figure E.2.77.
-Flow Variability
The variability of flow in the Watana to Talkeetna reach
will be altered. Under natural conditions substantial
change in flows can occur daily. This flow variability
will be reduced during filling. Using August, 1958 as a
example, Figure E.2. 78 shows the daily flow variation
that would occur. The average monthly flow of 22,540 cfs
during August, 1958 yields a value close to the long term
average monthly discharge of 22,000 cfs. Superimposed on
Figure E.2.78 are the flow variations that could occur
under filling conditions with the August 1958 inflow,
first, assuming that the reservoir was capable of
accommodat i ng the i nfl ow and second, assumi ng that the
reservoir storage criteria was violated (i.e., 30,000 cfs
discharge at Watana). Both Gold Creek hydrographs have
reduced flood peaks. In filling sequence 1, outflow;s
greater than i nfl ow at Watana on the receedi ng 1 i mb of
the hydrograph in order to meet the reservoi r storage
volume criteria. Hence during this time period, Gold
Creek flows are greater than natural. In this example it
was assumed that ongoing construction did not permit
additional storage. In reality, the dam height will be
increasing and additional storage would be permitted,
thus reduci ng the requi red outflow from Watana. Th i s
would correspondingly reduce the Gold Creek discharge.
E-2-41
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In filling sequence 2, Gold Creek flow is constant at
12,000 cfs. However, at Watana, flow would be 4,350 cfs
at the peak and about 10,000 cfs when the natural Gold
Creek flow drops to 12,000 cfs.
Further downsteam, the variability of flow for both
sequences will increase as a result of tributary inflow,
but will be less than under natural conditions.
(iii) ~iver Morphology
During the filling of Watana reservoir, the trapping of bed-
load and suspended sediment by the reservoir will greatly
reduce the sediment transport by the Susitna River in the
Watana-Talkeetna reach. Except for isolated areas, bedload
movement will remain limited over this reach because of the
armor layer and the low flows. The lack. of suspended sedi-
ments will significantly reduce siltation in calmer areas.
The Susitna River main channel will tend to become more
defi ned with a narrower channel in thi s reach. The mai n
channel river pattern will strive for a tighter, better de-
fined meander pattern within the existing banks. A trend of
channel width reduction by encroachment of vegetation will
begin, and will continue during reservoir operation. Tribu-
tary streams, including Portage Creek, Indian River, Gold
Creek, and Fourth of July Creek, will extend their alluvial
fans into the river. Figure E.2.79 illustrates the influence
of the mai nstem Susitna Ri ver on the sedimentation process
occurri ng at the mouth of the tri butari es. Overflow into
most of the side-channels will not occur, as high flows will
be greatly reduced. The backwater effects at the mouths of
side-channels and sloughs will be significantly reduced.
At the Chulitna confluence, the Chulitna River is expected to
expand and extend its alluvial deposits. Reduced summer
flows in th.e Susitna River may allow the Chulitna River to
extend its alluvial deposits to the·east and south. However,
high flows in the Chulitna River may cause rapid channel
changes, inducing the main channel to migrate to the west.
This would tend to relocate the deposition to the west.
Downstream of the Susitna-Chulitna confluence, the pre-
project mean annual bankfull flood will now have a recurrence
interval of five to ten years. This will tend to decrease
the fr·equency of occurrence of both bed materi a 1 movement
and, consequently, of changes in braided channel shape, form
and network. A trend toward relative stabil ization of the
floodplain features will begin, but this would occur over a
long period of time (R&M, 1982a).
(iv) Effects on Water Quality
Beginning with the filling ~f the reservoir, many of the
physical, chemical and biological processes common to· a
E-2-42
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In filling sequence 2, Gold Creek flow is constant at
12,000 cfs. However, at Watana, flow would be 4,350 cfs
at the peak and about 10,000 cfs when the natural Gold
Creek flow drops to 12,000 cfs.
Further downsteam, the variability of flow for both
sequences will increase as a result of tributary inflow,
but will be less than under natural conditions.
(iii) ~iver Morphology
During the filling of Watana reservoir, the trapping of bed-
load and suspended sediment by the reservoir will greatly
reduce the sediment transport by the Susitna River in the
Watana-Talkeetna reach. Except for isolated areas, bedload
movement will remain limited over this reach because of the
armor layer and the low flows. The lack. of suspended sedi-
ments will significantly reduce siltation in calmer areas.
The Susitna River main channel will tend to become more
defi ned with a narrower channel in thi s reach. The mai n
channel river pattern will strive for a tighter, better de-
fined meander pattern within the existing banks. A trend of
channel width reduction by encroachment of vegetation will
begin, and will continue during reservoir operation. Tribu-
tary streams, including Portage Creek, Indian River, Gold
Creek, and Fourth of July Creek, will extend their alluvial
fans into the river. Figure E.2.79 illustrates the influence
of the mai nstem Susitna Ri ver on the sedimentation process
occurri ng at the mouth of the tri butari es. Overflow into
most of the side-channels will not occur, as high flows will
be greatly reduced. The backwater effects at the mouths of
side-channels and sloughs will be significantly reduced.
At the Chulitna confluence, the Chulitna River is expected to
expand and extend its alluvial deposits. Reduced summer
flows in th.e Susitna River may allow the Chulitna River to
extend its alluvial deposits to the·east and south. However,
high flows in the Chulitna River may cause rapid channel
changes, inducing the main channel to migrate to the west.
This would tend to relocate the deposition to the west.
Downstream of the Susitna-Chulitna confluence, the pre-
project mean annual bankfull flood will now have a recurrence
interval of five to ten years. This will tend to decrease
the fr·equency of occurrence of both bed materi a 1 movement
and, consequently, of changes in braided channel shape, form
and network. A trend toward relative stabil ization of the
floodplain features will begin, but this would occur over a
long period of time (R&M, 1982a).
(iv) Effects on Water Quality
Beginning with the filling ~f the reservoir, many of the
physical, chemical and biological processes common to· a
E-2-42
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lentic environment should begin to appear. Some of the more
important processes include sedimentation, leaching, nutrient
enrichment, stratification, evaporation and ice cover. These
processes are expected to interact to alter the water quality
conditions associated with the natural riverine conditions
that presently exist. A summary discussion of the processes
and their interactions is provided in Peterson and Nichol~
(1982) •
-Water Temperature
During the first summer of filling, the temperature in
the Watana reservoir will be essentially a composite of
the inflow temperature, increased somewhat by the effects
of solar heating. The reservoir will fill very rapidly
(to about a 400 foot depth by the end of summer) and the
effects of solar heating will not penetrate to th~ depth
at which the outlet is located.' Therefore, outlet
temperatures during the first summer of filling should be
an average of the existing river water temperatures with
some lagging with the inflow water temperatures.
During fall, the reservoir will gradually cool to 4°C.
Once at this temperature the low level outlet will con-
tinue to discharge water at just above 4°C until the
reservoir water 1 evel has increased to where the fi xed
cone valves can be used.
Downstream of the Watana development the water tempera-
ture will be modified by heat exchange with the atmos-
phere. The filling sequence will cover two winter
peri ods and the temperature at the downstream end of
Devil Canyon will reach O°C at or about the beginning of
November in the first year and toward the end of October
in the second. This will have the effect of lagging the
downstream temperatures by about 5 weeks from the base,,:
liner. Further downstream, the lagging in temperatures
will be reduced as cl imatic conditions continue td in-
fluence the water temperature.
During the second summer of filling, outlet temperatures
will be 4°C. Downstream of Watana, the water temperature
will increase but, will be well below normal water
temperatures. ~
-Ice
With the delay of freezing water temperatures, the entire
ice formation process will occur 3-4 weeks later than for
natural conditions. However, due to the lower flows the
severity of jams will be diminshed and the staging due to
ice will be less than presently experienced. At breakup,
E-2-43
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lentic environment should begin to appear. Some of the more
important processes include sedimentation, leaching, nutrient
enrichment, stratification, evaporation and ice cover. These
processes are expected to interact to alter the water quality
conditions associated with the natural riverine conditions
that presently exist. A summary discussion of the processes
and their interactions is provided in Peterson and Nichol~
(1982) •
-Water Temperature
During the first summer of filling, the temperature in
the Watana reservoir will be essentially a composite of
the inflow temperature, increased somewhat by the effects
of solar heating. The reservoir will fill very rapidly
(to about a 400 foot depth by the end of summer) and the
effects of solar heating will not penetrate to th~ depth
at which the outlet is located.' Therefore, outlet
temperatures during the first summer of filling should be
an average of the existing river water temperatures with
some lagging with the inflow water temperatures.
During fall, the reservoir will gradually cool to 4°C.
Once at this temperature the low level outlet will con-
tinue to discharge water at just above 4°C until the
reservoir water 1 evel has increased to where the fi xed
cone valves can be used.
Downstream of the Watana development the water tempera-
ture will be modified by heat exchange with the atmos-
phere. The filling sequence will cover two winter
peri ods and the temperature at the downstream end of
Devil Canyon will reach O°C at or about the beginning of
November in the first year and toward the end of October
in the second. This will have the effect of lagging the
downstream temperatures by about 5 weeks from the base,,:
liner. Further downstream, the lagging in temperatures
will be reduced as cl imatic conditions continue td in-
fluence the water temperature.
During the second summer of filling, outlet temperatures
will be 4°C. Downstream of Watana, the water temperature
will increase but, will be well below normal water
temperatures. ~
-Ice
With the delay of freezing water temperatures, the entire
ice formation process will occur 3-4 weeks later than for
natural conditions. However, due to the lower flows the
severity of jams will be diminshed and the staging due to
ice will be less than presently experienced. At breakup,
E-2-43
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the reduced flows in combination with the diminished
jamming in the river, will tend to produce a less severe
breakup than currently occurs.
-Suspended Sediments/Turbidity/Vertical Illumination
• Watana Reservoir
As the reservoir beings to fill, velocities will be re-
duced and deposition of the larger suspended sediment
particles will occur. Initially, all but the larger par-
ticles will pass through the reservoir, but with more and
more water impounded, smaller diameter particles will
sett1 e. As the reservoir approaches normal operati ng
levels, the percentage of particles settling will be sim-
ilar to that occurring during reservoir operation. How-
ever, since during filling, water will be passed through
the low level outlet which is at invert elevation 1490
feet, whereas during operation it will be drawn from
above elevation 2065 feet, larger particles would be
expected to pass through the. reservoir dur i ng fi 11 i ng
than during operation (The deposition process during
reservoir operation is discussed in detail in Section 3.2
(c)(iii).).
During the filling process, reservoir turbidity will de-
cr.ease in conjunction with the settling of suspended sed-
iments. Turbidity will be highest at the upper end of
the reservoir where the Susitna Ri ver enters. Turbi d
interflows and underflows may occur during summer months,
depending on the relative densities of the reservoir and
river waters. Turbidity levels in the winter are ex-
pected to decrease significantly from summer levels, how-
ever, turbidity is likely to be greater than pre-project
wi nter level s.
Vertical illumination in the reservoir will decrease dur-
ing breakup as flow begins to bring glacial silts into
the reservoir. Vertical illumination during the s-ummer
wi 11 vary, dependi ng on where the ri ver water fi nds ' its
equilibrium depth (overflow, interflow, or underflow).
Data from glacially fed Ek1utna Lake indicates that
vertical illumination will not exceed 4 meters during the
mid-summer months (Figure E.2.80). Vertical illumination
will gradually increase during the autumn as glacial
input decreases.
During the filling process additional suspended sediments
will be introduced to the reservoir by the slumping of
the valley walls and continued construction activities.
The slumping of valley walls will provide intermittent
quantities of suspended sediments. Although no quantita-
tive estimates of this impact are available, it is an-
tiCipated that these impacts will be localized, of short
E-2-44
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the reduced flows in combination with the diminished
jamming in the river, will tend to produce a less severe
breakup than currently occurs.
-Suspended Sediments/Turbidity/Vertical Illumination
• Watana Reservoir
As the reservoir beings to fill, velocities will be re-
duced and deposition of the larger suspended sediment
particles will occur. Initially, all but the larger par-
ticles will pass through the reservoir, but with more and
more water impounded, smaller diameter particles will
sett1 e. As the reservoir approaches normal operati ng
levels, the percentage of particles settling will be sim-
ilar to that occurring during reservoir operation. How-
ever, since during filling, water will be passed through
the low level outlet which is at invert elevation 1490
feet, whereas during operation it will be drawn from
above elevation 2065 feet, larger particles would be
expected to pass through the. reservoir dur i ng fi 11 i ng
than during operation (The deposition process during
reservoir operation is discussed in detail in Section 3.2
(c)(iii).).
During the filling process, reservoir turbidity will de-
cr.ease in conjunction with the settling of suspended sed-
iments. Turbidity will be highest at the upper end of
the reservoir where the Susitna Ri ver enters. Turbi d
interflows and underflows may occur during summer months,
depending on the relative densities of the reservoir and
river waters. Turbidity levels in the winter are ex-
pected to decrease significantly from summer levels, how-
ever, turbidity is likely to be greater than pre-project
wi nter level s.
Vertical illumination in the reservoir will decrease dur-
ing breakup as flow begins to bring glacial silts into
the reservoir. Vertical illumination during the s-ummer
wi 11 vary, dependi ng on where the ri ver water fi nds ' its
equilibrium depth (overflow, interflow, or underflow).
Data from glacially fed Ek1utna Lake indicates that
vertical illumination will not exceed 4 meters during the
mid-summer months (Figure E.2.80). Vertical illumination
will gradually increase during the autumn as glacial
input decreases.
During the filling process additional suspended sediments
will be introduced to the reservoir by the slumping of
the valley walls and continued construction activities.
The slumping of valley walls will provide intermittent
quantities of suspended sediments. Although no quantita-
tive estimates of this impact are available, it is an-
tiCipated that these impacts will be localized, of short
E-2-44
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duration, and thus not very significant. However, slump-
i ng is expected to cont i nue after operation of the pro-
ject begins until equilibrium is attained. Construction
activities, such as the removal of timber from within the
proposed impoundment area are also expected to contribute
to increased suspended sediment concentrat ions and tur-
bidity levels and decreased vertical illumination. Once
removed, the lack of soil-stabilizing vegetative cover
will likely accelerate wall slumping. However, the in-
crease in suspended sediments due to valley wall slumping
will be significantly less the reduction due to the sed-
i mentat i on process and thus the ri ver will be cl earer
than under natural conditions.
Watana to Talkeetna
Maximum particle sizes passing through the project area
downstream, will decrease from about 500 mi crons dur i ng
pre-project conditions to about 5 microns as filling
progresses. As can be observed from the part i c1 e si ze
distribution (Figure E.2.36) this results in a retention
.of about 80 percent of the pre-project suspended sediment
at Watana. Because of the c1 ear water tributary i nfl ow
in the Watana to Talkeetna reach, further reduction of
the suspended sediment concentration will occur as the
flow moves downstream. During high tributary flow
periods, additional suspended sediment will be added to
the river by the tributaries. Talus slides may also
contri bute to the downstream suspended sediment concen-
trations. In general, the suspended sediment concentra-
tion in the Watana to Talkeetna reach will be reduced by
approximately 80 percent duri ng the summer months and
slig~tly increased during the winter months.
Downstream summer turbidity levels will be reduced to an
estimated 30-50 NTU. Winter turbidity levels, although
not presently quantifiable, will be increased above
natural levels of near zero. Because of the reduced tur-
bidity in summer, the vertical illumination will be en-
hanced. Winter vertical illumination will be reduced •
• Talkeetna to Cook Inlet
In the Talkeetna to Cook Inlet reach, the suspended sedi-
ment and turbidity levels during summer will decrease
s 1 i ghtly from pre-project 1 eve 1 s. The Chul i tna Ri ver is
a major sediment contributor to the Susitna with 28 per-
cent of its drainage area covered by glacier. As such,
it wi 11 tend to keep the suspended sediment concentra-
t ions hi gh duri ng summer. Therefore, the summer char-
acter of this reach will not change significantly.
E-2-45
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duration, and thus not very significant. However, slump-
i ng is expected to cont i nue after operation of the pro-
ject begins until equilibrium is attained. Construction
activities, such as the removal of timber from within the
proposed impoundment area are also expected to contribute
to increased suspended sediment concentrat ions and tur-
bidity levels and decreased vertical illumination. Once
removed, the lack of soil-stabilizing vegetative cover
will likely accelerate wall slumping. However, the in-
crease in suspended sediments due to valley wall slumping
will be significantly less the reduction due to the sed-
i mentat i on process and thus the ri ver will be cl earer
than under natural conditions.
Watana to Talkeetna
Maximum particle sizes passing through the project area
downstream, will decrease from about 500 mi crons dur i ng
pre-project conditions to about 5 microns as filling
progresses. As can be observed from the part i c1 e si ze
distribution (Figure E.2.36) this results in a retention
.of about 80 percent of the pre-project suspended sediment
at Watana. Because of the c1 ear water tributary i nfl ow
in the Watana to Talkeetna reach, further reduction of
the suspended sediment concentration will occur as the
flow moves downstream. During high tributary flow
periods, additional suspended sediment will be added to
the river by the tributaries. Talus slides may also
contri bute to the downstream suspended sediment concen-
trations. In general, the suspended sediment concentra-
tion in the Watana to Talkeetna reach will be reduced by
approximately 80 percent duri ng the summer months and
slig~tly increased during the winter months.
Downstream summer turbidity levels will be reduced to an
estimated 30-50 NTU. Winter turbidity levels, although
not presently quantifiable, will be increased above
natural levels of near zero. Because of the reduced tur-
bidity in summer, the vertical illumination will be en-
hanced. Winter vertical illumination will be reduced •
• Talkeetna to Cook Inlet
In the Talkeetna to Cook Inlet reach, the suspended sedi-
ment and turbidity levels during summer will decrease
s 1 i ghtly from pre-project 1 eve 1 s. The Chul i tna Ri ver is
a major sediment contributor to the Susitna with 28 per-
cent of its drainage area covered by glacier. As such,
it wi 11 tend to keep the suspended sediment concentra-
t ions hi gh duri ng summer. Therefore, the summer char-
acter of this reach will not change significantly.
E-2-45
-Dissolved Oxygen
Initially, during the 3-year filling process, the reservoir
D.O. levels should approximate riverine conditions. As
filling progresses, some weak stratification may begin to
develop, but no substanti a 1 decreases in di ssol ved oxygen
levels are anticipated. The volume of freshwater inflow,
the effects of wind and waves, and the location of the out-
1 et structure at the bottom of the re~ervoir are expected
to keep the reservoir fairly well mixed, thereby replenish-
ing oxygen levels in the hypolimnion.
No significant biochemical oxygen demand is anticipated.
The timber in the reservoir area will be cleared, thereby
eliminating the associated oxygen demand that would be cre-
ated by the inundation and decomposition of thiS vegeta-
tion. Further, the chemical oxygen demand (COD) in the
Susitna River is quite low. COD levels measured upstream
at Vee Canyon during 1980 and 1981, averaged 16 mg/1.
No significant BOD loading is expected from the construc-
tion camp and village.
As previously noted, a low level outlet will be utilized
for di schargi ng water. Therefore, the 1 eyel s of oxygen
immediately downstream of the outlet could be slightly
reduced. However, pre-project values will be established
withi n a short di stance downstream of the out 1 et due to
reaeration enhanced by the turbulent nature of the river.
-Nitrogen Supersaturation
Nitrogen supersaturation of water below a dam is possible
in certain seasons, extending a considerable distance
downstream. The detrimental impact of nitrogen supersatur-
ation is its lethal effect on fish. If dissolved gases
reach lethal levels of supersaturation, a fish kill due to
gas embol isms may result for mil es downstream of an im-
poundment (Turkheim, 1975).
Nitrogen supersaturation can be caused by passing water
over a high spillway into a deep plunge pool. The factors
influencing this phenomenon include the depth of the p1uhge
pool, the hei ght of the spi 11 way and the amount of water
bei ng spi 11 ed. Si nce all flow wi 11 be passed through the
low level diversion tunnel and no spilling of water will
occur at the Watana damsite, this problem will not exist
duri ng fi 11 i ng.
-Nutrients
Two opposing factors will affect nutrient concentrations
during the filling process. First, initial inundation will
likely cause an increase in nutrient concentrations.
E-2-46
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-Dissolved Oxygen
Initially, during the 3-year filling process, the reservoir
D.O. levels should approximate riverine conditions. As
filling progresses, some weak stratification may begin to
develop, but no substanti a 1 decreases in di ssol ved oxygen
levels are anticipated. The volume of freshwater inflow,
the effects of wind and waves, and the location of the out-
1 et structure at the bottom of the re~ervoir are expected
to keep the reservoir fairly well mixed, thereby replenish-
ing oxygen levels in the hypolimnion.
No significant biochemical oxygen demand is anticipated.
The timber in the reservoir area will be cleared, thereby
eliminating the associated oxygen demand that would be cre-
ated by the inundation and decomposition of thiS vegeta-
tion. Further, the chemical oxygen demand (COD) in the
Susitna River is quite low. COD levels measured upstream
at Vee Canyon during 1980 and 1981, averaged 16 mg/1.
No significant BOD loading is expected from the construc-
tion camp and village.
As previously noted, a low level outlet will be utilized
for di schargi ng water. Therefore, the 1 eyel s of oxygen
immediately downstream of the outlet could be slightly
reduced. However, pre-project values will be established
withi n a short di stance downstream of the out 1 et due to
reaeration enhanced by the turbulent nature of the river.
-Nitrogen Supersaturation
Nitrogen supersaturation of water below a dam is possible
in certain seasons, extending a considerable distance
downstream. The detrimental impact of nitrogen supersatur-
ation is its lethal effect on fish. If dissolved gases
reach lethal levels of supersaturation, a fish kill due to
gas embol isms may result for mil es downstream of an im-
poundment (Turkheim, 1975).
Nitrogen supersaturation can be caused by passing water
over a high spillway into a deep plunge pool. The factors
influencing this phenomenon include the depth of the p1uhge
pool, the hei ght of the spi 11 way and the amount of water
bei ng spi 11 ed. Si nce all flow wi 11 be passed through the
low level diversion tunnel and no spilling of water will
occur at the Watana damsite, this problem will not exist
duri ng fi 11 i ng.
-Nutrients
Two opposing factors will affect nutrient concentrations
during the filling process. First, initial inundation will
likely cause an increase in nutrient concentrations.
E-2-46
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Second, sedimentation will strip some nutrients from the
water column. The magnitude of net change in nutrient
concentrations is unknown, but it is likely that nutrient
concentrat ions wi 11 increase for at 1 east a short-term
during fill ing.
-Other
No significant chang;~s in any other water qual ity par-
ameters are ant i ci pated.
(v) Effects on Groundwater Conditions
-Mainstem
Alluvial gravels in the river and tributary bottoms will be
inundated. No significant aquifers are known to be in the
reservoir area, other than theunconfi ned aqui fers at the
relic channel and in valley bottoms.
Summer releases from the reservoir during filling are dis-
cussed in Section 3.2(b)(i). As a result of the decreased
summer ,flows, water levels will be reduced, especially
above Talkeetna. This will in turn cause a reduction in
groundwater levels, downstream but the groundwater level
changes will be confined to the river floodplain area. The
groundwater table will be reduced by about 2 feet in summer
near the shoreline with less change occurring with distance
away from the river.
A s imil ar process will occur downstream of Talkeetna, but
the changes in groundwater levels will be of less magnitude
due to the decreased effect on river stages.
-Impacts on Sloughs
The reduced mainstem flows and subsequently lower Susitna
River water levels will reduce the water level gradient
between the mai nstem and the sloughs. At 1 ocat ions where
slough upwelling 'is unaffected by mainstem backwater
effects, the reduced gradient will result in reduced slough
upwell i ng rates. However, an analysi s of mai nstem water
elevations at the decreased flow rate and the slough up-
welling elevations, indicates a continued positive flow
toward these upwell i ng areas with the except i on that the
intersection of the slough and the groundwater table will
move downstream. Data to confirm the areal extent of
upwelling at low flows is unavailable at this time.
E-2-47
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Second, sedimentation will strip some nutrients from the
water column. The magnitude of net change in nutrient
concentrations is unknown, but it is likely that nutrient
concentrat ions wi 11 increase for at 1 east a short-term
during fill ing.
-Other
No significant chang;~s in any other water qual ity par-
ameters are ant i ci pated.
(v) Effects on Groundwater Conditions
-Mainstem
Alluvial gravels in the river and tributary bottoms will be
inundated. No significant aquifers are known to be in the
reservoir area, other than theunconfi ned aqui fers at the
relic channel and in valley bottoms.
Summer releases from the reservoir during filling are dis-
cussed in Section 3.2(b)(i). As a result of the decreased
summer ,flows, water levels will be reduced, especially
above Talkeetna. This will in turn cause a reduction in
groundwater levels, downstream but the groundwater level
changes will be confined to the river floodplain area. The
groundwater table will be reduced by about 2 feet in summer
near the shoreline with less change occurring with distance
away from the river.
A s imil ar process will occur downstream of Talkeetna, but
the changes in groundwater levels will be of less magnitude
due to the decreased effect on river stages.
-Impacts on Sloughs
The reduced mainstem flows and subsequently lower Susitna
River water levels will reduce the water level gradient
between the mai nstem and the sloughs. At 1 ocat ions where
slough upwelling 'is unaffected by mainstem backwater
effects, the reduced gradient will result in reduced slough
upwell i ng rates. However, an analysi s of mai nstem water
elevations at the decreased flow rate and the slough up-
welling elevations, indicates a continued positive flow
toward these upwell i ng areas with the except i on that the
intersection of the slough and the groundwater table will
move downstream. Data to confirm the areal extent of
upwelling at low flows is unavailable at this time.
E-2-47
The thalweg profile in slough 9 and computed mainstem water
surface profiles in the vicinity of Slough 9 are illus-
trated in Figure E.2.81. The thalweg profile taken at
right angles to the mainstem flow together with the main-
stem water levels show that upwelling will continue at
lower mainstem flows. (The water surface profiles which
were computed using HEC-2 a.re sufficiently accurate to
illustrate the relationship). It should also be noted that
the groundwater driving head is more in an upstream-
downstream direction than in a direction perpendicular to
the mainstem. This can in general be attributed to the
1 ocat i on of most sloughs at natura 1 bends in the river.
The di stance from the mai nstem at the head end of the
sloughs to the rna i nstem at the mouth of the sloughs ;-s
usually shorter through the sloughs than along the mai n-
stem. .
At the slough upwelling locations which are affected by the
mainstem backwater, the groundwater gradient between main-
stem and slough is relatively unaffected by discharge until
backwater effects are ·no longer present at the upwelling
1 ocat i on. (As the mai nstem water 1 eve 1 decreases at the
head end of the slough, there is a corresponding decrease
in mairistem water level at the mouth of the slough where
the backwater is controlled. Therefore, the gradient
betweefi the mainstem water level upstream and the backwater
elevation in the slough is essentially unchanged.) Hence
upwell i ng rates in backwater areas wou1 d remai n virtually
unchanged until the area is no longer affected by back-
water. At that time the upwelling would behave as dis-
cussed above.
Under ice conditions the mainstem water levels increase,
resulting in an increased head differential between main-
stem and slough, and increased upwelling in the sloughs.
Under reservoir filling conditions during winter, discharge
will be reduced to about 1000 cfs at Gold Creek during the
freeze-up period. This will result in reduced staging from
pre-project ice staging levels. Hence, during winter, the
mainstem-slough water level differential will be reduced
with a corresponding reduction in upwelling area.
In summary, based on available information to date, up-
welling in sloughs will continue but at an equal or slight-
ly reduced rate from the natural rate. Additionally, the
upper ends of some sloughs maybe dewatered because of the
lower groundwater table associ ated with the decrease in
mainstem water levels.
(vi) Impacts on Lakes and Streams
Several tundra lakes will be inundated as the reservoir
approaches full pool. The mouths of tributary streams
E-2-48
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The thalweg profile in slough 9 and computed mainstem water
surface profiles in the vicinity of Slough 9 are illus-
trated in Figure E.2.81. The thalweg profile taken at
right angles to the mainstem flow together with the main-
stem water levels show that upwelling will continue at
lower mainstem flows. (The water surface profiles which
were computed using HEC-2 a.re sufficiently accurate to
illustrate the relationship). It should also be noted that
the groundwater driving head is more in an upstream-
downstream direction than in a direction perpendicular to
the mainstem. This can in general be attributed to the
1 ocat i on of most sloughs at natura 1 bends in the river.
The di stance from the mai nstem at the head end of the
sloughs to the rna i nstem at the mouth of the sloughs ;-s
usually shorter through the sloughs than along the mai n-
stem. .
At the slough upwelling locations which are affected by the
mainstem backwater, the groundwater gradient between main-
stem and slough is relatively unaffected by discharge until
backwater effects are ·no longer present at the upwelling
1 ocat i on. (As the mai nstem water 1 eve 1 decreases at the
head end of the slough, there is a corresponding decrease
in mairistem water level at the mouth of the slough where
the backwater is controlled. Therefore, the gradient
betweefi the mainstem water level upstream and the backwater
elevation in the slough is essentially unchanged.) Hence
upwell i ng rates in backwater areas wou1 d remai n virtually
unchanged until the area is no longer affected by back-
water. At that time the upwelling would behave as dis-
cussed above.
Under ice conditions the mainstem water levels increase,
resulting in an increased head differential between main-
stem and slough, and increased upwelling in the sloughs.
Under reservoir filling conditions during winter, discharge
will be reduced to about 1000 cfs at Gold Creek during the
freeze-up period. This will result in reduced staging from
pre-project ice staging levels. Hence, during winter, the
mainstem-slough water level differential will be reduced
with a corresponding reduction in upwelling area.
In summary, based on available information to date, up-
welling in sloughs will continue but at an equal or slight-
ly reduced rate from the natural rate. Additionally, the
upper ends of some sloughs maybe dewatered because of the
lower groundwater table associ ated with the decrease in
mainstem water levels.
(vi) Impacts on Lakes and Streams
Several tundra lakes will be inundated as the reservoir
approaches full pool. The mouths of tributary streams
E-2-48
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enteri ng the reservoir wi 11 be inundated for severa LJmil es
(Sec. 2.4 (b)). Bedload and suspended sediment carried by
these streams will be deposited at or near the new mouths of
the streams as the river mouths move upstream during the
filling process. No significant impacts io Tsusena or
Deadman Creeks are anticipated from their use as water supply
and waste recipient, respectively.
(vii) Effects on Instream Flow Uses
-Fishery ;Zesources, Riparian Vegetation, and Wildlife
Habitat
Impacts on fishery resources, riparian vegetation and wild-
life habitat during the filling process are discussed more
fully in Chapter 3. As summer flows are reduced, fish
access to slough habitats will be decreased. Since temper-
atures of upwelling groundwater in sloughs are expected to
be unchanged and upwelling should continue at most 10ca-
t ions, though pos sib 1y at a reduced rate, impacts on the
"i ncubat i on of sal moni d eggs are not expected to be severe.
-Navigation and Transportation
Once impoundment of the reservoir commences, the character
of the ri ver immedi ate1y u-pstream of the dam wi 11 change
from a fast-flowing river with numerous rapids to a still-
water reservoir. The reservoir will ultimately extend 54
miles upstream, just downstream of the confluence with the
Tyone Ri ver, and will inundate the major rapi ds at Vee
Canyon when the reservoir reaches full pool. The reservoir
will allow increased boat traffic to this reach of river by
decreasing the navigational difficulties.
The reduced summer flows released from the reservoir during
filling could reduce the navigation difficulties between
Watana and Devil Canyon during the summer months. However,
the lower segment of this reach from Devil Creek to Devil
Canyon will still consist of heavy white-water rapids suit-
able only for expert kayakers.
Navigational difficulties between Devil Canyon and the con-
fl uence wi th the Chu1 i tna Ri ver wi 11 be increased due to
shallower water and a somewhat constricted channel. Al-
though there will be sufficient depth in the river to navi-
gate it, greater care will be required to avoid grounding.
There will be less floating debris in this reach of the
river, which will reduce the navigational danger somewhat.
There will be little impact on navigation below the conflu-
ence of the Chulitna River. The Susitna River is highly
braided from Talkeetna to Cook Inlet with numerous channels
which can change rapidly due to the high bedload movement
E-2-49
enteri ng the reservoir wi 11 be inundated for severa LJmil es
(Sec. 2.4 (b)). Bedload and suspended sediment carried by
these streams will be deposited at or near the new mouths of
the streams as the river mouths move upstream during the
filling process. No significant impacts io Tsusena or
Deadman Creeks are anticipated from their use as water supply
and waste recipient, respectively.
(vii) Effects on Instream Flow Uses
-Fishery ;Zesources, Riparian Vegetation, and Wildlife
Habitat
Impacts on fishery resources, riparian vegetation and wild-
life habitat during the filling process are discussed more
fully in Chapter 3. As summer flows are reduced, fish
access to slough habitats will be decreased. Since temper-
atures of upwelling groundwater in sloughs are expected to
be unchanged and upwelling should continue at most 10ca-
t ions, though pos sib 1y at a reduced rate, impacts on the
"i ncubat i on of sal moni d eggs are not expected to be severe.
-Navigation and Transportation
Once impoundment of the reservoir commences, the character
of the ri ver immedi ate1y u-pstream of the dam wi 11 change
from a fast-flowing river with numerous rapids to a still-
water reservoir. The reservoir will ultimately extend 54
miles upstream, just downstream of the confluence with the
Tyone Ri ver, and will inundate the major rapi ds at Vee
Canyon when the reservoir reaches full pool. The reservoir
will allow increased boat traffic to this reach of river by
decreasing the navigational difficulties.
The reduced summer flows released from the reservoir during
filling could reduce the navigation difficulties between
Watana and Devil Canyon during the summer months. However,
the lower segment of this reach from Devil Creek to Devil
Canyon will still consist of heavy white-water rapids suit-
able only for expert kayakers.
Navigational difficulties between Devil Canyon and the con-
fl uence wi th the Chu1 i tna Ri ver wi 11 be increased due to
shallower water and a somewhat constricted channel. Al-
though there will be sufficient depth in the river to navi-
gate it, greater care will be required to avoid grounding.
There will be less floating debris in this reach of the
river, which will reduce the navigational danger somewhat.
There will be little impact on navigation below the conflu-
ence of the Chulitna River. The Susitna River is highly
braided from Talkeetna to Cook Inlet with numerous channels
which can change rapidly due to the high bedload movement
E-2-49
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and readily erodible bed material. Navigation can be
difficult at present and knowledge of the river is
beneficial at low flows. The reduced summer flows from the
Susitna River will be somewhat compensated for by the high
flows from other tributaries. No impacts near the existing
boat access points of Susitna Landing, Kaskwitna River or
Willow Creek have been identified. Minor restrictions on
navigation may occur at the upstream access to Alexander
Slough, but this would occur only in low streamflow years
when the other-tributaries also have low flow.
-Recreation
Information on recreation can be found in Chapter 7.
-Waste Assimilative Capacity
The previously noted, reductions to downstream summer flows
could result in a slight reduction in the waste assimila-
tive capacity of the river. However, no significant impact
is anticipated given the limited sources of waste loading
on the river (see Section 3.2(a)(ii)).
-Freshwater Recruitment to Estuaries
During filling, under av'erage flow conditions, the mean
annual freshwater inflow to Cook Inlet will be reduced by
about 12 percent. This will cause a few parts per thou-
sand increase in the natural salinity conditions. How-
ever, the salinity change would still be within the range
of normal variation. If filling were to take place
during an average hydrologic sequence, then the annual
freshwater input to Cook Inlet would still be greater
than the existing annual flows into Cook Inlet 15 percent
of the time.
During a dry flow sequence, the downstream flow require-
ments at Gold Creek would be maintained. Thus, a smaller
percentage of the Gold Creek flow is available for stor-
age. Consequently the percent reduct ion in fresh water
i nfl ow into Cook In 1 et is 1 ess for a sequence of dry
years than for average conditions.
The higher Cook Inlet salinities will last only until
project operation, at which time a new equilibrium wil be
established as described in Section 3.2(c)(v).
E-2-50
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and readily erodible bed material. Navigation can be
difficult at present and knowledge of the river is
beneficial at low flows. The reduced summer flows from the
Susitna River will be somewhat compensated for by the high
flows from other tributaries. No impacts near the existing
boat access points of Susitna Landing, Kaskwitna River or
Willow Creek have been identified. Minor restrictions on
navigation may occur at the upstream access to Alexander
Slough, but this would occur only in low streamflow years
when the other-tributaries also have low flow.
-Recreation
Information on recreation can be found in Chapter 7.
-Waste Assimilative Capacity
The previously noted, reductions to downstream summer flows
could result in a slight reduction in the waste assimila-
tive capacity of the river. However, no significant impact
is anticipated given the limited sources of waste loading
on the river (see Section 3.2(a)(ii)).
-Freshwater Recruitment to Estuaries
During filling, under av'erage flow conditions, the mean
annual freshwater inflow to Cook Inlet will be reduced by
about 12 percent. This will cause a few parts per thou-
sand increase in the natural salinity conditions. How-
ever, the salinity change would still be within the range
of normal variation. If filling were to take place
during an average hydrologic sequence, then the annual
freshwater input to Cook Inlet would still be greater
than the existing annual flows into Cook Inlet 15 percent
of the time.
During a dry flow sequence, the downstream flow require-
ments at Gold Creek would be maintained. Thus, a smaller
percentage of the Gold Creek flow is available for stor-
age. Consequently the percent reduct ion in fresh water
i nfl ow into Cook In 1 et is 1 ess for a sequence of dry
years than for average conditions.
The higher Cook Inlet salinities will last only until
project operation, at which time a new equilibrium wil be
established as described in Section 3.2(c)(v).
E-2-50
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(c) Watana Operation
(i) Flows
•
-Project Operation
Watana will be operated in a storage-and-release mode,
such that summer flows will be captured for release in
wi nter. Generally, the Watana reservoir wi 11 be at or
near its normal maximum operating level of 2185 feet each
year at the end of September. Gradually the reservoir
will be drawn down to meet winter energy demand. In
early May, the reservoir will reach its minimum annual
1 eve 1 and then begi n to refi 11 fr am the spr i ng melt.
Flow in excess of both the downstream flow requirements
and power needs will be stored during the summer until
the reservoir reaches the normal maximum operating level
of 2185 feet. Once the reservoir is at this elevation,
flow above that required for power will be wasted. After
the threat of significant flooding has passed in late
August, the reservoir wi 11 be all owed to surcharge to
2190 feet to minimize wasting of water in late august and
September. Then, at the end of September, the annual
cycle w~e r~peated •
• Minimum Downstream Target Flows
During project operation, minimum Gold Creek target
flows from May through September will be unchanged from
those duri ng reservoir impoundment except that flows
from October to Apri 1 wi 11 be mai ntai ned at or above
5,000 cfs. It should be noted that these flows are
minimum target flows. In reality, project operation
flows will normally be greater than the targeted mini-
mum flows during winter. During May, June, July and
October, operat i ana 1 flows wi 11 a 1 so normally be
greater than the mi ni mums. The 1 ate Ju 1y, August, and
September flows will probably coincide very closely
with the mi nimum requirements. The mi ni mum tar get
flows during operation are shown in Table E.2.17.
If during summer, the natural flows fall below the Gold
Creek minimum target, then these flows will be augment-
ed to maintain the downstream flow requirement •
• Monthly Energy Simulations
A monthly energy simulation program was run using the
32 years of Watana synthesized flow data given in Table
E2.2 except that the extreme drought (recurrence inter-
val greater than one in 500 years) which occurred in
water year 1969, dominated the analysis and was there-
fore modified to reflect a drought with recurrence
interval of one in 32 years for energy planning and
E-2-51
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(c) Watana Operation
(i) Flows
•
-Project Operation
Watana will be operated in a storage-and-release mode,
such that summer flows will be captured for release in
wi nter. Generally, the Watana reservoir wi 11 be at or
near its normal maximum operating level of 2185 feet each
year at the end of September. Gradually the reservoir
will be drawn down to meet winter energy demand. In
early May, the reservoir will reach its minimum annual
1 eve 1 and then begi n to refi 11 fr am the spr i ng melt.
Flow in excess of both the downstream flow requirements
and power needs will be stored during the summer until
the reservoir reaches the normal maximum operating level
of 2185 feet. Once the reservoir is at this elevation,
flow above that required for power will be wasted. After
the threat of significant flooding has passed in late
August, the reservoir wi 11 be all owed to surcharge to
2190 feet to minimize wasting of water in late august and
September. Then, at the end of September, the annual
cycle w~e r~peated •
• Minimum Downstream Target Flows
During project operation, minimum Gold Creek target
flows from May through September will be unchanged from
those duri ng reservoir impoundment except that flows
from October to Apri 1 wi 11 be mai ntai ned at or above
5,000 cfs. It should be noted that these flows are
minimum target flows. In reality, project operation
flows will normally be greater than the targeted mini-
mum flows during winter. During May, June, July and
October, operat i ana 1 flows wi 11 a 1 so normally be
greater than the mi ni mums. The 1 ate Ju 1y, August, and
September flows will probably coincide very closely
with the mi nimum requirements. The mi ni mum tar get
flows during operation are shown in Table E.2.17.
If during summer, the natural flows fall below the Gold
Creek minimum target, then these flows will be augment-
ed to maintain the downstream flow requirement •
• Monthly Energy Simulations
A monthly energy simulation program was run using the
32 years of Watana synthesized flow data given in Table
E2.2 except that the extreme drought (recurrence inter-
val greater than one in 500 years) which occurred in
water year 1969, dominated the analysis and was there-
fore modified to reflect a drought with recurrence
interval of one in 32 years for energy planning and
E-2-51
drawdown optimization. Energy production was optim-
ized, taking into account the reservoir operating
criteria and the downstream flow requirements. The
energy simulation program is discussed in Volume 4,
Appendix A of the Feasibility Study (Acres, 1982).
Monthly maximum ,mi ni mum, and medi an Watana reservoir
levels for the 32 year simulation are illustrated in
Figure E.2.82 •
• Daily Operation
In an effort to stabilize downstream flows, Watana will
be operated as a base loaded plant until Devil Canyon
is completed. This will produce daily flows that are
virtually constant most of the year. During summer it
may be economically desirable to vary flow on a daily
basis to take advantage of the flow contribution down-
stream of Watana to meet the flow requirements at Gold
Creek. This would yield stable flows at Gold Creek,
but somewhat var i ab 1 e ri ver flows between Watana and
Portage Creek.
-Mean Mant?+Y and Annual Flows
Monthly discharges at Watana for the 32 year period were
computed using the monthly energy simulation program and
are presented in Table E.2.21. The maximum, mean, and
minimum flows for each month are summarized in Table
E.2.22. Pre-project flows are also presented for
comparison. In general, powerhouse flows from October
through April will be much greater than natural flows.
For example, in March the operational flows will be eight
times greater than natural river flow. Average post pro-
ject flow for May will be about 30 percent less than the
natural flow. Mean daily post project flows during May
wi 11 be si mil ar for each day of the month. In contrast,
existing baseline flows vary considerably from the start
of the month to the end of the month due to the timing of
the snowmelt. Flows during June, July, August and
September will be substantially reduced, to effect reser-
voir fi 11 i ng.
Pre and post project montly flows at Gol d Creek are
listed in Tables E2.23-and E2.24. A summary is present-
ed in Table E2.2S. The comparison is similar to that for
Watana although the pre-pr oj ect/post-pr oj ect percentage
change is less.
Further downstream at the Sunshine and Susitna Station,
gaging station pre-and-post project flow differences will
become less significant. During July, average monthly
flows will be reduced by eleven percent at Susitna
E-2-52
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drawdown optimization. Energy production was optim-
ized, taking into account the reservoir operating
criteria and the downstream flow requirements. The
energy simulation program is discussed in Volume 4,
Appendix A of the Feasibility Study (Acres, 1982).
Monthly maximum ,mi ni mum, and medi an Watana reservoir
levels for the 32 year simulation are illustrated in
Figure E.2.82 •
• Daily Operation
In an effort to stabilize downstream flows, Watana will
be operated as a base loaded plant until Devil Canyon
is completed. This will produce daily flows that are
virtually constant most of the year. During summer it
may be economically desirable to vary flow on a daily
basis to take advantage of the flow contribution down-
stream of Watana to meet the flow requirements at Gold
Creek. This would yield stable flows at Gold Creek,
but somewhat var i ab 1 e ri ver flows between Watana and
Portage Creek.
-Mean Mant?+Y and Annual Flows
Monthly discharges at Watana for the 32 year period were
computed using the monthly energy simulation program and
are presented in Table E.2.21. The maximum, mean, and
minimum flows for each month are summarized in Table
E.2.22. Pre-project flows are also presented for
comparison. In general, powerhouse flows from October
through April will be much greater than natural flows.
For example, in March the operational flows will be eight
times greater than natural river flow. Average post pro-
ject flow for May will be about 30 percent less than the
natural flow. Mean daily post project flows during May
wi 11 be si mil ar for each day of the month. In contrast,
existing baseline flows vary considerably from the start
of the month to the end of the month due to the timing of
the snowmelt. Flows during June, July, August and
September will be substantially reduced, to effect reser-
voir fi 11 i ng.
Pre and post project montly flows at Gol d Creek are
listed in Tables E2.23-and E2.24. A summary is present-
ed in Table E2.2S. The comparison is similar to that for
Watana although the pre-pr oj ect/post-pr oj ect percentage
change is less.
Further downstream at the Sunshine and Susitna Station,
gaging station pre-and-post project flow differences will
become less significant. During July, average monthly
flows will be reduced by eleven percent at Susitna
E-2-52
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Station. However, during the winter, flows will be 100
percent greater than exi st i ng condi t ions. Monthly pre-
and post-project flows at the Sunshine and Susitna
Stations are tabulated in Tables E.2.26 through E.2.29
and summarized in E2.30 and E2.31.
Mea n an nua 1 flow will remain the same at a 11 stat ions.
However, flow will be redistributed from the summer
months to the winter months.
-Floods
• Spring Floods
For the 32 years si mul ated, Watana reservoi r had suf-
ficient storage capacity to absorb all floods. The
largest flood of record, June 7, 1964, had a peak dis-
charge of 90,700 cfs at Gold Creek, corresponding to an
annua.l flood recurrence interval of better than 20
years. This flood provided the largest mean monthly
inflow on record at Gold Creek, 50,580 cfs and contain-
ed the largest flood volume on record. However, even
with this large a flooq, the simulated reservoir level
increased only 49 feet fr~vation 2089 to elevation
2138. A further 47 feet of storage were available
before reservoir spillage would have occurred.
The flood volume for a May-July once in fifty year
flood was determined to be 2.3 million acre feet (R&M,
1981a). This is equivalent to the storage volume con-
tained between elevation 2117 and 2185, neglecting dis-
charge. Since the maximum elevation at the beginning
of June was always less than 2117 during the simula-
tion, the 50 year flood volume can be stored without
spillage if it occurs in June. Assuming the maximum
June 30th water level in the simulation, if ·the flood
event occurs in July, the once in fifty year flood
volume can also be accommodated without exceeding
El evati on 2185 if the powerhouse di scharge averages
10,000 cfs. Thus, for flows up to the once in fi fty
year spri ng flood event, Watana reservoir capacity is
capable of totally absorbing the flood without
spillage.
Only for flood events greater than the once in fifty
year event and after the reservoir elevation reaches
2185.5 feet, will the powerhouse and outlet facilities
will be operated to match inflow up to the full operat-
ing capacity of the outlet facilities and powerhouse.
If inflow continues to be greater than outflow, the
reservoir will gradually rise to Elevation 2193. At
that time, the main spillway gates will be opened and
operated so that the out flow matches the i nfl ow. The
E-2-53
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Station. However, during the winter, flows will be 100
percent greater than exi st i ng condi t ions. Monthly pre-
and post-project flows at the Sunshine and Susitna
Stations are tabulated in Tables E.2.26 through E.2.29
and summarized in E2.30 and E2.31.
Mea n an nua 1 flow will remain the same at a 11 stat ions.
However, flow will be redistributed from the summer
months to the winter months.
-Floods
• Spring Floods
For the 32 years si mul ated, Watana reservoi r had suf-
ficient storage capacity to absorb all floods. The
largest flood of record, June 7, 1964, had a peak dis-
charge of 90,700 cfs at Gold Creek, corresponding to an
annua.l flood recurrence interval of better than 20
years. This flood provided the largest mean monthly
inflow on record at Gold Creek, 50,580 cfs and contain-
ed the largest flood volume on record. However, even
with this large a flooq, the simulated reservoir level
increased only 49 feet fr~vation 2089 to elevation
2138. A further 47 feet of storage were available
before reservoir spillage would have occurred.
The flood volume for a May-July once in fifty year
flood was determined to be 2.3 million acre feet (R&M,
1981a). This is equivalent to the storage volume con-
tained between elevation 2117 and 2185, neglecting dis-
charge. Since the maximum elevation at the beginning
of June was always less than 2117 during the simula-
tion, the 50 year flood volume can be stored without
spillage if it occurs in June. Assuming the maximum
June 30th water level in the simulation, if ·the flood
event occurs in July, the once in fifty year flood
volume can also be accommodated without exceeding
El evati on 2185 if the powerhouse di scharge averages
10,000 cfs. Thus, for flows up to the once in fi fty
year spri ng flood event, Watana reservoir capacity is
capable of totally absorbing the flood without
spillage.
Only for flood events greater than the once in fifty
year event and after the reservoir elevation reaches
2185.5 feet, will the powerhouse and outlet facilities
will be operated to match inflow up to the full operat-
ing capacity of the outlet facilities and powerhouse.
If inflow continues to be greater than outflow, the
reservoir will gradually rise to Elevation 2193. At
that time, the main spillway gates will be opened and
operated so that the out flow matches the i nfl ow. The
E-2-53
main spillway will be able to handle floods up to the
once in 10,000-year event. Peak inflow for a once in
10,000-year flood will exceed outflow capacity
resulting in a slight increase in water level above
2193 feet. The discharges and water levels associated
with a once in 10, OOO-year flood are shown in Fi gure
Eo 2.83.
If the probable maximum flood were to occur, the main
s pi 11 way wi 11 be operated to match i nfl ow unt il the
capacity of the spi11wc.y is exceeded.· The reservoir
elevation would rise until it reached Elevation 2200.
At this elevation, the erodable dike in the emergency
spillway would be eroded and the emergency spillway
would operate. The resulting total outflow through all
the discharge structures would be 15,000 cfs less than
. the probable maximum flood (PMF) of 326,000 cfs. The
i nfl o.w and outflow hydrographs for the PMF are i 11 us-
trated in Figure E.2.83 •
• Summer Floods
For floods occurri ng in August and September, it is
probable that the Watan~rvoir could reach Eleva-
tion 2185. Design considerations were therefore estab-
lished to ensure that the powerhouse and outlet facili-
ties will have sufficient capacity to pass the once in
fifty year summer flood without operating the main
spillway as the resultant nitrogen supersaturation
coul d. be detri menta 1 to downstream fi sher i es. Our i ng
the flood, the reservoir will be allowed to surcharge
to Elevation 2193.
An analysis of the once in fifty year summer flood was
carri ed out assumi ng that the reservoi r was at 2185
feet when the flood commenced. The inflow flood hydro-
graph at Watana was derived by multiplying the mean
annual flood peak at Watana by the ratio of the once in
two year summer flood peak at Gold Creek to mean annual
flood peak at Gold Creek to obtain the once in two year
summer flood peak at Watana. This value was then
multiplied by the ratio of the once in fifty year
summer flood to the once in two year summer flood at
Gold Creek, to obtain the Watana once in fifty year
summer flood peak of 64,500 cfs. The August to October
dimensionless hydrograph (R&M, 1981a) was next multi-
p 1 i ed by the Watana peak flood flow to obta in the in ...
flow hydrograph. The i nfl ow was then routed through
the reservoir to obtain the outflow hydrograph. Maxi-
mum outflow is the sum of the outlet facility discharge
and the powerhouse fl ows. Flows and associ ated water
levels are illustrated in Figure E.2.83.
E-2-54
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main spillway will be able to handle floods up to the
once in 10,000-year event. Peak inflow for a once in
10,000-year flood will exceed outflow capacity
resulting in a slight increase in water level above
2193 feet. The discharges and water levels associated
with a once in 10, OOO-year flood are shown in Fi gure
Eo 2.83.
If the probable maximum flood were to occur, the main
s pi 11 way wi 11 be operated to match i nfl ow unt il the
capacity of the spi11wc.y is exceeded.· The reservoir
elevation would rise until it reached Elevation 2200.
At this elevation, the erodable dike in the emergency
spillway would be eroded and the emergency spillway
would operate. The resulting total outflow through all
the discharge structures would be 15,000 cfs less than
. the probable maximum flood (PMF) of 326,000 cfs. The
i nfl o.w and outflow hydrographs for the PMF are i 11 us-
trated in Figure E.2.83 •
• Summer Floods
For floods occurri ng in August and September, it is
probable that the Watan~rvoir could reach Eleva-
tion 2185. Design considerations were therefore estab-
lished to ensure that the powerhouse and outlet facili-
ties will have sufficient capacity to pass the once in
fifty year summer flood without operating the main
spillway as the resultant nitrogen supersaturation
coul d. be detri menta 1 to downstream fi sher i es. Our i ng
the flood, the reservoir will be allowed to surcharge
to Elevation 2193.
An analysis of the once in fifty year summer flood was
carri ed out assumi ng that the reservoi r was at 2185
feet when the flood commenced. The inflow flood hydro-
graph at Watana was derived by multiplying the mean
annual flood peak at Watana by the ratio of the once in
two year summer flood peak at Gold Creek to mean annual
flood peak at Gold Creek to obtain the once in two year
summer flood peak at Watana. This value was then
multiplied by the ratio of the once in fifty year
summer flood to the once in two year summer flood at
Gold Creek, to obtain the Watana once in fifty year
summer flood peak of 64,500 cfs. The August to October
dimensionless hydrograph (R&M, 1981a) was next multi-
p 1 i ed by the Watana peak flood flow to obta in the in ...
flow hydrograph. The i nfl ow was then routed through
the reservoir to obtain the outflow hydrograph. Maxi-
mum outflow is the sum of the outlet facility discharge
and the powerhouse fl ows. Flows and associ ated water
levels are illustrated in Figure E.2.83.
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If summer floods of 1 esser magnitude than the fifty
year event occur with the reservoir full, i nfl ow will
match outflow up to the discharge capabil ity of the
outlet facilities and powerhouse.
August floods occurring in the 32 year energy simula-
tion period did not cause the reservoir to exceed ele-
vation 2190 feet. Hence, no spills occurred. The sim-
ulation included the August 15, 1967 flood. This flood
had an instantaneous peak of 80,200 cfs at Gold Creek
and an equi va 1 ent return of once in 65 years; thus
demonstrating the conservative nature of the above
analysis.
Downstream of Watana, flood flows at Go 1 d Creek,· wi 11
be reduced corresponding to the reduction in flood flow
at Watana. Flood peaks at Sunshine and Susitna Station
will also be attenuated, but to a lesser extent •
• The annual and summer flood frequency curves for Watana
are illustrated in Figure E.2.84.
-Flow Variability
Under normal hydrologic conditions, flow from the Watana
development will be totally regul ated. The downstream
flow will be controlled by one of the following criteria:
downstream flow requirements,· minimum power demand, or
reservoir level operating rule curve. There will gener-
ally not be significant changes in mean daily flow from
one day to the next. However, there can be significant
vari ati ons in di scharge from one season to the next anq
for the same month from one year to the next.
Monthly and annual flow durati on curves based on the
monthly average flows for pre-project and post-project
operating conditions for the simulation period are
illustrated in Figures E.2.85 through E.2.88 for Watana,
Gold Creek, Sunshine, and Susitna Station. The flow
durat i on curves show a dimi ni shed pre-and-post-project
difference with distance downstream of Watana.
(ii) River Morphology
Impacts on river morphology during Watana operation will be
similar to those occurring during reservor impoundment
(Section 3.2(b)(ii), although flow levels will generally be
increased for power operations. The reduction in stream-
flow peaks, and the trapping of bedload and suspended sedi-
ments will continue to Significantly reduce morphological
changes in the river above the Susitna-Chulitna confluence.
E-2-55 L
If summer floods of 1 esser magnitude than the fifty
year event occur with the reservoir full, i nfl ow will
match outflow up to the discharge capabil ity of the
outlet facilities and powerhouse.
August floods occurring in the 32 year energy simula-
tion period did not cause the reservoir to exceed ele-
vation 2190 feet. Hence, no spills occurred. The sim-
ulation included the August 15, 1967 flood. This flood
had an instantaneous peak of 80,200 cfs at Gold Creek
and an equi va 1 ent return of once in 65 years; thus
demonstrating the conservative nature of the above
analysis.
Downstream of Watana, flood flows at Go 1 d Creek,· wi 11
be reduced corresponding to the reduction in flood flow
at Watana. Flood peaks at Sunshine and Susitna Station
will also be attenuated, but to a lesser extent •
• The annual and summer flood frequency curves for Watana
are illustrated in Figure E.2.84.
-Flow Variability
Under normal hydrologic conditions, flow from the Watana
development will be totally regul ated. The downstream
flow will be controlled by one of the following criteria:
downstream flow requirements,· minimum power demand, or
reservoir level operating rule curve. There will gener-
ally not be significant changes in mean daily flow from
one day to the next. However, there can be significant
vari ati ons in di scharge from one season to the next anq
for the same month from one year to the next.
Monthly and annual flow durati on curves based on the
monthly average flows for pre-project and post-project
operating conditions for the simulation period are
illustrated in Figures E.2.85 through E.2.88 for Watana,
Gold Creek, Sunshine, and Susitna Station. The flow
durat i on curves show a dimi ni shed pre-and-post-project
difference with distance downstream of Watana.
(ii) River Morphology
Impacts on river morphology during Watana operation will be
similar to those occurring during reservor impoundment
(Section 3.2(b)(ii), although flow levels will generally be
increased for power operations. The reduction in stream-
flow peaks, and the trapping of bedload and suspended sedi-
ments will continue to Significantly reduce morphological
changes in the river above the Susitna-Chulitna confluence.
E-2-55
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The mainstem river will tend to become tighter and better
defi ned. Channe 1 wi dth reduct i on by vegetat ion
encroachment will continue.
The effects of ice forces duri ng breakup on the ri ver
morphology above the Chulitna River will be effectively
eliminated. Although an ice cover could form up to Devil
Canyon, the rapi d ri se in streamflows whi ch causes the
initial ice movement at breakup will be eliminated due to
the reservoir regu1 ati on. Instead of movi ng downri ver and
formi ng ice jar(ts, the ice will thermally degrade. When it
does move, it wi 11 be ina weakened state and wi 11 not
cause a significant amount of damage.
Occurrences of the overtoppi ng of the gravel berms at the
upstream end of sloughs will be virtually eliminated.
Movement of sand and gravel bars will be minimized. Debris
jams and beaver dams, which previously were washed out by
high flows, will remain in Iilace, with resultant ponding.
Vegetation encroachment in the sloughs and side-channels
will also be evident as the high flows are reduced.
Impacts at the Chul itna confl uence and downstream will be
similar to those occurring during reservoir impouR4meRt.
(iii) Water Quality
Water Temperature
• Reservoir and Outlet Water Temperature
Aft~r impoundment, Wjitana reservoir will exhibit the
thermal characteristics of a deep glacial lake. Deep
glacial lakes commonly show temperature stratification
both during winter and summer (Mathews, 1956; Gilbert,
1973; Pharo and Carmack, 1979, Gustavson, 1975),
although stratification is often relatively weak.
Bradley Lake, Alaska, (Figure E.2.89) demonstrated a
weak thermocline in late July, 1980, but was virtually
isothermal by late September, and demonstrated a
reverse thermocline during winter months (Corps of
Engineers, unpublished data).
The range and seasonal variation in temperature within
the Watana reservoir and for a distance downstream will
change after impoundment. Bo1ke and Waddell (1975)
noted in an impoundment study that the reservoir not -
only reduced thi range in temperature but also changed
the timing of the high and low temperature. This will
al so be the case for the Susitna Ri ver where pre-pro-
ject temperatures generally range from O°C to 14°C with
the lows occurri ng from October through April and the
E-2-56
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The mainstem river will tend to become tighter and better
defi ned. Channe 1 wi dth reduct i on by vegetat ion
encroachment will continue.
The effects of ice forces duri ng breakup on the ri ver
morphology above the Chulitna River will be effectively
eliminated. Although an ice cover could form up to Devil
Canyon, the rapi d ri se in streamflows whi ch causes the
initial ice movement at breakup will be eliminated due to
the reservoir regu1 ati on. Instead of movi ng downri ver and
formi ng ice jar(ts, the ice will thermally degrade. When it
does move, it wi 11 be ina weakened state and wi 11 not
cause a significant amount of damage.
Occurrences of the overtoppi ng of the gravel berms at the
upstream end of sloughs will be virtually eliminated.
Movement of sand and gravel bars will be minimized. Debris
jams and beaver dams, which previously were washed out by
high flows, will remain in Iilace, with resultant ponding.
Vegetation encroachment in the sloughs and side-channels
will also be evident as the high flows are reduced.
Impacts at the Chul itna confl uence and downstream will be
similar to those occurring during reservoir impouR4meRt.
(iii) Water Quality
Water Temperature
• Reservoir and Outlet Water Temperature
Aft~r impoundment, Wjitana reservoir will exhibit the
thermal characteristics of a deep glacial lake. Deep
glacial lakes commonly show temperature stratification
both during winter and summer (Mathews, 1956; Gilbert,
1973; Pharo and Carmack, 1979, Gustavson, 1975),
although stratification is often relatively weak.
Bradley Lake, Alaska, (Figure E.2.89) demonstrated a
weak thermocline in late July, 1980, but was virtually
isothermal by late September, and demonstrated a
reverse thermocline during winter months (Corps of
Engineers, unpublished data).
The range and seasonal variation in temperature within
the Watana reservoir and for a distance downstream will
change after impoundment. Bo1ke and Waddell (1975)
noted in an impoundment study that the reservoir not -
only reduced thi range in temperature but also changed
the timing of the high and low temperature. This will
al so be the case for the Susitna Ri ver where pre-pro-
ject temperatures generally range from O°C to 14°C with
the lows occurri ng from October through April and the
E-2-56
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highs in July or August. However, to minimize the
preproject to post-project temperature differences
downstream, Watana wi 11 be operated to take advantage
of the temperature stratification within the
reservoir.
DUring summer, warmer reservoir water will be withdrawn
from the surface through a multi port intake structure
(Figure E.2.90). The intake nearest the surface
generally will be used. In this way warmer waters will
be passed downstream.
When water is rel eased from the epil i mni on of a deep
reservoir, there is likely to be a warming effect on
the stream below the dam (Turkheim, 1975; Baxter and
. Glaude, 1980). However, given the hydrological and
meteorological conditions at Watana, this may not
occur.
•
To provide quantitative predictions of the reservoir
temperature behavior and outlet temperatures, reservoir
thermal studies were undertaken in 1981 and 1982. To
date, detailed studies have been completed for only the
open water period. A one dimensional computer model,
DYRESM, was used to determine the thermal regime of the
Watana reservoir and the outlet temperatures.
Temperature profiles were simulated for the June
through October time period using 1981 field data.
Monthly reservoir temperature profi 1 es and the mean
daily inflow and outlet water temperatures are
illustrated in Figures E.2.91 and E.2.92. The maximum
.reservoir temperature simulated 'was 10.4°C and occurred
in early August. This is less than the maximum
recorded inflow temperature of 13°C. Although there is
an initial lag in outflow temperatures in early June,
it is possible to reasonably match inflow temperatures
from 1 ate June to. mid-September. Thus, the summer
outl et temperatures from Watana will have no impact on
the downstream fishery resource.
In late September the natural water temperature falls
to near zero degrees. Because of the large quantity of
heat stored in the reservoir, it is not possible to
match these natural temperatures. The lowest outl et
temperature that could be obtained is 4°C with the use
of a lower level outlet.
From September through November, reservoi r water tem-
peratures will gradually decrease until an ice cover is
developed in late November or December. During the ice
cover formation process and throughout the winter, out-
E-2-57
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highs in July or August. However, to minimize the
preproject to post-project temperature differences
downstream, Watana wi 11 be operated to take advantage
of the temperature stratification within the
reservoir.
DUring summer, warmer reservoir water will be withdrawn
from the surface through a multi port intake structure
(Figure E.2.90). The intake nearest the surface
generally will be used. In this way warmer waters will
be passed downstream.
When water is rel eased from the epil i mni on of a deep
reservoir, there is likely to be a warming effect on
the stream below the dam (Turkheim, 1975; Baxter and
. Glaude, 1980). However, given the hydrological and
meteorological conditions at Watana, this may not
occur.
•
To provide quantitative predictions of the reservoir
temperature behavior and outlet temperatures, reservoir
thermal studies were undertaken in 1981 and 1982. To
date, detailed studies have been completed for only the
open water period. A one dimensional computer model,
DYRESM, was used to determine the thermal regime of the
Watana reservoir and the outlet temperatures.
Temperature profiles were simulated for the June
through October time period using 1981 field data.
Monthly reservoir temperature profi 1 es and the mean
daily inflow and outlet water temperatures are
illustrated in Figures E.2.91 and E.2.92. The maximum
.reservoir temperature simulated 'was 10.4°C and occurred
in early August. This is less than the maximum
recorded inflow temperature of 13°C. Although there is
an initial lag in outflow temperatures in early June,
it is possible to reasonably match inflow temperatures
from 1 ate June to. mid-September. Thus, the summer
outl et temperatures from Watana will have no impact on
the downstream fishery resource.
In late September the natural water temperature falls
to near zero degrees. Because of the large quantity of
heat stored in the reservoir, it is not possible to
match these natural temperatures. The lowest outl et
temperature that could be obtained is 4°C with the use
of a lower level outlet.
From September through November, reservoi r water tem-
peratures will gradually decrease until an ice cover is
developed in late November or December. During the ice
cover formation process and throughout the winter, out-
E-2-57
flow temperatures will be between O°C and 4°C but, most
likely the low temperature will be lOC or greater.
This range of outflow temperature (lOC to 4°C) can be
obtained by selectively withdrawing water of the de-
sired temperature from the appropriate port within the
intake structure. Thus, when the optimum temperature,
between approximately lOC and 4°C, has been determined,
the reservoir wi 11 be operated to match that
temperature as closely as possible.
> Downstream Mainstem Water Temperatures
In winter, the outflow temperature will initially de-
crease as reservoir heat is exchanged with the cold
atmosphere. The downstream temperatures were investi-
gated with a constant 4°C outflow and also with a
temperature of 4°C up to October 15 and decreasi ng
linearly to 1°C by January 1. This sort of analysis
brackets the expected temperature regime during Watana
operation. •
At the downstream end of Devil Canyon, the temperatures
would be in the range of 1.5° to O°C by about the first
week in January. This would place the upstream edge of
O°C water somewhere between Sherman and Portage Creek
by about the middle of January. This regime would
conti nue through the remai nder of the wi nter until
about Apri 1 when the net heat exchange agai n becomes
positive.
During summer, outlet water temperatures will approxi-
mate existing baseline water temperatures. Downstream
water temperatures wi 11 essent ia lly be unchanged from
existing water temperature. For example, at Gold Creek
maximum June water temperatures will approximate 13°C.
Through July, temperatures will vary from lO°C to 12°C
and through mid-August temperatures will remain at
about 10°C. About mid-August, temperatures will begin
to decrease •
• Slough Water Temperatures
Preliminary investigations show that ground water up-
welling temperatures in sloughs reflect the long term
water temperature of the Susitna Ri ver. Downstream of
Devil Canyon, the long term average is not expected to
change significantly.
Post-project summer Sus itna Ri ver water temperatures
downstream of Portage Creek will be similar to existing
temperatures. Fall temperatures will be sl ightly
warmer but should fall to O°C by January and wi 11
remai n at O°C unt i 1 temperatures begi n to warm. In
E-2-58
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flow temperatures will be between O°C and 4°C but, most
likely the low temperature will be lOC or greater.
This range of outflow temperature (lOC to 4°C) can be
obtained by selectively withdrawing water of the de-
sired temperature from the appropriate port within the
intake structure. Thus, when the optimum temperature,
between approximately lOC and 4°C, has been determined,
the reservoir wi 11 be operated to match that
temperature as closely as possible.
> Downstream Mainstem Water Temperatures
In winter, the outflow temperature will initially de-
crease as reservoir heat is exchanged with the cold
atmosphere. The downstream temperatures were investi-
gated with a constant 4°C outflow and also with a
temperature of 4°C up to October 15 and decreasi ng
linearly to 1°C by January 1. This sort of analysis
brackets the expected temperature regime during Watana
operation. •
At the downstream end of Devil Canyon, the temperatures
would be in the range of 1.5° to O°C by about the first
week in January. This would place the upstream edge of
O°C water somewhere between Sherman and Portage Creek
by about the middle of January. This regime would
conti nue through the remai nder of the wi nter until
about Apri 1 when the net heat exchange agai n becomes
positive.
During summer, outlet water temperatures will approxi-
mate existing baseline water temperatures. Downstream
water temperatures wi 11 essent ia lly be unchanged from
existing water temperature. For example, at Gold Creek
maximum June water temperatures will approximate 13°C.
Through July, temperatures will vary from lO°C to 12°C
and through mid-August temperatures will remain at
about 10°C. About mid-August, temperatures will begin
to decrease •
• Slough Water Temperatures
Preliminary investigations show that ground water up-
welling temperatures in sloughs reflect the long term
water temperature of the Susitna Ri ver. Downstream of
Devil Canyon, the long term average is not expected to
change significantly.
Post-project summer Sus itna Ri ver water temperatures
downstream of Portage Creek will be similar to existing
temperatures. Fall temperatures will be sl ightly
warmer but should fall to O°C by January and wi 11
remai n at O°C unt i 1 temperatures begi n to warm. In
E-2-58
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spring, however, water temperatures should remain
cooler longer. This will counteract the warmer fall
temperatures and result ; n the average annual water
temperature remaining close to eXisting conditions in
the Talkeetna to Devil Canyon reach.
-Ice
The delayed occurrence of DoC water in the redch below
Devil Canyon will tend to delay the formation of an ice
cover significantly. Since 75-80% of the ice supply be-
low Talkeetna is currently from the Susitna River, the
formation of the cover will be delayed until about
December and ice front progress i on above the conf1 uence
starting in late December or early January. Depending on
the water temperatures upstream, the ice cover wi 11 pro-
gress to a point between Sherman and Portage Creek.
Staging will range from about 4 ft at Talkeetna to about
3 ft at Sherman. The more likely occurrence is an ice
cover to Portage Creek.
Duri ng breakup, the cover wi 11 tend to thermally erode
from both downstream and upstream. The downstream ero-
sion will be similar to existing conditions while the
upstream wi 11 be due to the warm water supp 1 i ed by the
reservoir as well as the positive net atmospheric heat
exchange. Due to the lower flows, the breakup of the ice
cover will be less severe than the baseline case.
-Suspended Sediments
As the sediment 1 aden Susitna Ri ver enters the Watana
reservoir, the river velocity will decrease and the
larger diameter suspended sediments will settle out to
form a del ta at the upstream end of the reservoir·. The
delta formation will be constantly adjusting to the
changing reservoir water level. Sediment will pass
through channels in the delta to be deposited over the
lip of the delta. Depending on the relative densities of
the reservoir water and the river water, trre river water
containing the finer unsettled suspended sediments will
either enter the lake as overflow (surface current),
interf1ow, or underflow (turbidity current).
Trap efficiency estimates using generalized trap effi-
ciency envelope curves developed by Brune (1953) indicate
90-100 percent of the incoming sediment would be trapped
in ·a reservoir the size of Watana Reservoir. However,
sedimentation studies at glacial lakes indicate that the
Brune curve may not be appropri ate for Watana. These
studies have shown that the fine glacial sediment may
pass through the reservoir. Indeed, glacial lakes
i mmedi ate1y below gl aci ers have been reported to have
E-2-59
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spring, however, water temperatures should remain
cooler longer. This will counteract the warmer fall
temperatures and result ; n the average annual water
temperature remaining close to eXisting conditions in
the Talkeetna to Devil Canyon reach.
-Ice
The delayed occurrence of DoC water in the redch below
Devil Canyon will tend to delay the formation of an ice
cover significantly. Since 75-80% of the ice supply be-
low Talkeetna is currently from the Susitna River, the
formation of the cover will be delayed until about
December and ice front progress i on above the conf1 uence
starting in late December or early January. Depending on
the water temperatures upstream, the ice cover wi 11 pro-
gress to a point between Sherman and Portage Creek.
Staging will range from about 4 ft at Talkeetna to about
3 ft at Sherman. The more likely occurrence is an ice
cover to Portage Creek.
Duri ng breakup, the cover wi 11 tend to thermally erode
from both downstream and upstream. The downstream ero-
sion will be similar to existing conditions while the
upstream wi 11 be due to the warm water supp 1 i ed by the
reservoir as well as the positive net atmospheric heat
exchange. Due to the lower flows, the breakup of the ice
cover will be less severe than the baseline case.
-Suspended Sediments
As the sediment 1 aden Susitna Ri ver enters the Watana
reservoir, the river velocity will decrease and the
larger diameter suspended sediments will settle out to
form a del ta at the upstream end of the reservoir·. The
delta formation will be constantly adjusting to the
changing reservoir water level. Sediment will pass
through channels in the delta to be deposited over the
lip of the delta. Depending on the relative densities of
the reservoir water and the river water, trre river water
containing the finer unsettled suspended sediments will
either enter the lake as overflow (surface current),
interf1ow, or underflow (turbidity current).
Trap efficiency estimates using generalized trap effi-
ciency envelope curves developed by Brune (1953) indicate
90-100 percent of the incoming sediment would be trapped
in ·a reservoir the size of Watana Reservoir. However,
sedimentation studies at glacial lakes indicate that the
Brune curve may not be appropri ate for Watana. These
studies have shown that the fine glacial sediment may
pass through the reservoir. Indeed, glacial lakes
i mmedi ate1y below gl aci ers have been reported to have
E-2-59
-I
trap efficiencies of 70-75 percent.
British Columbia, a deep glacial lake
River, retains an estimated 66 percent
sediment (Pharo and Carmack, 1979).
Kamloops Lake,
on the Thompson
of the i ncomi ng
Particle diameters of 3-4 microns have been estimated to
be the approximate maximum size of the sediment particles
that will pass through the Watana reservoir (Peratrovich,
Nottingham & Drage, 1982). By examining the particle
size distribution curve (Figure E2.36), it is estimated
that about 80 percent of the i ncomi ng sediment wi 11 be
trapped.
For an engineering estimate of the time it would take to
fill the reservoir with sediment, a conservative assump-
tion of a 100 percent trap efficiency can be made. This
results in 472,500 ac-ft. of sediment being deposited
after 100 years (R&M, 1982d) and is equi val ent to 5
percent of total reservoir volume and 12.6 percent of the
live storage. Thus, sediment deposition will not affect
the operation of Watana reservoir.
In the Watana reservoir, it is expected that wind mlxlng
will be significant in retaining particles less than 12
mi crons in sus pens ion in the upper 50-foot water 1 ayer
(Peratrovich, Nottingham & Drage, 1982). Re-entrainment
of sediment from the shall ow depths along the reservoir
boundary during high winds will result in short-term high
turbidity 1 eve1 s. Thi s wi 11 be part i cu1 arly important
duri ng the summer refi 11 i n.g process when water 1 eve1 s
will rise, resubmerging sediment deposited along the
shoreline during the previous winter drawdown period.
Slumping will occur for a number of years until the
valley walls attain stability. This process will cause
locally increased suspended sediment and turbidity
levels. Sediment suspended during this process are
expected to be si lts and c1 ays. Because of their small
size these particles may stay in suspension for a long
period of time. Nonetheless, during summer, the levels
of suspended sediments and turbidity should remain on the
order of five times less than during pre-project riverine
conditions. If slumping occurs during winter, increases
in suspended sediment concentrations over natural condi-
tions will occur. Since cold ambient air temperatures
during the winter will freeze the valley walls, the num-
ber of slides will be reduced and impacts should be
minor.
Suspended sediment concentrations downstream will be
similar to that discussed in Section 3.2(b), (iv) except
that maximum particle sizes leaving the reservoir will be
3-4 microns.
E-2-60
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trap efficiencies of 70-75 percent.
British Columbia, a deep glacial lake
River, retains an estimated 66 percent
sediment (Pharo and Carmack, 1979).
Kamloops Lake,
on the Thompson
of the i ncomi ng
Particle diameters of 3-4 microns have been estimated to
be the approximate maximum size of the sediment particles
that will pass through the Watana reservoir (Peratrovich,
Nottingham & Drage, 1982). By examining the particle
size distribution curve (Figure E2.36), it is estimated
that about 80 percent of the i ncomi ng sediment wi 11 be
trapped.
For an engineering estimate of the time it would take to
fill the reservoir with sediment, a conservative assump-
tion of a 100 percent trap efficiency can be made. This
results in 472,500 ac-ft. of sediment being deposited
after 100 years (R&M, 1982d) and is equi val ent to 5
percent of total reservoir volume and 12.6 percent of the
live storage. Thus, sediment deposition will not affect
the operation of Watana reservoir.
In the Watana reservoir, it is expected that wind mlxlng
will be significant in retaining particles less than 12
mi crons in sus pens ion in the upper 50-foot water 1 ayer
(Peratrovich, Nottingham & Drage, 1982). Re-entrainment
of sediment from the shall ow depths along the reservoir
boundary during high winds will result in short-term high
turbidity 1 eve1 s. Thi s wi 11 be part i cu1 arly important
duri ng the summer refi 11 i n.g process when water 1 eve1 s
will rise, resubmerging sediment deposited along the
shoreline during the previous winter drawdown period.
Slumping will occur for a number of years until the
valley walls attain stability. This process will cause
locally increased suspended sediment and turbidity
levels. Sediment suspended during this process are
expected to be si lts and c1 ays. Because of their small
size these particles may stay in suspension for a long
period of time. Nonetheless, during summer, the levels
of suspended sediments and turbidity should remain on the
order of five times less than during pre-project riverine
conditions. If slumping occurs during winter, increases
in suspended sediment concentrations over natural condi-
tions will occur. Since cold ambient air temperatures
during the winter will freeze the valley walls, the num-
ber of slides will be reduced and impacts should be
minor.
Suspended sediment concentrations downstream will be
similar to that discussed in Section 3.2(b), (iv) except
that maximum particle sizes leaving the reservoir will be
3-4 microns.
E-2-60
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1 -Turbi dity
Turbidity patterns may have an impact on fisheries, both
in the reservoir and downstream. Turbi dity in the top
100 feet of the reservoir is of primary interest. The
turbidity pattern is a function of the thermal structure,
wind"mixing and reentrainment along the reservoir boun-
daries. Turbidity patterns observed within Ek1utna Lake,
a lake 30 miles north of Anchorage, may provide the best
"available physical model of turbidity within Watana
Reservoir. Although it is only one tenth the size of the
W"atana Reservoir, its morphometri c characteri st ics are
simi"lar to Watana. It is 7 miles long, 200 feet deep,
has a surface area of 3,420 acres, and has a total stor-
age of about 414,000 ac-ft. Bulk annual residence time
is 1.77 years, compared to Watana's 1.65 years. It also
has 5.2" percent of its basin covered by glaCiers, com-
pared to 5.9 percent of Watana' s drai nage area. Conse-
quently, it is believed that turbidity patterns in the
two bodies of water will be somewhat similar.
Data collected at Ek1utna from March through October 1982
demonstrates the expected pattern at Watana. In March,
turbi dity beneath the ice cover was uniformly 1 ess than
-10 NTU in the lower end of the lake near the intake to
the" Ek1utna hydroelectric plant. Shortly after the lee
melted in late May, but before significant glacial melt
had commenced, turbidity remained at 7-10 NTU throughout
the water column. By mid-June, the turbidity had risen
to 14-21 NTU, but no distinct turbidity plume was evi-
dent. It is believed the lake had recently completed its
spring overturn, as a warming trend was evident only in
the upper 3 meters. By early July a slight increase in
turbi dity was noted at the 1 ake bottom near the ri ver
inlet. Distinct turbidity plumes were evident as inter-
flows in the upstream end of the lake from late July
through mid-September. Turbidity levels had significant-
ly decreased by the time the plume had traveled 5 miles
down the lake, as sediment was deposited in the lake. In
late September, a turbid layer was noted on the bottom of
the lake as river water entered as underflow. By mid-
October, the lake was in its fall overturn period, with
near-uniform temperatures and turbidity at about 7°C and
30-35 NTU, respectively.
In Kam100ps Lake, B.C., thermal stratification of the
lake tended to "short-circuit" the river plumes especial-
ly during periods of high flow (St. John et at.~ 1976).
The turbi d pl ume was confi ned to the surface 1 ayers,
resulting in a relatively short residence time of the
river water during summer. St. John et ale (1976) noted
that high turbidity values extended almost the entire
E-2-61
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1 -Turbi dity
Turbidity patterns may have an impact on fisheries, both
in the reservoir and downstream. Turbi dity in the top
100 feet of the reservoir is of primary interest. The
turbidity pattern is a function of the thermal structure,
wind"mixing and reentrainment along the reservoir boun-
daries. Turbidity patterns observed within Ek1utna Lake,
a lake 30 miles north of Anchorage, may provide the best
"available physical model of turbidity within Watana
Reservoir. Although it is only one tenth the size of the
W"atana Reservoir, its morphometri c characteri st ics are
simi"lar to Watana. It is 7 miles long, 200 feet deep,
has a surface area of 3,420 acres, and has a total stor-
age of about 414,000 ac-ft. Bulk annual residence time
is 1.77 years, compared to Watana's 1.65 years. It also
has 5.2" percent of its basin covered by glaCiers, com-
pared to 5.9 percent of Watana' s drai nage area. Conse-
quently, it is believed that turbidity patterns in the
two bodies of water will be somewhat similar.
Data collected at Ek1utna from March through October 1982
demonstrates the expected pattern at Watana. In March,
turbi dity beneath the ice cover was uniformly 1 ess than
-10 NTU in the lower end of the lake near the intake to
the" Ek1utna hydroelectric plant. Shortly after the lee
melted in late May, but before significant glacial melt
had commenced, turbidity remained at 7-10 NTU throughout
the water column. By mid-June, the turbidity had risen
to 14-21 NTU, but no distinct turbidity plume was evi-
dent. It is believed the lake had recently completed its
spring overturn, as a warming trend was evident only in
the upper 3 meters. By early July a slight increase in
turbi dity was noted at the 1 ake bottom near the ri ver
inlet. Distinct turbidity plumes were evident as inter-
flows in the upstream end of the lake from late July
through mid-September. Turbidity levels had significant-
ly decreased by the time the plume had traveled 5 miles
down the lake, as sediment was deposited in the lake. In
late September, a turbid layer was noted on the bottom of
the lake as river water entered as underflow. By mid-
October, the lake was in its fall overturn period, with
near-uniform temperatures and turbidity at about 7°C and
30-35 NTU, respectively.
In Kam100ps Lake, B.C., thermal stratification of the
lake tended to "short-circuit" the river plumes especial-
ly during periods of high flow (St. John et at.~ 1976).
The turbi d pl ume was confi ned to the surface 1 ayers,
resulting in a relatively short residence time of the
river water during summer. St. John et ale (1976) noted
that high turbidity values extended almost the entire
E-2-61
I
)'
length of Kamloops Lake during the summer, suggesting
that the effects of dilution and particle settling were
minimal due to the thermocline at 10°_6°C effectively
separating the high turbidity waters in the upper layers
of the lake from highly transparent hypolimmion waters.
This was not apparent in the Eklutna Lake data. Plumes
were evi dent up to 5 mi 1 es down the 1 ake, but they were
below the thermocline. In addition, particle settling
and dilution were evident, as turbidity continually
dec~eased down the length of the lake.
The relatively cool, cloudy climate in southcentral
Alc:iska would tend to prevent a sharp thermocline from
devel opi ng, so that _ the processes evident in Kamloops
Lake would not be expected in Eklutna Lake, nor will they
be expected in the Watana reservoir. .
-Total Dissolved Solids, Conductivity, Alkalinity,
Significant Ions and Metals
The leaching process, as previously identified in Section
3.2.(a)(ii), is expected to result in increased levels of
the above parameters within the reservoir immediately
after impoundment. The magnitude of these changes cannot
-be quantified, but should not be significant (Peterson,
1982). Furthermore, Baxter and Glaude (1980) have found
such effects are temporary and diminish with time.
The effects wi 11 dimi ni sh for two reasons: First, the
most soluable elements will dissolve into the water
rather quickly and the rate of leachate production will
decrease with time. Second, much of the inorganic sedi-
ment carri ed by the Susitna Ri ver wi 11 settl e in the
Watana Reservoir. The formation of an inorganic sediment
blanket on the reservoir bed will retard leaching
(Peterson and Nichols, 1982).
The effects of the 1 eachi ng process shoul d not be re-
flected in the river below the dam since the leachate is
expected to be confined to a small layer of water immedi-
ately adjacent to the reservoir floor and the intake
structures will be near the surface.
Due to the large surface area of the proposed impound-
ment, evaporati on will be substant i ally increased over
existing conditions. The annual average evaporation rate
for May through September at Watana is estimated at 10.0
inches or 0.3 percent of the reservoir volume (Peterson
and Nichols, 1982). During evaporation, slightly higher
concentrations of dissolved sUbstances have been found at
the surface of impoundments (Love, 1961; Symons, 1969).
Neglecting precipitation which would negate the effects
E-2-62
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length of Kamloops Lake during the summer, suggesting
that the effects of dilution and particle settling were
minimal due to the thermocline at 10°_6°C effectively
separating the high turbidity waters in the upper layers
of the lake from highly transparent hypolimmion waters.
This was not apparent in the Eklutna Lake data. Plumes
were evi dent up to 5 mi 1 es down the 1 ake, but they were
below the thermocline. In addition, particle settling
and dilution were evident, as turbidity continually
dec~eased down the length of the lake.
The relatively cool, cloudy climate in southcentral
Alc:iska would tend to prevent a sharp thermocline from
devel opi ng, so that _ the processes evident in Kamloops
Lake would not be expected in Eklutna Lake, nor will they
be expected in the Watana reservoir. .
-Total Dissolved Solids, Conductivity, Alkalinity,
Significant Ions and Metals
The leaching process, as previously identified in Section
3.2.(a)(ii), is expected to result in increased levels of
the above parameters within the reservoir immediately
after impoundment. The magnitude of these changes cannot
-be quantified, but should not be significant (Peterson,
1982). Furthermore, Baxter and Glaude (1980) have found
such effects are temporary and diminish with time.
The effects wi 11 dimi ni sh for two reasons: First, the
most soluable elements will dissolve into the water
rather quickly and the rate of leachate production will
decrease with time. Second, much of the inorganic sedi-
ment carri ed by the Susitna Ri ver wi 11 settl e in the
Watana Reservoir. The formation of an inorganic sediment
blanket on the reservoir bed will retard leaching
(Peterson and Nichols, 1982).
The effects of the 1 eachi ng process shoul d not be re-
flected in the river below the dam since the leachate is
expected to be confined to a small layer of water immedi-
ately adjacent to the reservoir floor and the intake
structures will be near the surface.
Due to the large surface area of the proposed impound-
ment, evaporati on will be substant i ally increased over
existing conditions. The annual average evaporation rate
for May through September at Watana is estimated at 10.0
inches or 0.3 percent of the reservoir volume (Peterson
and Nichols, 1982). During evaporation, slightly higher
concentrations of dissolved sUbstances have been found at
the surface of impoundments (Love, 1961; Symons, 1969).
Neglecting precipitation which would negate the effects
E-2-62
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of evaporation, the potential increase of less than one
percent is not considered significant (Peterson and
Nichols, 1982).
Dissolved solid concentrations are expected to increase
near the surface of the impoundment during ~inter.
Mortimer (1941,1942) noted that the formation of ice at
the reservoir surface forces dissolved solids out of the
freezi ng water, ther'eby i ncreas i ng concentrations of
these solids at the top 9f the reservoir. No significant
impacts should result either in the reservoir or down-
stream of the dam. .
Precipitation of metals such as iron, manganese and other
trace elements have been noticed in reservoirs resulting
in reduced concentrations of these elements (Neal, 1967).
Oligotrophic reservoirs with high pH and high dissolved
salt concentrations generally precipitate more metal than
reservoirs with low pH and low dissolved salt concentra-
tions. This is attributed to the dissolved salts react-
ing with the metal ions and subsequently settling out
(Peterson and Nichols, 1982). Average Susitna River
conductivity values for Vee Canyon and Gold Creek during
winter are 70 and 125 umhos/cm at 25°C, respectively.
For summer they are'somewhat lower,· 45 umhos/cm at 25°C
for both stations. Values for pH range between 7.3 and
7.6 for the two stations. Although neither of the para-
meters were high, some precipitation of metals is· ex-
pected to reduce the quantities suspended in the
reservoir.
-Dissolved Oxygen
Susitna River inflow will continue to have both high dis~
solved oxygen concentrations and high percentage satura-
t ions. The oxygen demand enteri ng the reservoir shaul d
cont i nue to remain low. No man-made sources of oxygen
demandi ng effl uent exist upstream of ·the impoundment.
Chemi cal oxygen demand (COD) measurements at Vee Canyon
during 1980 and 1981 were quite low, averaging 16 mg/l.
No biochemical oxygen demand values were recorded.
Wastewater from the permanent town will not contribute an
oxygen demand of any si gni fi cance to the reservoir. All
wastewater wi 11 be treated to avoid effl uent related
problems.
The trees within the inundated area will have been
cleared, removing the potential BOD they would have
-created. The layer of organic matter at the reservoir
bottom will still remain and could create some short term
localized oxygen depletion. However, the process of
decomposition should be very slow due to the cold
temperatures.
E-2-63
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of evaporation, the potential increase of less than one
percent is not considered significant (Peterson and
Nichols, 1982).
Dissolved solid concentrations are expected to increase
near the surface of the impoundment during ~inter.
Mortimer (1941,1942) noted that the formation of ice at
the reservoir surface forces dissolved solids out of the
freezi ng water, ther'eby i ncreas i ng concentrations of
these solids at the top 9f the reservoir. No significant
impacts should result either in the reservoir or down-
stream of the dam. .
Precipitation of metals such as iron, manganese and other
trace elements have been noticed in reservoirs resulting
in reduced concentrations of these elements (Neal, 1967).
Oligotrophic reservoirs with high pH and high dissolved
salt concentrations generally precipitate more metal than
reservoirs with low pH and low dissolved salt concentra-
tions. This is attributed to the dissolved salts react-
ing with the metal ions and subsequently settling out
(Peterson and Nichols, 1982). Average Susitna River
conductivity values for Vee Canyon and Gold Creek during
winter are 70 and 125 umhos/cm at 25°C, respectively.
For summer they are'somewhat lower,· 45 umhos/cm at 25°C
for both stations. Values for pH range between 7.3 and
7.6 for the two stations. Although neither of the para-
meters were high, some precipitation of metals is· ex-
pected to reduce the quantities suspended in the
reservoir.
-Dissolved Oxygen
Susitna River inflow will continue to have both high dis~
solved oxygen concentrations and high percentage satura-
t ions. The oxygen demand enteri ng the reservoir shaul d
cont i nue to remain low. No man-made sources of oxygen
demandi ng effl uent exist upstream of ·the impoundment.
Chemi cal oxygen demand (COD) measurements at Vee Canyon
during 1980 and 1981 were quite low, averaging 16 mg/l.
No biochemical oxygen demand values were recorded.
Wastewater from the permanent town will not contribute an
oxygen demand of any si gni fi cance to the reservoir. All
wastewater wi 11 be treated to avoid effl uent related
problems.
The trees within the inundated area will have been
cleared, removing the potential BOD they would have
-created. The layer of organic matter at the reservoir
bottom will still remain and could create some short term
localized oxygen depletion. However, the process of
decomposition should be very slow due to the cold
temperatures.
E-2-63
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The weak strat ifi cat i on of the reservoi r may cause the
oxygen levels in the hypolimnion to diminish due to lack
of oxygen replenishment. The spring turnover, with its
large inflow of water, will cause mixing; however, the
depth to which this mixing will occur is unknown. As a
result, the hypolimnion could experience reduced oxygen
1 evel s. The upper 200 feet of the impoundment shoul d
maintain high D.O. due to river inflow and continual
mixing.
Downstream of the da(J1, no di ssol ved oxygen changes are
anticipated since water will be drawn from the upper
layer of the reservoir.
-Nitrogen Supersaturation
As previously noted, nitrogen supersaturation can occur
below high-head dams due to spillage. During project
operation, specially designed fixed cone valves will be
used to discharge spills up to the once in fifty year
flood.
-Trophic Effects (Nutrients)
Reservoir trophi c status is determi ned in part by the
relative amounts of carbon, silicon, nitrogen and phos-
phorus present in a system, as well as the quality and
quantity of light penetration. The C:Si:N:P ratio
indicates which nutrient level s wi 11 1 imit al gae produc-
tivity. The nutrient which is least abundant will be
·limiting. On this basis, it was concluded that phos-
phorus will be the limiting nutrient in the Susitna
impoundments. Vollenweider's {1976} model was considered
to be the most reliable in determining phosphorus concen-
trations at the Watana impoundment. However, because the
validity of this model is based on phosphorus data from
temperate, clear water lakes, predicting trophic status
of silt-laden water bodies with reduced light conditions
and high inorganic phosphorus levels may overestimate the
actual trophic status.
The spring phosphorus concentration in phosphorus limited
lakes is considered the best estimate of a lake's trophic
status. Sio-available phosphorus is the fraction of the
total phosphorus pool which control s al gae growth in a
parti cul ar 1 ake. The measured di sso 1 ved orthophosphate
concentration at Vee Canyon was considered to be the bio-
available fraction in the Susitna River. Accordingly,
the average dissolved orthophosphate concentration in
June was multiplied by the average annual flow to calcu-
late spring phosphorus supplies. These values were in
turn combi ned with phosphorus val ues from preci pi tati on
E-2-64
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The weak strat ifi cat i on of the reservoi r may cause the
oxygen levels in the hypolimnion to diminish due to lack
of oxygen replenishment. The spring turnover, with its
large inflow of water, will cause mixing; however, the
depth to which this mixing will occur is unknown. As a
result, the hypolimnion could experience reduced oxygen
1 evel s. The upper 200 feet of the impoundment shoul d
maintain high D.O. due to river inflow and continual
mixing.
Downstream of the da(J1, no di ssol ved oxygen changes are
anticipated since water will be drawn from the upper
layer of the reservoir.
-Nitrogen Supersaturation
As previously noted, nitrogen supersaturation can occur
below high-head dams due to spillage. During project
operation, specially designed fixed cone valves will be
used to discharge spills up to the once in fifty year
flood.
-Trophic Effects (Nutrients)
Reservoir trophi c status is determi ned in part by the
relative amounts of carbon, silicon, nitrogen and phos-
phorus present in a system, as well as the quality and
quantity of light penetration. The C:Si:N:P ratio
indicates which nutrient level s wi 11 1 imit al gae produc-
tivity. The nutrient which is least abundant will be
·limiting. On this basis, it was concluded that phos-
phorus will be the limiting nutrient in the Susitna
impoundments. Vollenweider's {1976} model was considered
to be the most reliable in determining phosphorus concen-
trations at the Watana impoundment. However, because the
validity of this model is based on phosphorus data from
temperate, clear water lakes, predicting trophic status
of silt-laden water bodies with reduced light conditions
and high inorganic phosphorus levels may overestimate the
actual trophic status.
The spring phosphorus concentration in phosphorus limited
lakes is considered the best estimate of a lake's trophic
status. Sio-available phosphorus is the fraction of the
total phosphorus pool which control s al gae growth in a
parti cul ar 1 ake. The measured di sso 1 ved orthophosphate
concentration at Vee Canyon was considered to be the bio-
available fraction in the Susitna River. Accordingly,
the average dissolved orthophosphate concentration in
June was multiplied by the average annual flow to calcu-
late spring phosphorus supplies. These values were in
turn combi ned with phosphorus val ues from preci pi tati on
E-2-64
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and divided by the surface area of the impoundment. The
resultant spring phosphorus loading values at Watana were
far below the minimum loading levels that would result in
anything other than oligotrophic conditions. Likewise,
upon incorporating spring loading values into
Vollenweider's (1976). phosphorus model, the volumetric
spring phosphorus concentration fell into the same range
as oligotrophic lakes with similar mean depths, flushing
rates, anrl phosphorus loading values (Peterson and
Nichols, 1982).
The aforementioned trophic status
several assumptions that cannot
basis of existing information.
tnc1ude:
predictions depend upon
be quantified on the
These assumpti ons
• The C: 5i : N: P rat; 0 does not fl uctuate to the extent
that a nutri ent other than phosphorus becomes 1 imit-
i ng;
• No appreciable amount of bio-availab1e phosphorus is
released from the soil upon fill i ng of the reservoirs;
• Phosphorus loading 1 evel sare constant. throughout the
peak algal growth period;
• June phosphorus concentrations measured at Vee Canyon
correspond to the' time of peak algal productivity;
• Phosphorus spec.i es other than di sso 1 ved orthophosphate
are not converted to a bio-available form;
• Fl ushi ng rates and phosphorus' sedimentat i on rates are
constant;
• ·Phosphorus losses occur only through sedimentati on and
the outlet; and
• The net loss of phosphorus to sediments is proportional
to the amount of phosphorus in each reservoir.
Effects on Groundwater Conditions
-Mainstem
As a result of the annual water level fluctuation in the
res~rvoir, there will be localized changes in grouridwater
in the immediate vicinity of the reservoir. Groundwater
impacts downstream will be confined to the river area.
E-2-65
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and divided by the surface area of the impoundment. The
resultant spring phosphorus loading values at Watana were
far below the minimum loading levels that would result in
anything other than oligotrophic conditions. Likewise,
upon incorporating spring loading values into
Vollenweider's (1976). phosphorus model, the volumetric
spring phosphorus concentration fell into the same range
as oligotrophic lakes with similar mean depths, flushing
rates, anrl phosphorus loading values (Peterson and
Nichols, 1982).
The aforementioned trophic status
several assumptions that cannot
basis of existing information.
tnc1ude:
predictions depend upon
be quantified on the
These assumpti ons
• The C: 5i : N: P rat; 0 does not fl uctuate to the extent
that a nutri ent other than phosphorus becomes 1 imit-
i ng;
• No appreciable amount of bio-availab1e phosphorus is
released from the soil upon fill i ng of the reservoirs;
• Phosphorus loading 1 evel sare constant. throughout the
peak algal growth period;
• June phosphorus concentrations measured at Vee Canyon
correspond to the' time of peak algal productivity;
• Phosphorus spec.i es other than di sso 1 ved orthophosphate
are not converted to a bio-available form;
• Fl ushi ng rates and phosphorus' sedimentat i on rates are
constant;
• ·Phosphorus losses occur only through sedimentati on and
the outlet; and
• The net loss of phosphorus to sediments is proportional
to the amount of phosphorus in each reservoir.
Effects on Groundwater Conditions
-Mainstem
As a result of the annual water level fluctuation in the
res~rvoir, there will be localized changes in grouridwater
in the immediate vicinity of the reservoir. Groundwater
impacts downstream will be confined to the river area.
E-2-65
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-Impacts on Sloughs
During winter, in the Talkeetna to Devil Canyon reach,
some sloughs (i.e. those nearer Talkeetna) will be adja-
cent to an ice covered section of the Susitna River and
others will be adj acent to an ice free sect i on. In ice
covered sections, the Susitna River will have staged to
form the ice cover at proj ect operat i on flows of about
10,000 cfs. The associated water level will be a few
feet above normal winter water levels and will cause
increased upwell i ng in the sloughs because of the i n-
creased gradi ent. The' berms at the head end of the
sloughs may be overtopped.
A number of sloughs may be. adjacent to open water sec-
tions of the Susitna River. Since flows will average
approximately 10,000 cfs in winter, the associated water
level will be less than the existing baseline Susitna
River water levels in winter because ice staging under
present conditions yields a water level equivalent to an
open water discharge that is greater than 20,000 cfs.
Hence, it is expected that the winter gradient will be
reduced and will result in a decreased upwelling rate in
the sloughs.
.
Duirng summer, the mainstem -slough ground water inter-
action will be similar to that discussed in Section 3.2
(b)(v), with the exception that operational flows will be
greater than the downstream flows during filling and thus
upwelling rates will be closer to the natural condition
than were the upwelling rates during filling.
(v) Instream Flow Uses
-Fishing Resources, Riparian Vegetation
and Wildlife Habitat
s
Impacts of project operati on on the fi shery resources,
riparian vegetation and wil~life habitat are discussed in
Chapter 3.
Navigation and Transportation
Within the reservoir area, water craft navigation will
extend to November because of the delay in ice cover for-
mation. During winter, the reservoir will be available
for use by dogsled and snow machine.
A 1 though summer flows will be reduced from natural condi-
tions during project operation, navigation and transpor-
tation in the Watana to Talkeetna reachwi1l not be
significantly impacted. Flows will be stabilized due to
E-2-66
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-Impacts on Sloughs
During winter, in the Talkeetna to Devil Canyon reach,
some sloughs (i.e. those nearer Talkeetna) will be adja-
cent to an ice covered section of the Susitna River and
others will be adj acent to an ice free sect i on. In ice
covered sections, the Susitna River will have staged to
form the ice cover at proj ect operat i on flows of about
10,000 cfs. The associated water level will be a few
feet above normal winter water levels and will cause
increased upwell i ng in the sloughs because of the i n-
creased gradi ent. The' berms at the head end of the
sloughs may be overtopped.
A number of sloughs may be. adjacent to open water sec-
tions of the Susitna River. Since flows will average
approximately 10,000 cfs in winter, the associated water
level will be less than the existing baseline Susitna
River water levels in winter because ice staging under
present conditions yields a water level equivalent to an
open water discharge that is greater than 20,000 cfs.
Hence, it is expected that the winter gradient will be
reduced and will result in a decreased upwelling rate in
the sloughs.
.
Duirng summer, the mainstem -slough ground water inter-
action will be similar to that discussed in Section 3.2
(b)(v), with the exception that operational flows will be
greater than the downstream flows during filling and thus
upwelling rates will be closer to the natural condition
than were the upwelling rates during filling.
(v) Instream Flow Uses
-Fishing Resources, Riparian Vegetation
and Wildlife Habitat
s
Impacts of project operati on on the fi shery resources,
riparian vegetation and wil~life habitat are discussed in
Chapter 3.
Navigation and Transportation
Within the reservoir area, water craft navigation will
extend to November because of the delay in ice cover for-
mation. During winter, the reservoir will be available
for use by dogsled and snow machine.
A 1 though summer flows will be reduced from natural condi-
tions during project operation, navigation and transpor-
tation in the Watana to Talkeetna reachwi1l not be
significantly impacted. Flows will be stabilized due to
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a base-loaded operation. However, because of the reduced
water levels, caution will be required in navigating
various reaches. There will be less floating debris in
this reach of the river, which will reduce the
navigational hazards.
During the fall and winter a significant reach of the
river downstream of Watana will contain open water. This
will allow for a longer boating season but will impede
use of the river as a transportation corridor by· snow
machine or dog sled.
Downstream of Talkeetna, ice formation may be delayed and
river stage during freezeup will be increased. This may
impede winter transportation across the ice.
-Estuarine Salinity
Salinity changes in Cook Inlet due to project operations
were projected through the use of a computer model
(Resource Management Associates, 1982). A comparison of
the sal i nity impacts of average project flows with aver-
age natural ·inflow showed that under project operation,
the sal i nity range decreased a maximum of two parts per
thousand (ppt) near the mouth of the Susitna River. The
change was most notable at the end of winter when post
. project salinities were 1.5 ppt lower than existing con-
ditions. At the end of September post project salinities
were about 0.5 ppt higher than natural salinities because
of the reduced summer freshwater inflow. Although there
will be seasonal differences in salinity, the post pro-
ject salinity changes should not have a significant
impact.
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a base-loaded operation. However, because of the reduced
water levels, caution will be required in navigating
various reaches. There will be less floating debris in
this reach of the river, which will reduce the
navigational hazards.
During the fall and winter a significant reach of the
river downstream of Watana will contain open water. This
will allow for a longer boating season but will impede
use of the river as a transportation corridor by· snow
machine or dog sled.
Downstream of Talkeetna, ice formation may be delayed and
river stage during freezeup will be increased. This may
impede winter transportation across the ice.
-Estuarine Salinity
Salinity changes in Cook Inlet due to project operations
were projected through the use of a computer model
(Resource Management Associates, 1982). A comparison of
the sal i nity impacts of average project flows with aver-
age natural ·inflow showed that under project operation,
the sal i nity range decreased a maximum of two parts per
thousand (ppt) near the mouth of the Susitna River. The
change was most notable at the end of winter when post
. project salinities were 1.5 ppt lower than existing con-
ditions. At the end of September post project salinities
were about 0.5 ppt higher than natural salinities because
of the reduced summer freshwater inflow. Although there
will be seasonal differences in salinity, the post pro-
ject salinity changes should not have a significant
impact.
3.3 -Devil Canyon Development
(a) Watana Operation/Devil Canyon Construction
Construction of the Devil Canyon site is scheduled to begin in
1995. When comp leted, the Devi 1 Canyon development wi 11 consi st
of a 646 foot high, concrete arch dam, outlet facilities capable
of passing 38,500 cfs, a flipbucket spi llway with a capacity of
125,000 cfs, an emergency spillway with a capacity of 160,000 cfs,
and a 600 MW capacity powerhouse. Further i nformat i on on the
physi ca 1 features of, the Devil Canyon development can b~ found in
Section 7 of Exhibit A.
The Devil Canyon diversion is designed for the 25 year recurrence
interval flood. This is because of the degree of regulation
provided by Watana.
Any di fferences in the quant ity and quality of the water from
existing baseline conditons during the Devil Canyon construction
will be primarily due to the presence and operation of ,the Watana
facility. Therefore, the impacts described in Section 3.2(c)
will, in most cases, be referred to when discussing the impacts of
Devil Canyon construction.
(1) , Flows
Operation of Watana will be unchanged during the construc-
tion of Devil Canyon. Hence, flows will be as discussed in
Section 3.2(c). Mean monthly flows for Watana, Gold Creek,
Sunshine, and Susitna Station are illustrated in Tables
E.2.21, E.2.24, E.2.27, and E.2.29. Monthly flow duration
curves are shown in FiguresE.2.85 through E.2.88.
During construction of the diversion tunnel, the flow in
the mai nstem wi 11 be' unaffected. Upon comp let i on of the
diversion tunnels in 1996, the upstream cofferdam wi 11 be
closed and flow diverted through t,he diversion tunnel with-
out any interruption in flow. This action will dewater
approximately 1,100 feet of the Susitna River between the
upstream and downstream cofferdams.
Because 1 itt le ice wi 11 be generated through the Watana
Dev i 1 Canyon reach, pond i ng duri ng wi nter wi 11 be unneces-
saryat Devil Canyon.
Velocites through the 30 foot diameter tunnel at flows of
10,000 cfs will be 14 feet per second.
The diversion tunnel is designed to pass flood flows up to
the once in 25 year summer flood, routed through Watana.
The flood frequency curve for Devil Canyon is illustrated
in Figure E.2.93. Initially, there is little change in
discharge with frequency. This is due to the fact that the
E-2-68
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3.3 -Devil Canyon Development
(a) Watana Operation/Devil Canyon Construction
Construction of the Devil Canyon site is scheduled to begin in
1995. When comp leted, the Devi 1 Canyon development wi 11 consi st
of a 646 foot high, concrete arch dam, outlet facilities capable
of passing 38,500 cfs, a flipbucket spi llway with a capacity of
125,000 cfs, an emergency spillway with a capacity of 160,000 cfs,
and a 600 MW capacity powerhouse. Further i nformat i on on the
physi ca 1 features of, the Devil Canyon development can b~ found in
Section 7 of Exhibit A.
The Devil Canyon diversion is designed for the 25 year recurrence
interval flood. This is because of the degree of regulation
provided by Watana.
Any di fferences in the quant ity and quality of the water from
existing baseline conditons during the Devil Canyon construction
will be primarily due to the presence and operation of ,the Watana
facility. Therefore, the impacts described in Section 3.2(c)
will, in most cases, be referred to when discussing the impacts of
Devil Canyon construction.
(1) , Flows
Operation of Watana will be unchanged during the construc-
tion of Devil Canyon. Hence, flows will be as discussed in
Section 3.2(c). Mean monthly flows for Watana, Gold Creek,
Sunshine, and Susitna Station are illustrated in Tables
E.2.21, E.2.24, E.2.27, and E.2.29. Monthly flow duration
curves are shown in FiguresE.2.85 through E.2.88.
During construction of the diversion tunnel, the flow in
the mai nstem wi 11 be' unaffected. Upon comp let i on of the
diversion tunnels in 1996, the upstream cofferdam wi 11 be
closed and flow diverted through t,he diversion tunnel with-
out any interruption in flow. This action will dewater
approximately 1,100 feet of the Susitna River between the
upstream and downstream cofferdams.
Because 1 itt le ice wi 11 be generated through the Watana
Dev i 1 Canyon reach, pond i ng duri ng wi nter wi 11 be unneces-
saryat Devil Canyon.
Velocites through the 30 foot diameter tunnel at flows of
10,000 cfs will be 14 feet per second.
The diversion tunnel is designed to pass flood flows up to
the once in 25 year summer flood, routed through Watana.
The flood frequency curve for Devil Canyon is illustrated
in Figure E.2.93. Initially, there is little change in
discharge with frequency. This is due to the fact that the
E-2-68
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Watana Reservoir can absorb the one in fifty year flood,
discharging a maximum of 31,000 cfs (24,000 cfs through the
outlet facilities and 7,000 cfs through the powerhouse
[assuming minimum energy demand]).
(ii) Water Quality
-Water Temperatures
There will be no detectable difference in water tempera-
tures at Devi I Canyon or points downstream from those
discussed in Section 3.2(c)(iii) Watana Operation.
-Ice
Ice processes will be unchanged from those discussed in
Section 3.2(c)(iii) Watana Operation except that in the
event water temperatures are lowered to O°C upstream of
Devil Canyon, any frazil ice produced will be passed
through the diversion tunnel.
-Suspended Sediment/Turbidity/Vertical Illumination
Consfruction of ,the Devil Canyon facility will have im-
p acts s 1mi I ar to' those expected dur i ng the Wat an a con-
struction. Increases in suspended sediments and turbid-
ity are expected duri ng tunne 1 excavat i on, placement of
the cofferdams, blasting, excavation of gravel from bor-
row areas, gravel washing, and clearing of vegetation
from the reservoir. Any impacts that occur during summer
will be minimal compared to pre-Watana baseline condi-
tions. However, stringent construction practices will
have to be imposed during the construction of Devi 1
Canyon to prohibit suspended sediments from entering the
river and negating the improved water quality, relative
to suspended sed1ments, that wi II result when Watana
becomes operational. During winter, slightly increased
suspended sediment concentrations can be expected since
particles less than 3-4 microns in diameter wi 11 probably
pass through the reservoir.
No impoundment of water wi 11 occur duri ng the placement
and existence of the cofferdam. As a result, no settling
of sediments will occur.
Slightly decreased vertical illumination will occur with
any increase in turbidity.
-Metals
Similar to Watana construction, disturbances to soi Is and
rock or shore lines and ri verbeds wi I I increase di sso I ved
and suspended materials to the river. Although this may
E-2-69
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Watana Reservoir can absorb the one in fifty year flood,
discharging a maximum of 31,000 cfs (24,000 cfs through the
outlet facilities and 7,000 cfs through the powerhouse
[assuming minimum energy demand]).
(ii) Water Quality
-Water Temperatures
There will be no detectable difference in water tempera-
tures at Devi I Canyon or points downstream from those
discussed in Section 3.2(c)(iii) Watana Operation.
-Ice
Ice processes will be unchanged from those discussed in
Section 3.2(c)(iii) Watana Operation except that in the
event water temperatures are lowered to O°C upstream of
Devil Canyon, any frazil ice produced will be passed
through the diversion tunnel.
-Suspended Sediment/Turbidity/Vertical Illumination
Consfruction of ,the Devil Canyon facility will have im-
p acts s 1mi I ar to' those expected dur i ng the Wat an a con-
struction. Increases in suspended sediments and turbid-
ity are expected duri ng tunne 1 excavat i on, placement of
the cofferdams, blasting, excavation of gravel from bor-
row areas, gravel washing, and clearing of vegetation
from the reservoir. Any impacts that occur during summer
will be minimal compared to pre-Watana baseline condi-
tions. However, stringent construction practices will
have to be imposed during the construction of Devi 1
Canyon to prohibit suspended sediments from entering the
river and negating the improved water quality, relative
to suspended sed1ments, that wi II result when Watana
becomes operational. During winter, slightly increased
suspended sediment concentrations can be expected since
particles less than 3-4 microns in diameter wi 11 probably
pass through the reservoir.
No impoundment of water wi 11 occur duri ng the placement
and existence of the cofferdam. As a result, no settling
of sediments will occur.
Slightly decreased vertical illumination will occur with
any increase in turbidity.
-Metals
Similar to Watana construction, disturbances to soi Is and
rock or shore lines and ri verbeds wi I I increase di sso I ved
and suspended materials to the river. Although this may
E-2-69
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result in elevated metal levels within the construction
area and downstream, the water qual i ty shoul d not be
significantly impaired since substantial concentrations
of many metals already exist in the river (Section
2.3(a)).
-Petroleum Contamination
Construction activities at Devil Canyon will increase the
potential for contamination of the Susitna River by
petroleum products. However, as per the Watana construc-
tion, precautions will be taken to ensure this does not
happen (Section 3.2(a)ii).
-Concrete Contamination
The potential for concrete contamination of the Susitna
River during the construction of the Devi 1 Canyon Dam
wi 11 be greater than duri ng Watana construct i on because
of the 1 arge volume of concrete requi red. It is est i-
mated that 1. 3 mi 11 ion cubi c yards of concrete wi 11 be
used in the construct i on of the dam. The wastewater
associ ated with the batching of the concrete could, if
directly discharged into the river, seriously degrade
downstream water ·quality with subsequent fish mortality.
To prevent th is, the wastewater wi 11 be neutral i zed and
settling ponds will be employed to allow settlement of
concrete contami nants pri or to the di scharge of waste-
water to the river.
Other Parameters
No additional ground water quality impacts are expected
from those di scussed for. the proposed operat ion of the
Watana faci 1 ity.
(iii) Ground Water
There wi 11 be no ground water impacts from Devil Canyon
construction other than in the immediate vicinity of the
construction site.
(iv) Impact on Lakes and Streams in Impoundment
The perched lake adjacent to the Devil Canyon damsite will
be impacted by construction of the saddle dam across the
low area on the south bank between the emergency spillway
and the main dam. The lake is just west of the downstream
toe of the saddle dam and wi 11 be drained and parti ally
filled during construcion of the saddle dam.
(v) Instream Flow Uses
The diversion tunnel and· cofferdams will block upstream
fish movement at the Devil Canyon construction site.
E-2-70
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result in elevated metal levels within the construction
area and downstream, the water qual i ty shoul d not be
significantly impaired since substantial concentrations
of many metals already exist in the river (Section
2.3(a)).
-Petroleum Contamination
Construction activities at Devil Canyon will increase the
potential for contamination of the Susitna River by
petroleum products. However, as per the Watana construc-
tion, precautions will be taken to ensure this does not
happen (Section 3.2(a)ii).
-Concrete Contamination
The potential for concrete contamination of the Susitna
River during the construction of the Devi 1 Canyon Dam
wi 11 be greater than duri ng Watana construct i on because
of the 1 arge volume of concrete requi red. It is est i-
mated that 1. 3 mi 11 ion cubi c yards of concrete wi 11 be
used in the construct i on of the dam. The wastewater
associ ated with the batching of the concrete could, if
directly discharged into the river, seriously degrade
downstream water ·quality with subsequent fish mortality.
To prevent th is, the wastewater wi 11 be neutral i zed and
settling ponds will be employed to allow settlement of
concrete contami nants pri or to the di scharge of waste-
water to the river.
Other Parameters
No additional ground water quality impacts are expected
from those di scussed for. the proposed operat ion of the
Watana faci 1 ity.
(iii) Ground Water
There wi 11 be no ground water impacts from Devil Canyon
construction other than in the immediate vicinity of the
construction site.
(iv) Impact on Lakes and Streams in Impoundment
The perched lake adjacent to the Devil Canyon damsite will
be impacted by construction of the saddle dam across the
low area on the south bank between the emergency spillway
and the main dam. The lake is just west of the downstream
toe of the saddle dam and wi 11 be drained and parti ally
filled during construcion of the saddle dam.
(v) Instream Flow Uses
The diversion tunnel and· cofferdams will block upstream
fish movement at the Devil Canyon construction site.
E-2-70
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However, the Devi 1 Canyon and Devi 1 Creek rapids, them-
selves act as natural barriers to most upstream fish move-
ment.
Navigational impacts wi 11 be the same as during Watana
operation, except that the whitewater rapids at Devil
Canyon will be inaccessible because of construction activi-
ties.
(vi) Facilities
The construct i on of the Devi 1 Canyon power project wi 11
re-quire the construction,operation and maintenance of sup-
port facilities capable of providing the basic needs for a
maximum population of 1,900 people· (Acres 1982). The
facilities, including roads, buildings, utilities, stores,
recreation facilities, etc., will be essentially completed
during the first three years (1993-1995) of the proposed
nine-year construction period. The Devil Canyon con-
struction camp and village will be built using components
from the Watana camp. The camp and village will be located
approximately 2.5 mi les southwest of the Devi 1 Canyon dam-
site. The location and layout of the, camp and village
facilities are presented in Plates 70, 71, and-72 of
Exhibit F.
-Water Supply and Wastewater Treaatment
The Watana water treatment and wastewater treatment
plants wi 11 be reduced in si ze and· reut i 1 i zed at Devi 1
Canyon. As a result, processes identical to those
employed at Watana will be used to process the domestic
water supply and treat· the wastewater.
The water intake has been designed to withdraw a maximum
of 775,000' gallons/day to provide for the needs of the
support communities, or less than 1 cfs (Acres 1982).
Since the source of this supply is the Suistna River no
impacts on flows will occur throughout the duration of
the camps existence.
The wastewater treatment facility will be sized to handle
500,000 gallons daily. The effluent from this secondary
treatment facility will not affect the waste assimilative
capacity of the ri ver. The eff1 uent wi 11 be di scharged
approximately 1,000 feet downstream of the intake.
Prior to the completion of the wastewater treatment faci-
lity, all wastewater will be chemically treated and
stored for future processing by the facility.
E-2-71
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However, the Devi 1 Canyon and Devi 1 Creek rapids, them-
selves act as natural barriers to most upstream fish move-
ment.
Navigational impacts wi 11 be the same as during Watana
operation, except that the whitewater rapids at Devil
Canyon will be inaccessible because of construction activi-
ties.
(vi) Facilities
The construct i on of the Devi 1 Canyon power project wi 11
re-quire the construction,operation and maintenance of sup-
port facilities capable of providing the basic needs for a
maximum population of 1,900 people· (Acres 1982). The
facilities, including roads, buildings, utilities, stores,
recreation facilities, etc., will be essentially completed
during the first three years (1993-1995) of the proposed
nine-year construction period. The Devil Canyon con-
struction camp and village will be built using components
from the Watana camp. The camp and village will be located
approximately 2.5 mi les southwest of the Devi 1 Canyon dam-
site. The location and layout of the, camp and village
facilities are presented in Plates 70, 71, and-72 of
Exhibit F.
-Water Supply and Wastewater Treaatment
The Watana water treatment and wastewater treatment
plants wi 11 be reduced in si ze and· reut i 1 i zed at Devi 1
Canyon. As a result, processes identical to those
employed at Watana will be used to process the domestic
water supply and treat· the wastewater.
The water intake has been designed to withdraw a maximum
of 775,000' gallons/day to provide for the needs of the
support communities, or less than 1 cfs (Acres 1982).
Since the source of this supply is the Suistna River no
impacts on flows will occur throughout the duration of
the camps existence.
The wastewater treatment facility will be sized to handle
500,000 gallons daily. The effluent from this secondary
treatment facility will not affect the waste assimilative
capacity of the ri ver. The eff1 uent wi 11 be di scharged
approximately 1,000 feet downstream of the intake.
Prior to the completion of the wastewater treatment faci-
lity, all wastewater will be chemically treated and
stored for future processing by the facility.
E-2-71
The applicant will obtain all the necessary permits for
the water supply and waste discharge facilities.
-Construction, Operation and Maintenance
Similar to Watana, the construction, operation and main-
tenance of, the camp and village could cause slight
increases in turbidity and suspended sediments in the
local drainage basins (i .e., Cheechacko Creek and Jack
Long Creek). In addition, there will be a potential for
accidental spillage and leakage of petroleum contaminat-
i ng groundwater and local streams and 1 akes.· Through
appropriate preventative techniques, these potential
impacts will be minimized.
(b) Watana Operation/Devil Canyon Impoundment
(i) Reservoir Filling
Upon completion of the main dam to a height sufficient to
allow ponding above the primary outlet facilities (eleva-·
tions 930 feet and 1,050 feet), the intake gates will be
partially closed to raise the upstream water level from its
natural level of about 850 feet. Flow wi 11 be maintained
at a minimum of 5,000 cfs at Gold Creek if this· process
occurs between October and April. From May through
September, the minimum environmental flows described in
Section 3.2(b} will be released (See Table E.2.17).
Once the level rises above the lower level discharge
valves, the diversion gates will be permanently closed and
flow passed through the fixed cone valves.
Since the storage ~olume required befor~ operation of the
cone valves can commence is less than 76,000 acre feet, the
filling process will require about one to four weeks. The
reservoir will not be allowed to rise above 1135 feet for
approximately one year, w~ile· the diversion tunnel is being
plugged with concrete.
When the dam is completed, an additional storage volume of
one million acre feet will be required to fill the reser-
voir to its normal operating elevation of 1455 feet.
Filling will be accomplished as quickly as possible (cur-
rently estimated to be between 5 and 8 weeks) util izing
maximum powerhouse flows at Watana. During filling of
Devil Canyon Reservoir, Gold Creek flows will be maintained
at or above the. minimum target flows depicted in Table
E.2.17.
(; i) Flows
Because of the two distinct filling periods, the two-stage
impoundment sequence will be several years long, even
E-2-72
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The applicant will obtain all the necessary permits for
the water supply and waste discharge facilities.
-Construction, Operation and Maintenance
Similar to Watana, the construction, operation and main-
tenance of, the camp and village could cause slight
increases in turbidity and suspended sediments in the
local drainage basins (i .e., Cheechacko Creek and Jack
Long Creek). In addition, there will be a potential for
accidental spillage and leakage of petroleum contaminat-
i ng groundwater and local streams and 1 akes.· Through
appropriate preventative techniques, these potential
impacts will be minimized.
(b) Watana Operation/Devil Canyon Impoundment
(i) Reservoir Filling
Upon completion of the main dam to a height sufficient to
allow ponding above the primary outlet facilities (eleva-·
tions 930 feet and 1,050 feet), the intake gates will be
partially closed to raise the upstream water level from its
natural level of about 850 feet. Flow wi 11 be maintained
at a minimum of 5,000 cfs at Gold Creek if this· process
occurs between October and April. From May through
September, the minimum environmental flows described in
Section 3.2(b} will be released (See Table E.2.17).
Once the level rises above the lower level discharge
valves, the diversion gates will be permanently closed and
flow passed through the fixed cone valves.
Since the storage ~olume required befor~ operation of the
cone valves can commence is less than 76,000 acre feet, the
filling process will require about one to four weeks. The
reservoir will not be allowed to rise above 1135 feet for
approximately one year, w~ile· the diversion tunnel is being
plugged with concrete.
When the dam is completed, an additional storage volume of
one million acre feet will be required to fill the reser-
voir to its normal operating elevation of 1455 feet.
Filling will be accomplished as quickly as possible (cur-
rently estimated to be between 5 and 8 weeks) util izing
maximum powerhouse flows at Watana. During filling of
Devil Canyon Reservoir, Gold Creek flows will be maintained
at or above the. minimum target flows depicted in Table
E.2.17.
(; i) Flows
Because of the two distinct filling periods, the two-stage
impoundment sequence will be several years long, even
E-2-72
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though the actual time for filling will only be about two
months long. Flows during the first stage of filling will
be impacted for a short duration.
Between the fi rst stage and second stage of fi 11 ing, the
reservoir wi 11 not be allowed to exceed 1135 feet. Thus,
the Devil Canyon reservoir will be more or less held at a
constant level. Flows along the Susitna wi 11 be unchanged
from those during Devi 1 Canyon construction (See Section
3.3(a)).
Du~ing the second stage of filling, wherein 1,014,000
acre-feet are ~ed __ to the Devi 1 Canyon reservoi r, the
Watana reservoir will---be lowered about 25 feet 1f filling
occurs during either fall or winter. Although the flow
into Devi 1 Canyon wi 11 be approximately twice normal power
flow from Watana, the impact of increased flow wi 11 be
minimal in the Devi 1 Canyon-Watana reach because the two
sites are close to one another.
Flow downstream of Devil Canyon will be s 1 i ght ly reduced
during this filling process. However, the time period will
be short and flows will be maintained at or above the mini-
mum target flow at Gold Creek.
Since actual filling times are short and since filling will
1 ikely occur in fall or winter, floods are 1 ikely to be
important only during the time the reservoir is not allowed
to increase above 1135 feet. If a flood should occur dur-
ing this time, the cone valves are designed to pass the
once in fifty year design flood of 38,500 cfs.
Effects on Water Quality
-Water Temperature
The outlet water temperatures from Watana will be
unchanged from those of the Watana alone scenario.
Because of the rapid filling of the Devil Canyon reser-
voir, there will be minimal impact on the outlet tempera-
tures at Devil Canyon during both stages of filling.
Between the fi 11 i ng st ages, the 1 arger surf ace are a of
the reservoir will offer more opportunity for atmospheric
heat exchange. However, si nce the retent i on time wi 11
on ly be in the order of. 4 days, it is expected that
little change in water temperature will occur from that
experienced under Watana along at the Devil Canyon outlet
or downstream.
E-2-73
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though the actual time for filling will only be about two
months long. Flows during the first stage of filling will
be impacted for a short duration.
Between the fi rst stage and second stage of fi 11 ing, the
reservoir wi 11 not be allowed to exceed 1135 feet. Thus,
the Devil Canyon reservoir will be more or less held at a
constant level. Flows along the Susitna wi 11 be unchanged
from those during Devi 1 Canyon construction (See Section
3.3(a)).
Du~ing the second stage of filling, wherein 1,014,000
acre-feet are ~ed __ to the Devi 1 Canyon reservoi r, the
Watana reservoir will---be lowered about 25 feet 1f filling
occurs during either fall or winter. Although the flow
into Devi 1 Canyon wi 11 be approximately twice normal power
flow from Watana, the impact of increased flow wi 11 be
minimal in the Devi 1 Canyon-Watana reach because the two
sites are close to one another.
Flow downstream of Devil Canyon will be s 1 i ght ly reduced
during this filling process. However, the time period will
be short and flows will be maintained at or above the mini-
mum target flow at Gold Creek.
Since actual filling times are short and since filling will
1 ikely occur in fall or winter, floods are 1 ikely to be
important only during the time the reservoir is not allowed
to increase above 1135 feet. If a flood should occur dur-
ing this time, the cone valves are designed to pass the
once in fifty year design flood of 38,500 cfs.
Effects on Water Quality
-Water Temperature
The outlet water temperatures from Watana will be
unchanged from those of the Watana alone scenario.
Because of the rapid filling of the Devil Canyon reser-
voir, there will be minimal impact on the outlet tempera-
tures at Devil Canyon during both stages of filling.
Between the fi 11 i ng st ages, the 1 arger surf ace are a of
the reservoir will offer more opportunity for atmospheric
heat exchange. However, si nce the retent i on time wi 11
on ly be in the order of. 4 days, it is expected that
little change in water temperature will occur from that
experienced under Watana along at the Devil Canyon outlet
or downstream.
E-2-73
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-Ice
An extens i ve ice cover is not expected to form on the
Devil Canyon reservoir during the period wherein a pool
at approximate elevation 1135 is maintained. Addition-
ally, since winter temperatures downstream will not be
significantly affected by the pool, ice processes down-
stream of Devi 1 Canyon wi 11 remain the same as during
Devil Canyon construction.
Suspended Sediments/Turbidity/Vertical Illumination
As previou~is~ussed, the Watana reservoir will act as
a sediment trap, greatly reducing the quantity of sus-
pended sediment entering the Devil Canyon reservoir.
During the fi 11ing of Devi 1 Canyon from approximately
elevation 1135 feet to full pool, the flow will be
increased to the maximum power flow from Watana.
Because of the reduced residence time, this could cause a
slight increase in suspended sediment concentrations
leaving Watana reservoir. However, Devil Canyon will
provide additional settling capability and thus, the net
result in suspended sediment concentration downstream of
Devil Canyon will not be different from that during
operation of Watana alone. Turbidity levels and vertical
illumination will remain unchanged from Watana only
operation.
Some short-term increases in suspended sediment concen-
tration and turbidity may occur within the Devil Canyon
impoundment from slump i ng of vall ey wa 11 s • However,
since the Devil Canyon impoundment area is characterized
by a very shallow overburden 1 ayer with numerous out-
croppings of bedrock, slope instability should not signi-
ficantly affect turbidity a~d suspended sediment concen-
tration. A further discussion of slope stability can be
found in Appendix K of the Susltna Hydroelectric Project
Geotechnical Report (Acres 1981).
-Total Dissolved Solids, Conductivity, Alkalinity,
Significant Ions and Metals
Similar to the process occurring during Watana filling,
increases in dissolved soilds, conductivity and most of
the major ions will likely result from leaching of the
impoundment soils and rocks during Devil Canyon filling.
However, for initial filling, from elevation 850 to 1135,
no significant downstream impacts are foreseen, since it
wi 11 take only about two weeks to accumulate the 76,000
acre-feet of storage. In such a short time, insignifi-
cant leaching would occur which could be detrimental to
downstream water quality.
E-2-74
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An extens i ve ice cover is not expected to form on the
Devil Canyon reservoir during the period wherein a pool
at approximate elevation 1135 is maintained. Addition-
ally, since winter temperatures downstream will not be
significantly affected by the pool, ice processes down-
stream of Devi 1 Canyon wi 11 remain the same as during
Devil Canyon construction.
Suspended Sediments/Turbidity/Vertical Illumination
As previou~is~ussed, the Watana reservoir will act as
a sediment trap, greatly reducing the quantity of sus-
pended sediment entering the Devil Canyon reservoir.
During the fi 11ing of Devi 1 Canyon from approximately
elevation 1135 feet to full pool, the flow will be
increased to the maximum power flow from Watana.
Because of the reduced residence time, this could cause a
slight increase in suspended sediment concentrations
leaving Watana reservoir. However, Devil Canyon will
provide additional settling capability and thus, the net
result in suspended sediment concentration downstream of
Devil Canyon will not be different from that during
operation of Watana alone. Turbidity levels and vertical
illumination will remain unchanged from Watana only
operation.
Some short-term increases in suspended sediment concen-
tration and turbidity may occur within the Devil Canyon
impoundment from slump i ng of vall ey wa 11 s • However,
since the Devil Canyon impoundment area is characterized
by a very shallow overburden 1 ayer with numerous out-
croppings of bedrock, slope instability should not signi-
ficantly affect turbidity a~d suspended sediment concen-
tration. A further discussion of slope stability can be
found in Appendix K of the Susltna Hydroelectric Project
Geotechnical Report (Acres 1981).
-Total Dissolved Solids, Conductivity, Alkalinity,
Significant Ions and Metals
Similar to the process occurring during Watana filling,
increases in dissolved soilds, conductivity and most of
the major ions will likely result from leaching of the
impoundment soils and rocks during Devil Canyon filling.
However, for initial filling, from elevation 850 to 1135,
no significant downstream impacts are foreseen, since it
wi 11 take only about two weeks to accumulate the 76,000
acre-feet of storage. In such a short time, insignifi-
cant leaching would occur which could be detrimental to
downstream water quality.
E-2-74
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Subsequent to initial filling and for the remainder of
the filling process, fixed-cone valves will be utilized
for reservoir discharge. Since they will be drawing
water from wel,1 above the bottom of the impoundment and
since the leaching process will be confined to a layer of
water near the bottom (Peterson and Nichols, 1982) down-
stream water quality should not be adversely impacted.
Evaporation at the Devil Canyon reservoir surface will be
increased above existing riverine evaporation, but this
wi 11 be negated by pre,cipitation fall ing directly on the
reservoir. Hence, there will be no impact on total dis-
solved solid concentration from ~or~ion.
Dissolved Oxygen
As previously' discussed in Section 3.2(c), (iii) Watana
Operation, water entering Devil Canyon will have a high
dissolved oxygen concentration and low BOD.
Because of the extremely short residence times, no hypo-
1imentic oxygen depletion is expected to develop during
either the one year that the reservoir is held near
elevation 1135 feet or the final six weeks of reservoir
filling.
Treated wastewater will continue to be discharged down-
stream Of the dam, but the river flow will be more than
ample to assimilate any wastes.
-Nitrogen Supersaturation
Nitrogen supersaturation will not be a concern during the
filling of Devil Canyon reservoir. During the initial
fi lling to an elevation of no greater than 1135, low
level outlets will be employed. No superstauration with-
in the lower level of the reservoir will occur during
thi s two week time frame. Further, there wi 11 be no
plunging discharge to entrain nitrogen.
Duri ng the remai nder of the fi 11 i ng sequence, di scharge
will be via the fixed cone valves. Therefore, no nitro-
gen superstauration conditions are expected downstream of
the dam.
Support Facilities
No impacts are anticipated during the filling process as
the result of the withdrawal of water and the subsequent
di scharge of the treated wastewater from either the camp
or vi 11 age.
E-2-75
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Subsequent to initial filling and for the remainder of
the filling process, fixed-cone valves will be utilized
for reservoir discharge. Since they will be drawing
water from wel,1 above the bottom of the impoundment and
since the leaching process will be confined to a layer of
water near the bottom (Peterson and Nichols, 1982) down-
stream water quality should not be adversely impacted.
Evaporation at the Devil Canyon reservoir surface will be
increased above existing riverine evaporation, but this
wi 11 be negated by pre,cipitation fall ing directly on the
reservoir. Hence, there will be no impact on total dis-
solved solid concentration from ~or~ion.
Dissolved Oxygen
As previously' discussed in Section 3.2(c), (iii) Watana
Operation, water entering Devil Canyon will have a high
dissolved oxygen concentration and low BOD.
Because of the extremely short residence times, no hypo-
1imentic oxygen depletion is expected to develop during
either the one year that the reservoir is held near
elevation 1135 feet or the final six weeks of reservoir
filling.
Treated wastewater will continue to be discharged down-
stream Of the dam, but the river flow will be more than
ample to assimilate any wastes.
-Nitrogen Supersaturation
Nitrogen supersaturation will not be a concern during the
filling of Devil Canyon reservoir. During the initial
fi lling to an elevation of no greater than 1135, low
level outlets will be employed. No superstauration with-
in the lower level of the reservoir will occur during
thi s two week time frame. Further, there wi 11 be no
plunging discharge to entrain nitrogen.
Duri ng the remai nder of the fi 11 i ng sequence, di scharge
will be via the fixed cone valves. Therefore, no nitro-
gen superstauration conditions are expected downstream of
the dam.
Support Facilities
No impacts are anticipated during the filling process as
the result of the withdrawal of water and the subsequent
di scharge of the treated wastewater from either the camp
or vi 11 age.
E-2-75
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Some localized increases in suspended sediments and tur-
bidity are expected to occur during the dismantling of
the camp which may begin at this time. Using the appro-
priate preventive procedures, any impacts should be mini-
mized. .
(iv) Groundwater
( v)
( vi)
No major groundwater impacts are anticipated during the
impoundment of Dev 11 Canyon. Th e increased water 1 eve 1
within the reservoir will be confined between bedrock
walls. Downstream there may be a slight decrease in water
level from reduced flows if fillh:t.g....oCGlJrs other than in
August or the first 3 weeks of September. The associated
change in groundwater level will be confined to the
immediate area of the riverbank.
Impacts on Lakes and Streams in Impoundment
As the Devi 1 Canyon poo 1 1 eve 1 ri ses, the mouths of the
tributaries entering the reservoir will be inundated for up
to 1.6 miles (See Table E.2.11). Sediment transporated by
these streams wi 11 be deposited at the new stream mouth
established when the reservoir is filled.
Instream Flow Uses
-Fisheries
As Devil Canyon reservoir is filled, additional fishery
habitat will become available within the reservoir. How-
ever, impacts to fish habitat wi 11 occur as tributary
mouths become inundated. Further information on reser-
voir and downstream impacts in Chapter 3.
Navigation and Transportation
During filling, the rapids upstream of Devil Canyon will
be inundated and white water kayaking opportunities will
be lost. Since the reservoir will be rising about as
much as 8 feet per day during filling, the reservoir will
be unsafe for boat i ng. Downstream water 1 eve 1 s may be
slightly lowered, but this is not expected to affect
navigation because of the slight change most likely con-
fined to the winter season.
-Waste Assimilative Capacity
Although flows in the river will be reduced during the
two segments of reservoir filling, the waste assimilative
capacity of the river will not be affected.
E-2-76
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Some localized increases in suspended sediments and tur-
bidity are expected to occur during the dismantling of
the camp which may begin at this time. Using the appro-
priate preventive procedures, any impacts should be mini-
mized. .
(iv) Groundwater
( v)
( vi)
No major groundwater impacts are anticipated during the
impoundment of Dev 11 Canyon. Th e increased water 1 eve 1
within the reservoir will be confined between bedrock
walls. Downstream there may be a slight decrease in water
level from reduced flows if fillh:t.g....oCGlJrs other than in
August or the first 3 weeks of September. The associated
change in groundwater level will be confined to the
immediate area of the riverbank.
Impacts on Lakes and Streams in Impoundment
As the Devi 1 Canyon poo 1 1 eve 1 ri ses, the mouths of the
tributaries entering the reservoir will be inundated for up
to 1.6 miles (See Table E.2.11). Sediment transporated by
these streams wi 11 be deposited at the new stream mouth
established when the reservoir is filled.
Instream Flow Uses
-Fisheries
As Devil Canyon reservoir is filled, additional fishery
habitat will become available within the reservoir. How-
ever, impacts to fish habitat wi 11 occur as tributary
mouths become inundated. Further information on reser-
voir and downstream impacts in Chapter 3.
Navigation and Transportation
During filling, the rapids upstream of Devil Canyon will
be inundated and white water kayaking opportunities will
be lost. Since the reservoir will be rising about as
much as 8 feet per day during filling, the reservoir will
be unsafe for boat i ng. Downstream water 1 eve 1 s may be
slightly lowered, but this is not expected to affect
navigation because of the slight change most likely con-
fined to the winter season.
-Waste Assimilative Capacity
Although flows in the river will be reduced during the
two segments of reservoir filling, the waste assimilative
capacity of the river will not be affected.
E-2-76
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(c) Watana/Devil Canyon Operation
(i) Flows
-Project Operation
When Devi 1 Canyon comes on 1 i ne, Watana wi 11 be operated
as a peaking plant and Devil Canyon will be baseloaded.
Advantage will be taken of the reservoir storage at Devil
Canyon to optimize energy production while at the same
time providing the downstream flow requirements.
Each September, the Watana reservoir wi 11 be fi lled to'-a:s --./
near the maximum water level of 2190 feet as possible, .
whi le sti 11 meeting the downstream flow requirements.
From October to May the reservoir will be drawn down to
approximately elevation 2080 feet, although the reservoir
will be allowed to fall to a minimum reservoir level of
2065 feet duri ng dry years. In May, the spri ng runoff
will begin to fill the reservoir.
However, the reservoir wi 11 not be allowed to fi 11 above
elevation 2185 until late August when the threat of a
summer flood wi 11 have passed. If September is a wet
month, the reservoir will be allowed to fill an addi-
tional 5 feet to elevation 2190 because the probability.
of significant flooding wi 11 have passed until the next
spring.
From November through the end of July, Devil Canyon will
be operated at the normal maximum headpond elevation of
1455 feet to optimize power production. In August, the
Devil Canyon reservoir will be allowed to fall to a mini-
mum 1 eve 1 of 1405 feet. In th i s way, much of the August
downstream flow requirement at Gold Creek can be met from
water coming out of storage at Devil Canyon. This will
allow most of the water entering the Watana reservoir to
be stored rather than pass through the turbines and pro-
duce unsalable energy. In September, the Devil Canyon
reservoir will be further lowered if it is not already at
its minimum elevation of 1405 feet and if the Watana
reservoir is not full. When the downstream flow require-
ments diminish in October, the Devi 1 Canyon reservoir
will be filled to 1455 feet.
-Minimum Downstream Target Flows
The minimum downstream target flows at Gold Creek which
controlled the summer operation of Watana alone will be
unchanged when Devil Canyon comes on line. Table E.2.17
illustrates these flows (A further explanation is pro-
vided in Section 3.2(c)(i)).
E-2-77
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(c) Watana/Devil Canyon Operation
(i) Flows
-Project Operation
When Devi 1 Canyon comes on 1 i ne, Watana wi 11 be operated
as a peaking plant and Devil Canyon will be baseloaded.
Advantage will be taken of the reservoir storage at Devil
Canyon to optimize energy production while at the same
time providing the downstream flow requirements.
Each September, the Watana reservoir wi 11 be fi lled to'-a:s --./
near the maximum water level of 2190 feet as possible, .
whi le sti 11 meeting the downstream flow requirements.
From October to May the reservoir will be drawn down to
approximately elevation 2080 feet, although the reservoir
will be allowed to fall to a minimum reservoir level of
2065 feet duri ng dry years. In May, the spri ng runoff
will begin to fill the reservoir.
However, the reservoir wi 11 not be allowed to fi 11 above
elevation 2185 until late August when the threat of a
summer flood wi 11 have passed. If September is a wet
month, the reservoir will be allowed to fill an addi-
tional 5 feet to elevation 2190 because the probability.
of significant flooding wi 11 have passed until the next
spring.
From November through the end of July, Devil Canyon will
be operated at the normal maximum headpond elevation of
1455 feet to optimize power production. In August, the
Devil Canyon reservoir will be allowed to fall to a mini-
mum 1 eve 1 of 1405 feet. In th i s way, much of the August
downstream flow requirement at Gold Creek can be met from
water coming out of storage at Devil Canyon. This will
allow most of the water entering the Watana reservoir to
be stored rather than pass through the turbines and pro-
duce unsalable energy. In September, the Devil Canyon
reservoir will be further lowered if it is not already at
its minimum elevation of 1405 feet and if the Watana
reservoir is not full. When the downstream flow require-
ments diminish in October, the Devi 1 Canyon reservoir
will be filled to 1455 feet.
-Minimum Downstream Target Flows
The minimum downstream target flows at Gold Creek which
controlled the summer operation of Watana alone will be
unchanged when Devil Canyon comes on line. Table E.2.17
illustrates these flows (A further explanation is pro-
vided in Section 3.2(c)(i)).
E-2-77
Monthly Energy Simulations
The monthly energy simulation program was run using the
32 years of Watana and Devi 1 Canyon synthesi zed flow
data. Pre-project flow data is presented in Tables
E.2.32 and E.2.33. (The development of the Watana and
Devil Canyon flow sequences used in the simulation was
discussed in Sections 2.1(a) and 3.2(c), (i).)
Monthly maximum, minimum, and median Watana and Devil
Canyon reservoir levels for the 32 year simulation are
illustrated in Figures E.2.94 and E.2.95.
. Daily Operation
With both Devi 1 Canyon and Watana operating, Watana
wi 11 operate as a peak i ng plant since it wi 11 di s-
charge directly into the Devil Canyon reservoir where
the flow can be regulated. Water levels in Devil
Canyon wi 11 fluctuate less than one foo.t on a dai ly
basi s due to the peak i ng operat i on of Watana. Devi 1
Canyon will operate as a baseloaded plant for the life
of the project.
-Mean Monthly and Annual Flows
Monthly Watana, Devil Canyon and Gold Creek flows for the
32 year monthly energy simulation are presented in Tables
E.2.34, E.2.35, and E.2.36. The maximum, mean, and mini-
mum flows for each month are summari zed and compared to
pre-project flows and Watana only post-project flows
(where appropriate) in Tables E.2.22, E.2.37, and E.2.25.
From October through Apri 1, the post-project flows are
many times greater than the natural, unregulated flows.
Post-project flows during the month~ of June, July,
August, and September are 36, 34, 56, and 79 percent of
the average mean monthly pre-project flow at Gold Creek
respectively. The reductions represent the flow volume
used to fill the Watana reservoir. Variations in mean
monthly post-project flows occur' but the range is
substantially reduced from pre-project flows.
Further downstream, percentage differences between pre-
and post-project flows are reduced by tributary inflows.
The pre-and post-project monthly flow summaries for
Sunshine and Susitna Station are compared in Tables
E.2.30 and E.2.31. Monthly post-project flows are
presented in Tables E.2.38 and E.2.39. Although summer
flows from May through October average about 8 percent
less at Susitna station, winter flows are about 100
percent greater than existing conditions.
E-2-78
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Monthly Energy Simulations
The monthly energy simulation program was run using the
32 years of Watana and Devi 1 Canyon synthesi zed flow
data. Pre-project flow data is presented in Tables
E.2.32 and E.2.33. (The development of the Watana and
Devil Canyon flow sequences used in the simulation was
discussed in Sections 2.1(a) and 3.2(c), (i).)
Monthly maximum, minimum, and median Watana and Devil
Canyon reservoir levels for the 32 year simulation are
illustrated in Figures E.2.94 and E.2.95.
. Daily Operation
With both Devi 1 Canyon and Watana operating, Watana
wi 11 operate as a peak i ng plant since it wi 11 di s-
charge directly into the Devil Canyon reservoir where
the flow can be regulated. Water levels in Devil
Canyon wi 11 fluctuate less than one foo.t on a dai ly
basi s due to the peak i ng operat i on of Watana. Devi 1
Canyon will operate as a baseloaded plant for the life
of the project.
-Mean Monthly and Annual Flows
Monthly Watana, Devil Canyon and Gold Creek flows for the
32 year monthly energy simulation are presented in Tables
E.2.34, E.2.35, and E.2.36. The maximum, mean, and mini-
mum flows for each month are summari zed and compared to
pre-project flows and Watana only post-project flows
(where appropriate) in Tables E.2.22, E.2.37, and E.2.25.
From October through Apri 1, the post-project flows are
many times greater than the natural, unregulated flows.
Post-project flows during the month~ of June, July,
August, and September are 36, 34, 56, and 79 percent of
the average mean monthly pre-project flow at Gold Creek
respectively. The reductions represent the flow volume
used to fill the Watana reservoir. Variations in mean
monthly post-project flows occur' but the range is
substantially reduced from pre-project flows.
Further downstream, percentage differences between pre-
and post-project flows are reduced by tributary inflows.
The pre-and post-project monthly flow summaries for
Sunshine and Susitna Station are compared in Tables
E.2.30 and E.2.31. Monthly post-project flows are
presented in Tables E.2.38 and E.2.39. Although summer
flows from May through October average about 8 percent
less at Susitna station, winter flows are about 100
percent greater than existing conditions.
E-2-78
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A comparison of post-project mean monthly flows with
Watana operating alone, and with Watana and Devi 1 Canyon
both operating shows that although there are some differ-
ences, the differences are minor.
-Floods
. Spring Floods
For the 32 years simulated, ·,10 flow releases occurred
between May and July at either Watana or Devil Canyon.
All flow was either absorbed in the Watana reservoir or
passed through the respective powerhouses. The June 7,
1964 flood of record with an annual flood recurrence
interval of better than 20 years, resulted in a Watana
reservoir elevation of 2151 feet at the end of June, an
elevation well below the' elevation at which flow is
released.
The maximum mean monthly discharge at Devil Canyon dur-
ing the spring flood period was approximately 10,500
cfs. If peak inflow into Dev i 1 Canyon reservoi r con-
tributed from the drainage area downstream of Watana
approached thi s di scharge, flow at Watana would be
virtually shut off to maintain a Devil Canyon reservoir
level of 1455 feet. Lateral inflow would supply most
of the power needs. However, it is unlikely the peak
contribution downstream of Watana wQu1d be as large as
10,500 cfs. For' example, the Gold Creek maximum his-
torical one day peak flow to mean monthly flow ratio
for the month of June is 2.05. If it is assumed this
is valid for the d~ainage area between Watana and Devil
Canyon, the-peak-1 day June inflow during the simu-
lation period would approximate 9300 cfs.
For the once in fifty year flood, the downstream flow
with both Watana and Devil Canyon in operation will be
similar to the flow with Watana operating alone. The'
Watana reservoir wi 11 be drawn down sufficiently such
that the once-in-fifty-year flood volume can be stored
within the reservoir if the flood occurs in June. The
flow contribution at Devil Canyon for the drainage area
between Watana and Devil Canyon would approximate
11,000 cfs. Hence, power needs would be met by running
Devil Canyon to near capacity and reducing outflow from
Watana as much as possible to prevent flow wastage.
For flood events greater than the once in fifty year
event and after Watana reservoir elevation reaches
2185.5, the powerhouse and outlet facilities at both
Watana and Devi 1 Canyon wi 11 be operated to match
inflow up to the full operating capacity of the power-
house and outlet facilities. If inflow to the Watana
reservoi r conti nues to be greater than outflow, the
E-2-79
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A comparison of post-project mean monthly flows with
Watana operating alone, and with Watana and Devi 1 Canyon
both operating shows that although there are some differ-
ences, the differences are minor.
-Floods
. Spring Floods
For the 32 years simulated, ·,10 flow releases occurred
between May and July at either Watana or Devil Canyon.
All flow was either absorbed in the Watana reservoir or
passed through the respective powerhouses. The June 7,
1964 flood of record with an annual flood recurrence
interval of better than 20 years, resulted in a Watana
reservoir elevation of 2151 feet at the end of June, an
elevation well below the' elevation at which flow is
released.
The maximum mean monthly discharge at Devil Canyon dur-
ing the spring flood period was approximately 10,500
cfs. If peak inflow into Dev i 1 Canyon reservoi r con-
tributed from the drainage area downstream of Watana
approached thi s di scharge, flow at Watana would be
virtually shut off to maintain a Devil Canyon reservoir
level of 1455 feet. Lateral inflow would supply most
of the power needs. However, it is unlikely the peak
contribution downstream of Watana wQu1d be as large as
10,500 cfs. For' example, the Gold Creek maximum his-
torical one day peak flow to mean monthly flow ratio
for the month of June is 2.05. If it is assumed this
is valid for the d~ainage area between Watana and Devil
Canyon, the-peak-1 day June inflow during the simu-
lation period would approximate 9300 cfs.
For the once in fifty year flood, the downstream flow
with both Watana and Devil Canyon in operation will be
similar to the flow with Watana operating alone. The'
Watana reservoir wi 11 be drawn down sufficiently such
that the once-in-fifty-year flood volume can be stored
within the reservoir if the flood occurs in June. The
flow contribution at Devil Canyon for the drainage area
between Watana and Devil Canyon would approximate
11,000 cfs. Hence, power needs would be met by running
Devil Canyon to near capacity and reducing outflow from
Watana as much as possible to prevent flow wastage.
For flood events greater than the once in fifty year
event and after Watana reservoir elevation reaches
2185.5, the powerhouse and outlet facilities at both
Watana and Devi 1 Canyon wi 11 be operated to match
inflow up to the full operating capacity of the power-
house and outlet facilities. If inflow to the Watana
reservoi r conti nues to be greater than outflow, the
E-2-79
I
reservoir will gradually rise to elevation 2193. When
the reservoir level reaches 2193, the main spi llway
gates wi 11 be opened and operated so that outflow
matches i nfl ow. Concurrent with openi ng the Watana
main spi llway gates, the main spi llway gates at Devi 1
Canyon will be opened such that inflow matches outflow.
The main spillways at both Watana and Devil Canyon will
-have suffi ci ent capacity to pass the one in 10,000
year _event. Peaki nflow for the one in 10,000 year
flood will exceed outflow capacity at Watana resulting
in a slight increase above 2193 feet. At Devil Canyon
there wi 11 be no increase in water 1 eve 1. The di s-
charges and water levels associ ated with a once in
10,000 year flood for both Watana and Devil Canyon are
illustrated in Figures E.2.83 and E.2.96.
If the probable maximum flood (PMF) were to occur, the
-operation at Watana would be unchanged whether Watana
is operating alone or in series with Devil Canyon. The
mai n spi llway wi 11 be operated to match i nfl ow unt i 1
the capacity of the spi llway is exceeded. At thi s
point, the reservoir elevation would rise until it
reached elevation 2200. If the water level exceeds
elevation 2200, the erodible dike in the emergency
spi llway would be washed out and flow would be passed
through the emergency spi 11way. The resulting total
outflow through all discharge structures would be
311,000 cfs, 15,000 cfs less than the PMF.
At Devi 1 Canyon a simi lar scenario would occur. The
main spi llway would continue to operate, passing the
mai n spi llway di scharge from Watana. Once the emer-
gency spi 11way at Watana started operat i ng, the Devi 1
CanyOn reservoir would surcharge to 1465 and its emer-
gency spi llway would begin to operate. Peak outflow
would occur immediately after the fuse plug eroded
away. However, the peak is slightly less than the peak
inflow. The inflow and outflow hydrographs for both
the Watana and Devi 1 Canyon PMF are shown in Fi gures
E.2.83 and E.2.96, respectively.
. Summer Floods
Although there were no flow releases at the Watana site
d uri ng August or September in the 32 year s i mu 1 at ion,
in wet years Watana and Devil Canyon may produce more
energy than can be used. If this occurs, flow wi 11
have to be released through the outlet facilities.
However, on a mean monthly basis, the total discharge
at Watana will be less than the Watana powerhouse flow
capacity of 19,400 cfs. Flow wi 11 only be released
when the reservoir exceeds elevation 2185.5 feet.
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reservoir will gradually rise to elevation 2193. When
the reservoir level reaches 2193, the main spi llway
gates wi 11 be opened and operated so that outflow
matches i nfl ow. Concurrent with openi ng the Watana
main spi llway gates, the main spi llway gates at Devi 1
Canyon will be opened such that inflow matches outflow.
The main spillways at both Watana and Devil Canyon will
-have suffi ci ent capacity to pass the one in 10,000
year _event. Peaki nflow for the one in 10,000 year
flood will exceed outflow capacity at Watana resulting
in a slight increase above 2193 feet. At Devil Canyon
there wi 11 be no increase in water 1 eve 1. The di s-
charges and water levels associ ated with a once in
10,000 year flood for both Watana and Devil Canyon are
illustrated in Figures E.2.83 and E.2.96.
If the probable maximum flood (PMF) were to occur, the
-operation at Watana would be unchanged whether Watana
is operating alone or in series with Devil Canyon. The
mai n spi llway wi 11 be operated to match i nfl ow unt i 1
the capacity of the spi llway is exceeded. At thi s
point, the reservoir elevation would rise until it
reached elevation 2200. If the water level exceeds
elevation 2200, the erodible dike in the emergency
spi llway would be washed out and flow would be passed
through the emergency spi 11way. The resulting total
outflow through all discharge structures would be
311,000 cfs, 15,000 cfs less than the PMF.
At Devi 1 Canyon a simi lar scenario would occur. The
main spi llway would continue to operate, passing the
mai n spi llway di scharge from Watana. Once the emer-
gency spi 11way at Watana started operat i ng, the Devi 1
CanyOn reservoir would surcharge to 1465 and its emer-
gency spi llway would begin to operate. Peak outflow
would occur immediately after the fuse plug eroded
away. However, the peak is slightly less than the peak
inflow. The inflow and outflow hydrographs for both
the Watana and Devi 1 Canyon PMF are shown in Fi gures
E.2.83 and E.2.96, respectively.
. Summer Floods
Although there were no flow releases at the Watana site
d uri ng August or September in the 32 year s i mu 1 at ion,
in wet years Watana and Devil Canyon may produce more
energy than can be used. If this occurs, flow wi 11
have to be released through the outlet facilities.
However, on a mean monthly basis, the total discharge
at Watana will be less than the Watana powerhouse flow
capacity of 19,400 cfs. Flow wi 11 only be released
when the reservoir exceeds elevation 2185.5 feet.
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Since Watana was designed to pass the once in fifty
year summer flood without requiring operation of the
main spillway and since the capacity of the powerhouse
and. outlet faci 1ities is 31,000 cfs, Watana summer
flood flows wi 11 vary from a low value equal to the
powerhouse flows up to 31,000 cfs for floods wi th a
recurrence interval less than fifty years.
For the once-i n-fi fty-year summer flood, the Watana
discharge will be maintained at 31,000 cfs but the
reservoir will s~rcharge to 2193 feet (refer to Section
3.2(c)(i) for the derivation of the once-in-fifty-year
summer flood hydrograph).
At Devil Canyon, design consideration were also estab-
1 i shed to ensure that the Devi 1 Canyon powerhouse and
outlet facilities will have sufficient capacity to pass
the once in fifty year summer flood of 39,000 cfs with-
out operating the main spillway as the resultant nitro-
gen supersaturation could be detrimented to downstream
fisheries. This flood is passed through the Devil
Canyon reservoir without any change in water level. It
includes the 31,000 cfs inflow from the once in fifty
year summer flood routed through Watana plus a lateral
inflow of 8000 cfs. The lateral inflow of 8000 cfs was
obtained by subtracting the once-in-fifty-year Watana
natural flood peak from the once-in-fifty-year Devi 1
Canyon natural flood peak.
In the 32 year simulation period there were four years
in which flow releases occurred during high summer
flow periods. Although the maximum monthly release was
only 4100 cfs, the peak flow may vary well have been
higher depending on the variability of the tributary
inflow downstream of Watana and on the Watana reservoir
level. However, the peak Devil Canyon outflow would
not have exceeded the capaci ty of the powerhouse and
outlet facilities.
-Flow Variability
As discussed above, at both Watana and Devil Canyon, peak
monthly flows may differ from mean monthly flows if the
reservoir exceeds elevation 2185.5 at Watana and flow is
released. For Devi 1 Canyon, as reservoir inflow from
sources other than the Watana Reservoir varies, the peak
outflow may also differ from the mean monthly flow.
For the 32 years of simulation, the maximum Devil Canyon
discharge in August was 17,900 cfs which included 14,100
cfs from Watana and 3800 cfs from tributary inflow into
the Devil Canyon reservoir. In examining flow ratios of
E-2-81
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Since Watana was designed to pass the once in fifty
year summer flood without requiring operation of the
main spillway and since the capacity of the powerhouse
and. outlet faci 1ities is 31,000 cfs, Watana summer
flood flows wi 11 vary from a low value equal to the
powerhouse flows up to 31,000 cfs for floods wi th a
recurrence interval less than fifty years.
For the once-i n-fi fty-year summer flood, the Watana
discharge will be maintained at 31,000 cfs but the
reservoir will s~rcharge to 2193 feet (refer to Section
3.2(c)(i) for the derivation of the once-in-fifty-year
summer flood hydrograph).
At Devil Canyon, design consideration were also estab-
1 i shed to ensure that the Devi 1 Canyon powerhouse and
outlet facilities will have sufficient capacity to pass
the once in fifty year summer flood of 39,000 cfs with-
out operating the main spillway as the resultant nitro-
gen supersaturation could be detrimented to downstream
fisheries. This flood is passed through the Devil
Canyon reservoir without any change in water level. It
includes the 31,000 cfs inflow from the once in fifty
year summer flood routed through Watana plus a lateral
inflow of 8000 cfs. The lateral inflow of 8000 cfs was
obtained by subtracting the once-in-fifty-year Watana
natural flood peak from the once-in-fifty-year Devi 1
Canyon natural flood peak.
In the 32 year simulation period there were four years
in which flow releases occurred during high summer
flow periods. Although the maximum monthly release was
only 4100 cfs, the peak flow may vary well have been
higher depending on the variability of the tributary
inflow downstream of Watana and on the Watana reservoir
level. However, the peak Devil Canyon outflow would
not have exceeded the capaci ty of the powerhouse and
outlet facilities.
-Flow Variability
As discussed above, at both Watana and Devil Canyon, peak
monthly flows may differ from mean monthly flows if the
reservoir exceeds elevation 2185.5 at Watana and flow is
released. For Devi 1 Canyon, as reservoir inflow from
sources other than the Watana Reservoir varies, the peak
outflow may also differ from the mean monthly flow.
For the 32 years of simulation, the maximum Devil Canyon
discharge in August was 17,900 cfs which included 14,100
cfs from Watana and 3800 cfs from tributary inflow into
the Devil Canyon reservoir. In examining flow ratios of
E-2-81
one day peaks to mean monthly flow at Gold Creek for the
month of August it can be seen that these rat i os vary
from 1.10 to 2.40. If these ratios can be applied to the
tributary inflow, then the peak inflow could have been as
high as 9100 cfs. Also, if the Watana powerhouse flow
was not constant for the month, then some flow varia-
bility could also be attributed to Watana. The net
result is a Devil Canyon outflow that could be a constant
value for the entire month or a variable outflow that has
the same mean value but a peak on the order of 30,000
cfs. The actual variability would depend on the daily
inflow hydrograph for Devil Canyon.
The month 1y and annual flow duration curves for pre-
project and post-project conditions for the 32 year simu-
lation period are illustrated in Figures E.2.97 through
E.2.I00 for Watana, Gold Creek, Sunshine, and Susitna
Station. The flow duration curves show less variability
during post-project operations and a diminished pre-ana
post-project difference with distance downstream of Devil
Canyon.
(ii) Effects on Wat~r Quality
-Water Temperatures
The winter time temperatures discharged from Devil Canyon
wi 11 range from about 4°C to laC. The temperature wi 11
slowly decrease in the downstream direction because of
heat exchange wi th the colder atmosphere. In January by
the time the flow reaches Sherman, a drop in temperature
of about 1.3°C will be expected while a drop of about 4°C
wi 11 occur to Ta 1 keetna. Depend; n9 on the outflow tem-
perature, the threshho1d of O°C water wi 11 vary from
Talkeetna to Sherman. Throughout the winter water tem-
peratures upstream of Sherman. wi 11 always be above
freezing, approaching the outflow temperature as it moves
upstream. The minimum temperature expected at Gold Creek
will be between O.SoC and 3°C.
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one day peaks to mean monthly flow at Gold Creek for the
month of August it can be seen that these rat i os vary
from 1.10 to 2.40. If these ratios can be applied to the
tributary inflow, then the peak inflow could have been as
high as 9100 cfs. Also, if the Watana powerhouse flow
was not constant for the month, then some flow varia-
bility could also be attributed to Watana. The net
result is a Devil Canyon outflow that could be a constant
value for the entire month or a variable outflow that has
the same mean value but a peak on the order of 30,000
cfs. The actual variability would depend on the daily
inflow hydrograph for Devil Canyon.
The month 1y and annual flow duration curves for pre-
project and post-project conditions for the 32 year simu-
lation period are illustrated in Figures E.2.97 through
E.2.I00 for Watana, Gold Creek, Sunshine, and Susitna
Station. The flow duration curves show less variability
during post-project operations and a diminished pre-ana
post-project difference with distance downstream of Devil
Canyon.
(ii) Effects on Wat~r Quality
-Water Temperatures
The winter time temperatures discharged from Devil Canyon
wi 11 range from about 4°C to laC. The temperature wi 11
slowly decrease in the downstream direction because of
heat exchange wi th the colder atmosphere. In January by
the time the flow reaches Sherman, a drop in temperature
of about 1.3°C will be expected while a drop of about 4°C
wi 11 occur to Ta 1 keetna. Depend; n9 on the outflow tem-
perature, the threshho1d of O°C water wi 11 vary from
Talkeetna to Sherman. Throughout the winter water tem-
peratures upstream of Sherman. wi 11 always be above
freezing, approaching the outflow temperature as it moves
upstream. The minimum temperature expected at Gold Creek
will be between O.SoC and 3°C.
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The summer time temperatures will be slightly higher than
those for the Watana because of the 1 arger surface area
for heat exchange. A pe~k temperature of about 13°C will
be reached at Gold Creek about the middle of June.
Through July and the first half of August, the temper-
atures will ab about 10 to 12°C, slowly decreasing
through the latter part of August to the end of
September.
-Ice
The initiation of ice formation at Talkeetna will be
delayed by several months. The large volume of warm
water from upstream will delay and reduce the quantity of
ice supplied from the Upper Susitna River. Depending on
the reservoir outflow temperatures, the ice cover wi 11
start to form by the end of January and progress a short
distance upstream through February. The location of the
ice front is expected to be between Talkeetna and
Sherman. Staging due to the ice cover will be about 3-4
feet.
The breakup in the spri ng wi 11 occur downstream due to
warmer climatic conditions and also from the upstream
front because of the warmer water from the project. The
cover will tend to thermally decay in place. Therefore,
the intensity of the breakup should be less severe with
. fewer ice jams than the preproject occurances.
-Suspended Sediment s/Turbi dity/Vert i ~a 1 III umi nat i on
Of the suspended sediments passing through. the Watana
reservoir, only a small percentage is expected to settle
in the Devil Canyon reservoir. This is attributable to
the small sizes of the particles (less than 3-4 microns
in diameter) entering the reservoir and the relatively
short retention ~time. The suspended sediment, turbidity,
and vertical illumination levels that occur within the
impoundment and downstream wil be on ly s lfght 1y reduced
from that which exists at the outflow from Watana.
Some minor slumping of the reservoir walls and resuspen-
s i on of shore 1 i ne sediment wi 11 probab 1y cont i nue to
occur, especially during August and September when the
reservoi r may be drawn down as much as 50 feet. These
processes will produce short term, localized increases in
suspended sediments. However, as previously noted, the
overburden layer is shallow so no significant problems
will arise. Additionally, since most of this sediment
will settle out, downstream increases will be minor.
E-2-83
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The summer time temperatures will be slightly higher than
those for the Watana because of the 1 arger surface area
for heat exchange. A pe~k temperature of about 13°C will
be reached at Gold Creek about the middle of June.
Through July and the first half of August, the temper-
atures will ab about 10 to 12°C, slowly decreasing
through the latter part of August to the end of
September.
-Ice
The initiation of ice formation at Talkeetna will be
delayed by several months. The large volume of warm
water from upstream will delay and reduce the quantity of
ice supplied from the Upper Susitna River. Depending on
the reservoir outflow temperatures, the ice cover wi 11
start to form by the end of January and progress a short
distance upstream through February. The location of the
ice front is expected to be between Talkeetna and
Sherman. Staging due to the ice cover will be about 3-4
feet.
The breakup in the spri ng wi 11 occur downstream due to
warmer climatic conditions and also from the upstream
front because of the warmer water from the project. The
cover will tend to thermally decay in place. Therefore,
the intensity of the breakup should be less severe with
. fewer ice jams than the preproject occurances.
-Suspended Sediment s/Turbi dity/Vert i ~a 1 III umi nat i on
Of the suspended sediments passing through. the Watana
reservoir, only a small percentage is expected to settle
in the Devil Canyon reservoir. This is attributable to
the small sizes of the particles (less than 3-4 microns
in diameter) entering the reservoir and the relatively
short retention ~time. The suspended sediment, turbidity,
and vertical illumination levels that occur within the
impoundment and downstream wil be on ly s lfght 1y reduced
from that which exists at the outflow from Watana.
Some minor slumping of the reservoir walls and resuspen-
s i on of shore 1 i ne sediment wi 11 probab 1y cont i nue to
occur, especially during August and September when the
reservoi r may be drawn down as much as 50 feet. These
processes will produce short term, localized increases in
suspended sediments. However, as previously noted, the
overburden layer is shallow so no significant problems
will arise. Additionally, since most of this sediment
will settle out, downstream increases will be minor.
E-2-83
-Total Dissolved SOlids,lConductivit.y, Alkalinity,
Significant Ions and Metals
As previously identified in Section 3.3(b)(iii) the
leaching process is expected to result in increased
1 eve 1 s of the aforement i oned water qual i ty propert i es.
These effects are not expected to diminish as rapidly as
was indicated for Watana. Although leaching of the more
soluable chemicals will diminish, others will continue to
be leached because large quantities of inorganic sediment
will not be covering the reservoir bottom. It is, how-
ever, anticipated that the leachate will be confined to a
1 ayer of water near the impoundment floor and should not
degrade the remai nder of the reservoi r or downstream
water quality.
As was the case at Watana, the increased surface area
will lead to an increase in the amount of evaporation.
However, because of the 2.0 month retention time and the
mixing actions of the winds and waves, the concentrations
of dissolved substances should virtually be. unchanged and
no adverse affect on water quality within the reservoir
or downstream should occur.
Since no ice Cover is anticipated, no increased concen-
trations of dissolved solids will result at the ice-water
interface.
-Dissolved Oxygen
As was previously discussed in Section 3.2 (c)(iii),
reduction of dissolved oxygen concentrations can occur in
the hypolimnion of deep reservoirs.
Stratification and the slow biochemical decomposition of
organic matter wi 11 promote low oxygen levels near the
reservoir bottom over time. No estimates of the extent
of oxygen depletion are available.
Within the upper layers (epilimnion) of the reservoir,
dissolved oxygen concentrations will remain high. Inflow
water to the impoundment wi 11 continue to have a high
dissolved oxygen content and low BOD. Since water for
energy generation is drawn from the upper layers of the
reservoir, no adverse effects to downstream oxygen levels
wi 11 occur.
-Nitrogen Supersaturation
No supersaturated conditions will occur downstream of the
Devil Canyon Dam. Fixed-cone valves will be employed to
minimize potential nitrogen supersaturation problems for
all floods with a recurrence interval less than one in
fifty years.
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-Total Dissolved SOlids,lConductivit.y, Alkalinity,
Significant Ions and Metals
As previously identified in Section 3.3(b)(iii) the
leaching process is expected to result in increased
1 eve 1 s of the aforement i oned water qual i ty propert i es.
These effects are not expected to diminish as rapidly as
was indicated for Watana. Although leaching of the more
soluable chemicals will diminish, others will continue to
be leached because large quantities of inorganic sediment
will not be covering the reservoir bottom. It is, how-
ever, anticipated that the leachate will be confined to a
1 ayer of water near the impoundment floor and should not
degrade the remai nder of the reservoi r or downstream
water quality.
As was the case at Watana, the increased surface area
will lead to an increase in the amount of evaporation.
However, because of the 2.0 month retention time and the
mixing actions of the winds and waves, the concentrations
of dissolved substances should virtually be. unchanged and
no adverse affect on water quality within the reservoir
or downstream should occur.
Since no ice Cover is anticipated, no increased concen-
trations of dissolved solids will result at the ice-water
interface.
-Dissolved Oxygen
As was previously discussed in Section 3.2 (c)(iii),
reduction of dissolved oxygen concentrations can occur in
the hypolimnion of deep reservoirs.
Stratification and the slow biochemical decomposition of
organic matter wi 11 promote low oxygen levels near the
reservoir bottom over time. No estimates of the extent
of oxygen depletion are available.
Within the upper layers (epilimnion) of the reservoir,
dissolved oxygen concentrations will remain high. Inflow
water to the impoundment wi 11 continue to have a high
dissolved oxygen content and low BOD. Since water for
energy generation is drawn from the upper layers of the
reservoir, no adverse effects to downstream oxygen levels
wi 11 occur.
-Nitrogen Supersaturation
No supersaturated conditions will occur downstream of the
Devil Canyon Dam. Fixed-cone valves will be employed to
minimize potential nitrogen supersaturation problems for
all floods with a recurrence interval less than one in
fifty years.
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For flood flows greater than.once in fifty year flood
when spillage will unavoidably occur, nitrogen super-
·saturation will be minimized through the insta~lation of
spillage deflectors which will prevent the creation of a
plunging action that could entrain air.
- . F ac i 1 it i es
The construction camp and village will be decommissioned
upon completion of construction and filling. Localized
increases in turbidity and suspended sediments will occur
in the local drainage basins due to these activities, but
these effects will not be significant as erosion control
measures will be employed. .
(iii) Effects on Groundwater Conditions
Effects on ground water conditions will be confined to the
Devil Canyon reservoir itself. Downstream flows and hence
impacts wi 11 be similar to those occurring with Watana
operating alone.
(iv) Impact on Lakes and Streams
All the effects identified in Section 3.2(c)(i i) for the
streams in·the Watana reservoir will be experienced by the
streamsflowi ng into the Devi 1 Canyon reservoi r 1 i sted in
Table E.2.11. No lakes in the Devil Canyon impoundment
will be impacted other than the previously described small
1 ake at the Devi 1 Canyon damsi teo The tri butari es down-
stream of Devil Canyon will not change from the conditions
established when Watana was operating alone as discussed
ear 1 i er.
(v) . Instream Flow Uses
The effects on the fishery, wildlife habitat, and riparian
vegetation are described in Chapter 3.
-Navigation and Transporation
The Devil Canyon reservoir will transform the heavy
whitewater upstream of the dam into flat water. This
wi 11 afford recreat i ona 1 opportuni ties for 1 ess exper;-
enced boaters but totally eliminate the whitewater kayak-
ing opportunities.
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For flood flows greater than.once in fifty year flood
when spillage will unavoidably occur, nitrogen super-
·saturation will be minimized through the insta~lation of
spillage deflectors which will prevent the creation of a
plunging action that could entrain air.
- . F ac i 1 it i es
The construction camp and village will be decommissioned
upon completion of construction and filling. Localized
increases in turbidity and suspended sediments will occur
in the local drainage basins due to these activities, but
these effects will not be significant as erosion control
measures will be employed. .
(iii) Effects on Groundwater Conditions
Effects on ground water conditions will be confined to the
Devil Canyon reservoir itself. Downstream flows and hence
impacts wi 11 be similar to those occurring with Watana
operating alone.
(iv) Impact on Lakes and Streams
All the effects identified in Section 3.2(c)(i i) for the
streams in·the Watana reservoir will be experienced by the
streamsflowi ng into the Devi 1 Canyon reservoi r 1 i sted in
Table E.2.11. No lakes in the Devil Canyon impoundment
will be impacted other than the previously described small
1 ake at the Devi 1 Canyon damsi teo The tri butari es down-
stream of Devil Canyon will not change from the conditions
established when Watana was operating alone as discussed
ear 1 i er.
(v) . Instream Flow Uses
The effects on the fishery, wildlife habitat, and riparian
vegetation are described in Chapter 3.
-Navigation and Transporation
The Devil Canyon reservoir will transform the heavy
whitewater upstream of the dam into flat water. This
wi 11 afford recreat i ona 1 opportuni ties for 1 ess exper;-
enced boaters but totally eliminate the whitewater kayak-
ing opportunities.
E-2-85
Si nce the Devi 1 Canyon faci 1 i ty wi 11 be operated as a
base loaded plant, downstream impacts should remain simi-
·lar to the Watana only operation. The reach of river
that remains free of ice may be extended somewhat further
downstream.
-Estuarine Salinity
Salinity variations in Cook tnlet were cOlnputed using a
numerical model of Cook Inlet (Resource Ma~agement Asso-
ci ates, 1982). As expected, the sal inity changes from
baseline conditions were almost identical with those
determined for Watana operation alone. The post-project
salinity range is reduced, there being lower salinities
in winter and higher salinity in summer. Figure E.3.101
illustrates the comparison of annual salinity variation
off the mouth of the Susitna Ri ver using mean monthly
pre-and post-project Susitna Station flows.
3.4 Access Plan Impacts
The Watana access route wi 11 begin with the construction of a 2-mi le
road from the Alaska Railroad· at Cantwell, to the junction of the
George Parks and Denali Highways. Access will then follow the existing
Dena 1 i Hi ghway for twenty-one mi 1 es. Port ions of thi s road segment
wi 11 be upgraded to meet standards necessary for the ant i ci pated con-
struction traffic. From the Denali Highway, a 42 mile road will be
constructed in a southerly direction to the Watana site.
Access to the Devil Canyon site will be via a 37 mile road from Watana,
north of the Susitna Riv~r, and a 12 mile railroad extension from Gold
Creek, on the south side of the Susitna River. For a more detailed
description of the access routes refer to Exhibit A, Section 1.12 and
7.12.
(a) Flows
Flow rates' on streams crossed by the access road wi 11 not be
impacted. However, localized impacts on water levels and flow
velocities could occur if crossings are poorly designed. Because
they do not restrict streamflow, bridge crossings are preferred to
culverts or low-water crossings. Bridge supports should be
located outside active channels, if possible.
Where not properly designed, culverts can restrict fish movement
due to high velocities or perching of the culvert above the
streambed. Culverts are also more susceptible to icing problems,
causing restricted drainage, especially during winter snowmelt
periods.
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Si nce the Devi 1 Canyon faci 1 i ty wi 11 be operated as a
base loaded plant, downstream impacts should remain simi-
·lar to the Watana only operation. The reach of river
that remains free of ice may be extended somewhat further
downstream.
-Estuarine Salinity
Salinity variations in Cook tnlet were cOlnputed using a
numerical model of Cook Inlet (Resource Ma~agement Asso-
ci ates, 1982). As expected, the sal inity changes from
baseline conditions were almost identical with those
determined for Watana operation alone. The post-project
salinity range is reduced, there being lower salinities
in winter and higher salinity in summer. Figure E.3.101
illustrates the comparison of annual salinity variation
off the mouth of the Susitna Ri ver using mean monthly
pre-and post-project Susitna Station flows.
3.4 Access Plan Impacts
The Watana access route wi 11 begin with the construction of a 2-mi le
road from the Alaska Railroad· at Cantwell, to the junction of the
George Parks and Denali Highways. Access will then follow the existing
Dena 1 i Hi ghway for twenty-one mi 1 es. Port ions of thi s road segment
wi 11 be upgraded to meet standards necessary for the ant i ci pated con-
struction traffic. From the Denali Highway, a 42 mile road will be
constructed in a southerly direction to the Watana site.
Access to the Devil Canyon site will be via a 37 mile road from Watana,
north of the Susitna Riv~r, and a 12 mile railroad extension from Gold
Creek, on the south side of the Susitna River. For a more detailed
description of the access routes refer to Exhibit A, Section 1.12 and
7.12.
(a) Flows
Flow rates' on streams crossed by the access road wi 11 not be
impacted. However, localized impacts on water levels and flow
velocities could occur if crossings are poorly designed. Because
they do not restrict streamflow, bridge crossings are preferred to
culverts or low-water crossings. Bridge supports should be
located outside active channels, if possible.
Where not properly designed, culverts can restrict fish movement
due to high velocities or perching of the culvert above the
streambed. Culverts are also more susceptible to icing problems,
causing restricted drainage, especially during winter snowmelt
periods.
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( b)
Low-water crossings may be used in areas of infrequent, .light
traffic. They should conform to the local streambed slope and are
to be constructed of materials so that water will flow over them
instead of percolating through them, which would also restrict
fi sh passage.
Water Quality
Most water qual ity impacts associ ated with the proposed access
routes will occur during construction. The principal anticipated
water qual i ty impacts associ ated wi th construct i on wi 11 be i n-
creased suspended sediment and turbidity levels and accidental
leakage and spillage of petroleum products. Given proper design
and construction techniques, few water quality impacts are antici-
pated from the subsequent use and maintenance of these facili-
ties.
(i) Turbidity and Sedimentation
(i 1)
Some of the more apparent potential sources of turbidity and
sedimentation problems include:
-Instream operation of heavy equipment;
Placement and types of permanent stream crossings·
(culverts ~s. bridgesY;
-Location of borrow areas;
Lateral stream transits;
-Vegetative clearing;
-Side hill cuts;
-Disturbances to permafrost; and
-Timing and schedules for construction.
These potent i a 1 sources of turbi dity and sedi ment at i on are
discussed more fully in Chapter 3.
Contamination by Petroleum Products
Contamination of water courses from accidental spills of
hazardous materials, namely fuels and oils, is a major con-
cern. During construction of the trans-Alaska oil pipeline,
it became apparent that oil spills of various sorts were a
greater problem than anticipated. Most spills occurred as a
result of equipment repair, refueling and vehicle accidents.
When equipment with leaky hydraulic hoses are operated in
streams petroleum products are very likely to reach the
water. To avoid tt.lis, vehicles and equipment will be prop-
erly maintained.
Water pumping for dust control, gravel processing, dewater-
ing, and other purposes can also lead to petroleum spills if
proper care is not taken. Si nce water pumps are usually
placed on river or lake banks very near the water, poor
refueling practices could result in frequent oil spills into
the water.
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( b)
Low-water crossings may be used in areas of infrequent, .light
traffic. They should conform to the local streambed slope and are
to be constructed of materials so that water will flow over them
instead of percolating through them, which would also restrict
fi sh passage.
Water Quality
Most water qual ity impacts associ ated with the proposed access
routes will occur during construction. The principal anticipated
water qual i ty impacts associ ated wi th construct i on wi 11 be i n-
creased suspended sediment and turbidity levels and accidental
leakage and spillage of petroleum products. Given proper design
and construction techniques, few water quality impacts are antici-
pated from the subsequent use and maintenance of these facili-
ties.
(i) Turbidity and Sedimentation
(i 1)
Some of the more apparent potential sources of turbidity and
sedimentation problems include:
-Instream operation of heavy equipment;
Placement and types of permanent stream crossings·
(culverts ~s. bridgesY;
-Location of borrow areas;
Lateral stream transits;
-Vegetative clearing;
-Side hill cuts;
-Disturbances to permafrost; and
-Timing and schedules for construction.
These potent i a 1 sources of turbi dity and sedi ment at i on are
discussed more fully in Chapter 3.
Contamination by Petroleum Products
Contamination of water courses from accidental spills of
hazardous materials, namely fuels and oils, is a major con-
cern. During construction of the trans-Alaska oil pipeline,
it became apparent that oil spills of various sorts were a
greater problem than anticipated. Most spills occurred as a
result of equipment repair, refueling and vehicle accidents.
When equipment with leaky hydraulic hoses are operated in
streams petroleum products are very likely to reach the
water. To avoid tt.lis, vehicles and equipment will be prop-
erly maintained.
Water pumping for dust control, gravel processing, dewater-
ing, and other purposes can also lead to petroleum spills if
proper care is not taken. Si nce water pumps are usually
placed on river or lake banks very near the water, poor
refueling practices could result in frequent oil spills into
the water.
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3.5 Transmission Corridor Impacts
The transmission line can be div·ided into 4 segments: central (Watana
to Gold Creek), intertie (Wilow to Healy), northern (Healy to Ester),
and southern (Willow to Anchorage).
The central segment is composed of two sect ions: Watana to Cheechako
Creek and Cheechako Creek to Gold Creek. Construction of the portion
from the Watana damsite to Cheechako Creek wi 11 be undertaken duri ng
winter with minimal disturbance to vegetation. Hence, impact on stream
flow and water quality should be minimal. From Cheechako Creek to the
intertie, the transmission corridor will follow the existing trail.
This should also result in minimal impacts.
The Willow-Healy intertie is being built as a separate project and will
be completed in 1984 (Commonwealth Associates, 1982). The Susitna pro-
ject will add another line of towers within the same right-of-way. The
impacts, then, will be similar to those experienced during intertie
construction. The existing access points and construction trails will
be utilized. The Environmental Assessment Report for the intertie
(Commonwealth Associates, 1982) discusses the expected environmental
impacts of transmission line construction in this segment.
For construction of the north and south stubs, stream crossings wi 11 ,be
required. The potential effects will be of the same type as those dis-
cussed in Section 3.4, although generally much less severe because of
the limited access needed to construct a transmission line. Erosion
related problems can be caused by stream crossings vegetative clearing,
siting of transmission towers, locations and methods of access, and
disturbances to the permafrost. However, given proper-design and con-
struction practices, few erosion related problems are anticipated •
Contamination of local waters from accidental spills of fuels and oils
is another potential water quality impact. To minimize this potential,
vehicles will be properly maintained and appropriate refueling prac;..
tices will be required.
Once the transmission line has been built, there should be very few
impacts associated with routine inspection and maintenance of towers
and .1 i nes.
Some localized temporary sedimentation and turbidity problems could
occur when maintenance vehicles arerequi red to cross wetlands and
streams to repair damaged lines or towers. Permanent roads will not be
built in conjunction with transmission lines. Rather, grasses and
shrubs will be allowed to grow along the transmission corridor but will
be kept trimmed so that vehicles are able to follow the right-of-way
associated with the lines. Streams may need to be forded, sometimes
repeatedly, in order to effect repairs. Depending on the season,
crossing location, type and frequency of vehicle traffic, this could
cause erosion downstream reaches.
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3.5 Transmission Corridor Impacts
The transmission line can be div·ided into 4 segments: central (Watana
to Gold Creek), intertie (Wilow to Healy), northern (Healy to Ester),
and southern (Willow to Anchorage).
The central segment is composed of two sect ions: Watana to Cheechako
Creek and Cheechako Creek to Gold Creek. Construction of the portion
from the Watana damsite to Cheechako Creek wi 11 be undertaken duri ng
winter with minimal disturbance to vegetation. Hence, impact on stream
flow and water quality should be minimal. From Cheechako Creek to the
intertie, the transmission corridor will follow the existing trail.
This should also result in minimal impacts.
The Willow-Healy intertie is being built as a separate project and will
be completed in 1984 (Commonwealth Associates, 1982). The Susitna pro-
ject will add another line of towers within the same right-of-way. The
impacts, then, will be similar to those experienced during intertie
construction. The existing access points and construction trails will
be utilized. The Environmental Assessment Report for the intertie
(Commonwealth Associates, 1982) discusses the expected environmental
impacts of transmission line construction in this segment.
For construction of the north and south stubs, stream crossings wi 11 ,be
required. The potential effects will be of the same type as those dis-
cussed in Section 3.4, although generally much less severe because of
the limited access needed to construct a transmission line. Erosion
related problems can be caused by stream crossings vegetative clearing,
siting of transmission towers, locations and methods of access, and
disturbances to the permafrost. However, given proper-design and con-
struction practices, few erosion related problems are anticipated •
Contamination of local waters from accidental spills of fuels and oils
is another potential water quality impact. To minimize this potential,
vehicles will be properly maintained and appropriate refueling prac;..
tices will be required.
Once the transmission line has been built, there should be very few
impacts associated with routine inspection and maintenance of towers
and .1 i nes.
Some localized temporary sedimentation and turbidity problems could
occur when maintenance vehicles arerequi red to cross wetlands and
streams to repair damaged lines or towers. Permanent roads will not be
built in conjunction with transmission lines. Rather, grasses and
shrubs will be allowed to grow along the transmission corridor but will
be kept trimmed so that vehicles are able to follow the right-of-way
associated with the lines. Streams may need to be forded, sometimes
repeatedly, in order to effect repairs. Depending on the season,
crossing location, type and frequency of vehicle traffic, this could
cause erosion downstream reaches.
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4 -AGENCY CONCERNS AND RECOMMENDATIONS
Throughout the past three years, state and federal resource agencies
have been consulted. Numerous water quantity and quality concerns were
raised. The issues identified have been emp"hasized in this report.
Some of the major topics include:
-Flow regimes during filling and operation;
-Reservoir and downstream thermal regime;
-Sedimentation process in the reservoir and downstream suspended sedi-
ment levels and turbidity;
-Nitrogen supersaturation downstream of the dams;
-Winter ice regime;
-Trophic status of the reservoirs;
-Dissolved oxygen levels in the reservoir and downstream;
-Downstream ground water and water table impacts;
-Effects on instream flow uses;
-Sediment and turbidity increases during construction;
-Potential contamination from accidental petroleum spills and leak-
age; and
-Wastewater discharge from the temporary community.
A thorough and comp I ete comp I iment of agency concerns and recommenda-
tions will be presented pursuant to the review of this drat"t license
app I i cat i on •
E-2-89
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4 -AGENCY CONCERNS AND RECOMMENDATIONS
Throughout the past three years, state and federal resource agencies
have been consulted. Numerous water quantity and quality concerns were
raised. The issues identified have been emp"hasized in this report.
Some of the major topics include:
-Flow regimes during filling and operation;
-Reservoir and downstream thermal regime;
-Sedimentation process in the reservoir and downstream suspended sedi-
ment levels and turbidity;
-Nitrogen supersaturation downstream of the dams;
-Winter ice regime;
-Trophic status of the reservoirs;
-Dissolved oxygen levels in the reservoir and downstream;
-Downstream ground water and water table impacts;
-Effects on instream flow uses;
-Sediment and turbidity increases during construction;
-Potential contamination from accidental petroleum spills and leak-
age; and
-Wastewater discharge from the temporary community.
A thorough and comp I ete comp I iment of agency concerns and recommenda-
tions will be presented pursuant to the review of this drat"t license
app I i cat i on •
E-2-89
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5 -MITIGATION, ENHANCEMENT, AND PROTECTIVE MEASURES
5.1 -Introduction
Mitigation measures were developed to protect, maintain, or enhance the
the water quality and quantity of the Susitna River. These measures
were developed primarily to avoid or minimize impacts to aquatic habi-
tats, but they will also have a beneficial effect on other instream
flow uses. .
The first phase of the mitigation process identified water quality and
quantity impacts from construction, filling and operation, and incor-
porated mitigative measures in the preconstruction planning, design,
and scheduling. Three key mitigation measures were incorporated into
the engineering design: (1) Minimum flow requirements were selected
during the salmon spawning season that were greater than what would be
discharged if flow was selected solely from an optimum economic pOint
of view. (2) A multilevel intake was added to improve temperature con-
trol and minimize project effects. (3) Fixed-cone valves were incor-
porated to prevent nitrogen supersaturati on from occurri ng more fre-
quently than once in fifty years. Other mitigation measures incor-
porated in the project design and construction procedures are discussed
below.
The second phase of the mitigation process will be the implementation
of environmentally sound construction practices during the construction
planning process. This will involve the education of project personnel
to the proper techniques needed to minimize impacts to aquat.ic habi-
tats. Monitoring of construction practices will be required to identi-
fy and correct construction related problems. Upon completion of con-
struction, the third phase of mitigation consists of operational
monitoring ana surveillance to identify problems and employ corrective
measures.
5.2 -Construction
The mitigation, enhancement, and protective measures included in
Chapter 3.2. 4(a) are appropri ate for constructi on of the Watana and
Devil Canyon facilities; the access road construction; and the
transmission line construction.
5.3 -Mitigation of Watana Impoundment Impacts
The primary concerns duri ng fi 11 i ng of the reservoir di scussed in
Section 3 of this chapter include:
-Maintenance of minimum downstream flows;
-Maintenance of an acceptable downstream thermal regime throughout the
year ;~
-Changes in downstream sediment Joads, deposition and flushing;
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5 -MITIGATION, ENHANCEMENT, AND PROTECTIVE MEASURES
5.1 -Introduction
Mitigation measures were developed to protect, maintain, or enhance the
the water quality and quantity of the Susitna River. These measures
were developed primarily to avoid or minimize impacts to aquatic habi-
tats, but they will also have a beneficial effect on other instream
flow uses. .
The first phase of the mitigation process identified water quality and
quantity impacts from construction, filling and operation, and incor-
porated mitigative measures in the preconstruction planning, design,
and scheduling. Three key mitigation measures were incorporated into
the engineering design: (1) Minimum flow requirements were selected
during the salmon spawning season that were greater than what would be
discharged if flow was selected solely from an optimum economic pOint
of view. (2) A multilevel intake was added to improve temperature con-
trol and minimize project effects. (3) Fixed-cone valves were incor-
porated to prevent nitrogen supersaturati on from occurri ng more fre-
quently than once in fifty years. Other mitigation measures incor-
porated in the project design and construction procedures are discussed
below.
The second phase of the mitigation process will be the implementation
of environmentally sound construction practices during the construction
planning process. This will involve the education of project personnel
to the proper techniques needed to minimize impacts to aquat.ic habi-
tats. Monitoring of construction practices will be required to identi-
fy and correct construction related problems. Upon completion of con-
struction, the third phase of mitigation consists of operational
monitoring ana surveillance to identify problems and employ corrective
measures.
5.2 -Construction
The mitigation, enhancement, and protective measures included in
Chapter 3.2. 4(a) are appropri ate for constructi on of the Watana and
Devil Canyon facilities; the access road construction; and the
transmission line construction.
5.3 -Mitigation of Watana Impoundment Impacts
The primary concerns duri ng fi 11 i ng of the reservoir di scussed in
Section 3 of this chapter include:
-Maintenance of minimum downstream flows;
-Maintenance of an acceptable downstream thermal regime throughout the
year ;~
-Changes in downstream sediment Joads, deposition and flushing;
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-Downstream gas supersaturation;
-Eutrophication processes and trophic status; and
-Effects on ground water levels and ground water upwelling rates.
Minimum downstream flows, will be provided to mitigate the impact the
filling of the reservoir could have on downstream fish and other
instream flow uses. Although access may be difficult, the 12,000 cfs
flow at Gold Creek in August will provide spawning salmon access to
most of the sloughs between Devil Canyon and Talkeetna. Additionally,
the selected downstream flow of 12,000 cfs will assist in maintaining
adequate ground water levels and upwelling rates in the sloughs.
Eutrophication was determined not be a problem and therefore no mitiga-
tion is required.
Downstream gas supersaturat i on wi 11 be prevented by the des i gn of the
energy disipating valves and chambers incorporated in the emergency
release outlet.
Changes in the downstream river morphology will occur but are not
expected to be significant enough to warrant mitigation except for
the mouth of some tributaries between Devil 'canyon and Talkeetna where
selective reshaping of the mouth may be required to insure salmon
access.
From the first winter of filling to the commencement of project opera-
tion, the water temperature at the Watana low level outlet will approx-
imate 4°C to 5°C. Although these temperatures will be moderated some-
what downstream, downstream impacts are likely to occur. No mitigation
measures have been incorporated in the desi gn to offset these low
downstream temperatures during the second and third year of the filling
process. If during the final de~ign phase of the project a technically
acceptabl e cost-effecti ve method can be developed to mitigate thi s
potential temperature impact, it will be incorporated into the final
designs.
5.4 -Mitigation of Watana Operation Impacts
The primary concerns during Watana operation are identified in Section
5.3.
(a) Flows
The minimum downstream flows at Gold Creek will be unchanged from
those provided during impoundment from May through September.
However, for October through April, the minimum flow at Gold Creek
will be increased to 5000 cfs.
These mininum flows are not the most attractive from a project
econ.omic point of view. However, they do provide a base flow of
sufficient magnitude that permits the development of mitigation
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-Downstream gas supersaturation;
-Eutrophication processes and trophic status; and
-Effects on ground water levels and ground water upwelling rates.
Minimum downstream flows, will be provided to mitigate the impact the
filling of the reservoir could have on downstream fish and other
instream flow uses. Although access may be difficult, the 12,000 cfs
flow at Gold Creek in August will provide spawning salmon access to
most of the sloughs between Devil Canyon and Talkeetna. Additionally,
the selected downstream flow of 12,000 cfs will assist in maintaining
adequate ground water levels and upwelling rates in the sloughs.
Eutrophication was determined not be a problem and therefore no mitiga-
tion is required.
Downstream gas supersaturat i on wi 11 be prevented by the des i gn of the
energy disipating valves and chambers incorporated in the emergency
release outlet.
Changes in the downstream river morphology will occur but are not
expected to be significant enough to warrant mitigation except for
the mouth of some tributaries between Devil 'canyon and Talkeetna where
selective reshaping of the mouth may be required to insure salmon
access.
From the first winter of filling to the commencement of project opera-
tion, the water temperature at the Watana low level outlet will approx-
imate 4°C to 5°C. Although these temperatures will be moderated some-
what downstream, downstream impacts are likely to occur. No mitigation
measures have been incorporated in the desi gn to offset these low
downstream temperatures during the second and third year of the filling
process. If during the final de~ign phase of the project a technically
acceptabl e cost-effecti ve method can be developed to mitigate thi s
potential temperature impact, it will be incorporated into the final
designs.
5.4 -Mitigation of Watana Operation Impacts
The primary concerns during Watana operation are identified in Section
5.3.
(a) Flows
The minimum downstream flows at Gold Creek will be unchanged from
those provided during impoundment from May through September.
However, for October through April, the minimum flow at Gold Creek
will be increased to 5000 cfs.
These mininum flows are not the most attractive from a project
econ.omic point of view. However, they do provide a base flow of
sufficient magnitude that permits the development of mitigation
E-2-91
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measures to substantially reduce the project l s impact on the
downstream fishery. Hence, the minimum downstream flows will
provide a bal ance between power generation and downstream flow
requirements.
To provide stable flows downstream and minimize the potential for
down stream ice jams, Watana when it is operating alone wi 11 be
operated pr'imarily as a base loaded pl ant, even though it would be
desirable to operate Watana as a peaking plant.
(b) Temperature and D.O.
As noted in Section 3, the impoundment of the Watana reservoir
wi 11 change the downstream temperature regime of the Susitna
River. Multilevel intakes have been incorporated in the power
pl ant intake structures so that water can be drawn from various
depths (usually the surface) . By se 1 ect ivel y wi thdrawi ng
water, the desired temperature can be maintained at the powerhouse
tailrace and downstream. Using a reservoir temperature model, it
was possible to closely match existing Susitna River water
temperatures except for periods in spring and fall.
(c) Nitrogen Supersaturation
Nitrogen supersaturation is avoided by the inclusion of fixed-cone
valves in the outlet facilities. Fixed-cone valves have been
proven effective in preventing nitrogen supersaturation
(Ecological Analysts Inc. 1982). Instead of passing water over
the spillway into a plunge pool, excess water is released through
the valves. These facilities are designed to pass a once in fifty
year flood event without creating supersaturated water conditions
downstream.
The Watana facil ities incorporate six fixed-cone valves that are
capable of passing a total design flow of 24,000 cfs.
5.5 -Mitigation of Devil Canyon Impoundment Impacts
Other than the continuance of the downstream flows at Gold Creek
establ ished during the operation of Watana no additional mitigation
measures are planned during the Devil Canyon impoundment period.
5.6 -,Mitigation of Devil Canyon/Watana Operation
(a) Flows
The downstream flow requirement at Gold Creek will be the same as
for Watana operation alone. After Devil Canyon is on line, Watana
will be operated as a peaking plant since the discharge feeds
directly into the Devil Canyon reservoir. The Devil Canyon
reservoir will provide the flow regul ation required to stabil ize
the downstream flows.
E-2-92
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measures to substantially reduce the project l s impact on the
downstream fishery. Hence, the minimum downstream flows will
provide a bal ance between power generation and downstream flow
requirements.
To provide stable flows downstream and minimize the potential for
down stream ice jams, Watana when it is operating alone wi 11 be
operated pr'imarily as a base loaded pl ant, even though it would be
desirable to operate Watana as a peaking plant.
(b) Temperature and D.O.
As noted in Section 3, the impoundment of the Watana reservoir
wi 11 change the downstream temperature regime of the Susitna
River. Multilevel intakes have been incorporated in the power
pl ant intake structures so that water can be drawn from various
depths (usually the surface) . By se 1 ect ivel y wi thdrawi ng
water, the desired temperature can be maintained at the powerhouse
tailrace and downstream. Using a reservoir temperature model, it
was possible to closely match existing Susitna River water
temperatures except for periods in spring and fall.
(c) Nitrogen Supersaturation
Nitrogen supersaturation is avoided by the inclusion of fixed-cone
valves in the outlet facilities. Fixed-cone valves have been
proven effective in preventing nitrogen supersaturation
(Ecological Analysts Inc. 1982). Instead of passing water over
the spillway into a plunge pool, excess water is released through
the valves. These facilities are designed to pass a once in fifty
year flood event without creating supersaturated water conditions
downstream.
The Watana facil ities incorporate six fixed-cone valves that are
capable of passing a total design flow of 24,000 cfs.
5.5 -Mitigation of Devil Canyon Impoundment Impacts
Other than the continuance of the downstream flows at Gold Creek
establ ished during the operation of Watana no additional mitigation
measures are planned during the Devil Canyon impoundment period.
5.6 -,Mitigation of Devil Canyon/Watana Operation
(a) Flows
The downstream flow requirement at Gold Creek will be the same as
for Watana operation alone. After Devil Canyon is on line, Watana
will be operated as a peaking plant since the discharge feeds
directly into the Devil Canyon reservoir. The Devil Canyon
reservoir will provide the flow regul ation required to stabil ize
the downstream flows.
E-2-92
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(b) Temperature
As with Watana, mult i1 evel intakes will be incorporated into the
Devil Canyon design. Two intake ports will be needed because of
the 1 im ited drawdown at Dev il Canyon.
(c) Nitrogen Supersaturation
The Devil Canyon Dam is designed with seven fixed-cone valves,
three with a diameter of 90 inches and four more with a diameter
of 102 inches. Total design capacity of the seven valves will be
38,500 cfs.
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(b) Temperature
As with Watana, mult i1 evel intakes will be incorporated into the
Devil Canyon design. Two intake ports will be needed because of
the 1 im ited drawdown at Dev il Canyon.
(c) Nitrogen Supersaturation
The Devil Canyon Dam is designed with seven fixed-cone valves,
three with a diameter of 90 inches and four more with a diameter
of 102 inches. Total design capacity of the seven valves will be
38,500 cfs.
E-2-93
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B I BLI OGRPAHY
Acres American Incorporated. 1982b. Susitna Hydroelectric Project -
Design Development Studies (Final Draft), Volume 5, Appendix B,
prepared for the Alaska Power Authority.
Acres Ameri can Incorporated. 1982a. Susitna Hydroe 1 ectri c Project
Feasibility Report: Hydrological Studies, Volume 4. Appendix A,
prepared for the Alaska Power Authority.
ADEC. 1978. Inventory of Water Pollution Sources and Management
Actions -Maps and Tables, Alaska Department of Environmental
Conservation, Division of Water Programs, Juneau, Alaska.
ADEC. 1979. Water Quality Standards, Al aska Department of
Environmental Conservation, Juneau, Alaska.
ADF&G, 1981. Susitna Hydroelectric Project' -Final Draft Report -
Aquatic Habitat and Instream Flow Project, prepared for Acres
American Incorporated.
ADF&G,1982. Susitna Hydroelectric Project -Final Draft Report -
Aquati c Studi es Program, prepared for Acres Ameri can
Incorporated.
Baxter, R.M. and P. Glaude, 1980. Environmental Effects of Dams and
Impoundments' in Canada: Experi ence and Prospects, Canadi an
Bulletin of Fisheries and Aquatic Sciences, Bulletin 205,
Department of Fisheries and Oceans, Ottawa, Canada.
Bulke E.l. and K.M. Waddell, 1975. Chemical Qual ity-and Temperature
in Flaming Gorge Reservoir-, Wyoming and Utah, and the Effect of
the Reservoir on the Green River. U.S. Geological Survey, Water
Supply paper 2039-A.
Bruce, G.M., 1953. Trap Efficiency of Reservoirs, Trans. Am. Geophys.
Union, U.S. Department of Agriculture, Misc. ubl. 970
Bryan, ML.L, 1974. Sublacustrine Morphology and Deposition, Klhane
Lake, Yukon Territory. Pages 171-187 in V.C. Bushnell-and M.B.
Marcus, eds. Ice Rield Ranges Research Project Scientific Results,
Vol. 4.
Dwight, L.P., 1981. Susitna Hydroelectric Project, Review of Existing
Water Rights in the Susitna River Basin, prepared for Acres
American Incorporated, December.
EPA, 1976. Quality Criteria for Water, U.S. Environmental Protection
Agency, Washington, D.C~
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i ~
B I BLI OGRPAHY
Acres American Incorporated. 1982b. Susitna Hydroelectric Project -
Design Development Studies (Final Draft), Volume 5, Appendix B,
prepared for the Alaska Power Authority.
Acres Ameri can Incorporated. 1982a. Susitna Hydroe 1 ectri c Project
Feasibility Report: Hydrological Studies, Volume 4. Appendix A,
prepared for the Alaska Power Authority.
ADEC. 1978. Inventory of Water Pollution Sources and Management
Actions -Maps and Tables, Alaska Department of Environmental
Conservation, Division of Water Programs, Juneau, Alaska.
ADEC. 1979. Water Quality Standards, Al aska Department of
Environmental Conservation, Juneau, Alaska.
ADF&G, 1981. Susitna Hydroelectric Project' -Final Draft Report -
Aquatic Habitat and Instream Flow Project, prepared for Acres
American Incorporated.
ADF&G,1982. Susitna Hydroelectric Project -Final Draft Report -
Aquati c Studi es Program, prepared for Acres Ameri can
Incorporated.
Baxter, R.M. and P. Glaude, 1980. Environmental Effects of Dams and
Impoundments' in Canada: Experi ence and Prospects, Canadi an
Bulletin of Fisheries and Aquatic Sciences, Bulletin 205,
Department of Fisheries and Oceans, Ottawa, Canada.
Bulke E.l. and K.M. Waddell, 1975. Chemical Qual ity-and Temperature
in Flaming Gorge Reservoir-, Wyoming and Utah, and the Effect of
the Reservoir on the Green River. U.S. Geological Survey, Water
Supply paper 2039-A.
Bruce, G.M., 1953. Trap Efficiency of Reservoirs, Trans. Am. Geophys.
Union, U.S. Department of Agriculture, Misc. ubl. 970
Bryan, ML.L, 1974. Sublacustrine Morphology and Deposition, Klhane
Lake, Yukon Territory. Pages 171-187 in V.C. Bushnell-and M.B.
Marcus, eds. Ice Rield Ranges Research Project Scientific Results,
Vol. 4.
Dwight, L.P., 1981. Susitna Hydroelectric Project, Review of Existing
Water Rights in the Susitna River Basin, prepared for Acres
American Incorporated, December.
EPA, 1976. Quality Criteria for Water, U.S. Environmental Protection
Agency, Washington, D.C~
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EPA. 1980. Water Quality Criteria Documents: Availability, Environ-
mental Protection Agency, Federal Register, 45, 79318-79379,
November.
Flint, R., 1982. ADEC, Personal Communication, October.
Freethy, R~D. and D.R. Scully, 1980. Water Resources of the Cook Inlet
Basin, Alaska, USGS, Hydrological Investigations Atlas, MA-620.
Gilbert, R., 1973. Processes of Underflow and Sedilnent Transport in a
British Columbia Mountain Lake. Proceedings of the 9th Hydrology
Symposium, University of Alberta, Edmonton, Canada.
Gustavson, T.C., Bathymetry and Sediment Distribution in Proglacial
Malcspina Lake, Alaska, Journal of Sedimentary Petrology, 45:450-
461.
Hydro-North, 1972. Contingency Plan Study Paxson -Summit Lakes Area
Trans-Alaska Pipeline, prepared for Alaska Pipeline Alyeska ~ipe
line Service Co., prepared for Alyeska Pipeline Service Company.
Koenings, J.P. and G.B. Kyle, 1982. Limnology and Fisheries Investiga-
tions at Crescent Lake (1979-1982, Part I: Crescent Lake
Limnology Data Summary, Alaska Department of Fish and Game,
Soldotna, Alaska. .
LeBeau, J. 1982. ADEC, Personal Communication, October.
Love, K.S, 1961. Relationship of Impoundment to Water Quality, JAWWA,
Volume 53.
Matthews,W.H. 1956. Physical Limnology and Sedimentation in a Glacial
Lake, Bulletin of the Geological Society of America, 67: 537-552.
McNeelY, R.N., V.P. Neimanism and K. Dwyer, 1979. Water Quality
Sourcebook --A Guide to Water Qual ity Parameters, Environment
Canada, Inland Waters Directorate, Water Quality Branch, Ot"tawa,
Canada.
Mortimer, C.H., 1941. The Exchange of Dissolved Substances Between Mud
and Water in Lakes, Parts 1 and 2, Journal of Ecology, Volume 29.
Mortimer, C.H., 1942. The Exchange of Dissolved Substances Between Mud
and Water in Lakes, Parts 3 and 4, Journal of Ecology, Volume 30.
Neal, J.K., 1967. Reservoir Eutrophication and Dystrophication Follow-
ing Impoundment, Reservoir Fish Resources Symposium, Georgia
Uni vers i ty, Athens.
Peratrovich, Nottingham and Drage, Inc., 1982. Susitna Reservoir
Sedimentation and Water Cl arity Study (Draft), prepared for Acres
American Incorporated, October.
-I
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I'
I
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\
11
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/.
I
i ,-
EPA. 1980. Water Quality Criteria Documents: Availability, Environ-
mental Protection Agency, Federal Register, 45, 79318-79379,
November.
Flint, R., 1982. ADEC, Personal Communication, October.
Freethy, R~D. and D.R. Scully, 1980. Water Resources of the Cook Inlet
Basin, Alaska, USGS, Hydrological Investigations Atlas, MA-620.
Gilbert, R., 1973. Processes of Underflow and Sedilnent Transport in a
British Columbia Mountain Lake. Proceedings of the 9th Hydrology
Symposium, University of Alberta, Edmonton, Canada.
Gustavson, T.C., Bathymetry and Sediment Distribution in Proglacial
Malcspina Lake, Alaska, Journal of Sedimentary Petrology, 45:450-
461.
Hydro-North, 1972. Contingency Plan Study Paxson -Summit Lakes Area
Trans-Alaska Pipeline, prepared for Alaska Pipeline Alyeska ~ipe
line Service Co., prepared for Alyeska Pipeline Service Company.
Koenings, J.P. and G.B. Kyle, 1982. Limnology and Fisheries Investiga-
tions at Crescent Lake (1979-1982, Part I: Crescent Lake
Limnology Data Summary, Alaska Department of Fish and Game,
Soldotna, Alaska. .
LeBeau, J. 1982. ADEC, Personal Communication, October.
Love, K.S, 1961. Relationship of Impoundment to Water Quality, JAWWA,
Volume 53.
Matthews,W.H. 1956. Physical Limnology and Sedimentation in a Glacial
Lake, Bulletin of the Geological Society of America, 67: 537-552.
McNeelY, R.N., V.P. Neimanism and K. Dwyer, 1979. Water Quality
Sourcebook --A Guide to Water Qual ity Parameters, Environment
Canada, Inland Waters Directorate, Water Quality Branch, Ot"tawa,
Canada.
Mortimer, C.H., 1941. The Exchange of Dissolved Substances Between Mud
and Water in Lakes, Parts 1 and 2, Journal of Ecology, Volume 29.
Mortimer, C.H., 1942. The Exchange of Dissolved Substances Between Mud
and Water in Lakes, Parts 3 and 4, Journal of Ecology, Volume 30.
Neal, J.K., 1967. Reservoir Eutrophication and Dystrophication Follow-
ing Impoundment, Reservoir Fish Resources Symposium, Georgia
Uni vers i ty, Athens.
Peratrovich, Nottingham and Drage, Inc., 1982. Susitna Reservoir
Sedimentation and Water Cl arity Study (Draft), prepared for Acres
American Incorporated, October.
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1
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I
Ii
i,
I
I )
Peterson, L.A. and G. Nichols, 1982. Water Quality Effects Resulting
from Impoundment of the Sus itna Ri ver, prepared for R&M
Consultants, Inc., October.
Phaso, C.M., and E.D. Carmack, 1979. Sedimentation Processes in a
Short Residence -Time Intermontane Lake, Kamloops lake, British
Colubmia, Sedimentology, 26: 523-541.
Resource Management Associ ates, 1982. Sus itna Hydroel ectri c Project
Sa 1 in i ty Mode 1 , prepared for Acres American Incorporated,
October.
R&M Consultants, Inc., 1982c. Susitna Hydroelectric Project, Hydraulic
and Ice Studies, prepared for Acres American Incorporated, March.
R&M Consul tants, Inc., 1982d. Sus itna Hydroel ectri c Project, Ice
Observations 1980-81, prepared for Acres American Incorporated,
August.
R&M Consultants, Inc. 1982e. Unpublished Susitna River Hydroelectric
Project Data.
R&M Consultants, Inc. 1982f. Sus itna Hydroel ectric Project Slough
Hydrology Preliminary Report, prepared for Acres American Incor-
porated, October.
R&M Consultants, Inc. 1982f. Unpublished Eklutna Lake Data.
R&M Consultants, Inc., 1981a. Susitna Hydroelectric Project, Regional
Flood Studies, prepared for Acres American Incorporated,
December.
R&M Consultants, Inc. 1982d. Susitna Hydroelectric Project, Reservoir
Sedimentation, prepared for Acres American Incorporated, January.
R&M Consultants, Inc. 1982a. Susitna Hydroelectric Project River
Morphology, prepared for Acres American Incorporated, January.
R&M Consultants, Inc. 1982b. Susitna Hydroelectric Project Water
Quality Interpretation 1981, prepared for Acres American Incor-
porated, February.
R&M Consultants, Inc. 1981b. Susitna Hydroelectric Project Water
Quality Annual ~eport 1980, prepared for Acres American Incorpora-
ted, Apr i 1.
R&M Consultants, Inc. 1981c. Susitna Hydroelectric Project Water
Qual ity Annual Report, 1981, prepared for Acres American Incor-
porated, December.
Schmidt, D., ADF&G, 1982. Personal Communicatiori, October.
Schmidt, D., ADF&G, 1982b. Personal Communication, meeting,
September.
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Peterson, L.A. and G. Nichols, 1982. Water Quality Effects Resulting
from Impoundment of the Sus itna Ri ver, prepared for R&M
Consultants, Inc., October.
Phaso, C.M., and E.D. Carmack, 1979. Sedimentation Processes in a
Short Residence -Time Intermontane Lake, Kamloops lake, British
Colubmia, Sedimentology, 26: 523-541.
Resource Management Associ ates, 1982. Sus itna Hydroel ectri c Project
Sa 1 in i ty Mode 1 , prepared for Acres American Incorporated,
October.
R&M Consultants, Inc., 1982c. Susitna Hydroelectric Project, Hydraulic
and Ice Studies, prepared for Acres American Incorporated, March.
R&M Consul tants, Inc., 1982d. Sus itna Hydroel ectri c Project, Ice
Observations 1980-81, prepared for Acres American Incorporated,
August.
R&M Consultants, Inc. 1982e. Unpublished Susitna River Hydroelectric
Project Data.
R&M Consultants, Inc. 1982f. Sus itna Hydroel ectric Project Slough
Hydrology Preliminary Report, prepared for Acres American Incor-
porated, October.
R&M Consultants, Inc. 1982f. Unpublished Eklutna Lake Data.
R&M Consultants, Inc., 1981a. Susitna Hydroelectric Project, Regional
Flood Studies, prepared for Acres American Incorporated,
December.
R&M Consultants, Inc. 1982d. Susitna Hydroelectric Project, Reservoir
Sedimentation, prepared for Acres American Incorporated, January.
R&M Consultants, Inc. 1982a. Susitna Hydroelectric Project River
Morphology, prepared for Acres American Incorporated, January.
R&M Consultants, Inc. 1982b. Susitna Hydroelectric Project Water
Quality Interpretation 1981, prepared for Acres American Incor-
porated, February.
R&M Consultants, Inc. 1981b. Susitna Hydroelectric Project Water
Quality Annual ~eport 1980, prepared for Acres American Incorpora-
ted, Apr i 1.
R&M Consultants, Inc. 1981c. Susitna Hydroelectric Project Water
Qual ity Annual Report, 1981, prepared for Acres American Incor-
porated, December.
Schmidt, D., ADF&G, 1982. Personal Communicatiori, October.
Schmidt, D., ADF&G, 1982b. Personal Communication, meeting,
September.
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l
t
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l
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{ .I
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t , '
I I
J
Siting, Marshall, 1981. Handbook of Toxic and Hazardous Chemicals,
Noyes Publications, Park Ridge, New Jersey.
St. John et al., 1976. The Limnology of Kamloops Lake, B.C. Department
of Environment, Vancouver, B.C.
Symons, J.M., .S.R. Weibel, and G.G. Robeck, 1965. Impoundment
Influences on Water Quality, JAWWA, Vol. 57, No.1.
Symons, J.M., 1969. Water Quality Behavior in Reservoirs, U.S. Public
Health Service, Bureau of Water HY0iene, Cincinnati.
Trihey,W., 1982b. ADF&G Personal Communication, October.
Trihey, W., 1982c. ADF&G Personal Communication, meeting, September
15.
Trihey, W., 1982a. Susitna Intergravel Temperature Report (Draft).
AEIDC.
Turkheim, R.A., 1975. Biophysical Impacts of Arctic Hydroelectric
Developments. In J.C. Day (ed), Impacts on Hydroelectric Projects
and Associated Developments on Arctic Renewable Resources and the
Input, University of Western Ontario, Ontario, Canada.
USGS, 1981. Water Resources Data for Alaska, U.S. Geological Survey,
Water-Data Report AK-80-1, Water Year 1980.
U.S. ArmY Corps of Engineers, 1982. Bradley Lake Hydroelectric Project
Design Memorandum No.2, AppendiX E, February.
Vollenweider, R.A., 1976. Advances in Defining Critical Loading Levels
for Phosphorous in Lake Eutrophication, Mem. 1st. Ital, 1drobiol.,
33.
! I
/
{ .I
"I
t , '
I I
J
Siting, Marshall, 1981. Handbook of Toxic and Hazardous Chemicals,
Noyes Publications, Park Ridge, New Jersey.
St. John et al., 1976. The Limnology of Kamloops Lake, B.C. Department
of Environment, Vancouver, B.C.
Symons, J.M., .S.R. Weibel, and G.G. Robeck, 1965. Impoundment
Influences on Water Quality, JAWWA, Vol. 57, No.1.
Symons, J.M., 1969. Water Quality Behavior in Reservoirs, U.S. Public
Health Service, Bureau of Water HY0iene, Cincinnati.
Trihey,W., 1982b. ADF&G Personal Communication, October.
Trihey, W., 1982c. ADF&G Personal Communication, meeting, September
15.
Trihey, W., 1982a. Susitna Intergravel Temperature Report (Draft).
AEIDC.
Turkheim, R.A., 1975. Biophysical Impacts of Arctic Hydroelectric
Developments. In J.C. Day (ed), Impacts on Hydroelectric Projects
and Associated Developments on Arctic Renewable Resources and the
Input, University of Western Ontario, Ontario, Canada.
USGS, 1981. Water Resources Data for Alaska, U.S. Geological Survey,
Water-Data Report AK-80-1, Water Year 1980.
U.S. ArmY Corps of Engineers, 1982. Bradley Lake Hydroelectric Project
Design Memorandum No.2, AppendiX E, February.
Vollenweider, R.A., 1976. Advances in Defining Critical Loading Levels
for Phosphorous in Lake Eutrophication, Mem. 1st. Ital, 1drobiol.,
33.
! !
/1
1
/
B IBLI OGRPAHY
Acres American Incorporated, 1982c. Susitna Hydroelectric Project
1980-81 Geotechnical Report Final Draft, Volume 1, prepared for
the Alaska. Power Authority.
Kavanagh, N. and A. Townsend, 1977. Construction-related Oil Spills
Along trans-Alaska Pipeline, Joint State/Federal Fish and Wildlife
Advisory Team, Alaska, JFWAT special report No. 15.
Commonwealth Associ ates, Incorporated, 1982. Anchorage -Fairbanks
Transmi ssi on Interti e, prepared for the Al aska Power Authority,
, March.
Joyce, M.R., l.A., Rundquist and l.l. Moulton, 1980. Gravel Removal
Guidelines Manual for Arctic and Subarctic Floodplains. U.S. Fish
and Wildlife Service, Biological Services Program FWS/OBS -80/09.
Burger, C. and l. Swenson, 1977. Environmental Surveillance of Gravel
Removal on the trans-Alaska Pipeline System with recommendations
for future gravel mining, Joint State Federal Fish and Wildife
Advisory Team, Alaska, Special Report Series, No. 13.
lauman, T.E, 1976. Salmonid Passage at .Stream-road Crossings, Oregon
Dept. of Fish and Wildlife, Oregon.
U.S. Forest Service, 1979. Roadway Drainage Guide for Installing
Cul verts to Accommodate Fi sh, U. S. Dept. of Agri culture, Al aska,
Alaska Region Report No. 42.
Gustafson, J., 1977. An evaluation of low water crossings' at fish
streams along the trans-Alaska pipeline system, Joint State/
Federal Fish and,Wildlife Advisory Team, Anchorage, Alaska, JFWAT
Special Report No. 16.
A lyesk a Pi pe 1 i ne Service Company, 1974. Environmenta 1 and techni cal
st i pul at i on comp 1 i ance assessment document for the trans-Alaska
pipeline system, Alyeska Pipeline Service Co., Anchorage, Alaska,
Vol. I.
Bohme, V.E. and E.R. Brushett, 1979. Oil spill control in Alberta,
1977 Oi 1 Spill Conference (Preventi on, Behavior, Control,
Cleanup), New Orleans, LA. American Petroleum Institute,
Environmental Protection Agency, U.S. Coast Guard.
Lindstedt, S.J., 1979. Oil Spill response planning for biologically
sensitive areas, 1977 Oil Spill Conference (Prevention, Behavior,
Control, Cleanup), New Orleans, lA., American Petroleum Institute,
Environmental Protection Agency, U.S. Coast Guard.
lantz, R.l., 1971. Guidelines for stream protection in logging opera-
tions, Research Division, Oregon State Game Commission, Oregon.
[
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! !
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B IBLI OGRPAHY
Acres American Incorporated, 1982c. Susitna Hydroelectric Project
1980-81 Geotechnical Report Final Draft, Volume 1, prepared for
the Alaska. Power Authority.
Kavanagh, N. and A. Townsend, 1977. Construction-related Oil Spills
Along trans-Alaska Pipeline, Joint State/Federal Fish and Wildlife
Advisory Team, Alaska, JFWAT special report No. 15.
Commonwealth Associ ates, Incorporated, 1982. Anchorage -Fairbanks
Transmi ssi on Interti e, prepared for the Al aska Power Authority,
, March.
Joyce, M.R., l.A., Rundquist and l.l. Moulton, 1980. Gravel Removal
Guidelines Manual for Arctic and Subarctic Floodplains. U.S. Fish
and Wildlife Service, Biological Services Program FWS/OBS -80/09.
Burger, C. and l. Swenson, 1977. Environmental Surveillance of Gravel
Removal on the trans-Alaska Pipeline System with recommendations
for future gravel mining, Joint State Federal Fish and Wildife
Advisory Team, Alaska, Special Report Series, No. 13.
lauman, T.E, 1976. Salmonid Passage at .Stream-road Crossings, Oregon
Dept. of Fish and Wildlife, Oregon.
U.S. Forest Service, 1979. Roadway Drainage Guide for Installing
Cul verts to Accommodate Fi sh, U. S. Dept. of Agri culture, Al aska,
Alaska Region Report No. 42.
Gustafson, J., 1977. An evaluation of low water crossings' at fish
streams along the trans-Alaska pipeline system, Joint State/
Federal Fish and,Wildlife Advisory Team, Anchorage, Alaska, JFWAT
Special Report No. 16.
A lyesk a Pi pe 1 i ne Service Company, 1974. Environmenta 1 and techni cal
st i pul at i on comp 1 i ance assessment document for the trans-Alaska
pipeline system, Alyeska Pipeline Service Co., Anchorage, Alaska,
Vol. I.
Bohme, V.E. and E.R. Brushett, 1979. Oil spill control in Alberta,
1977 Oi 1 Spill Conference (Preventi on, Behavior, Control,
Cleanup), New Orleans, LA. American Petroleum Institute,
Environmental Protection Agency, U.S. Coast Guard.
Lindstedt, S.J., 1979. Oil Spill response planning for biologically
sensitive areas, 1977 Oil Spill Conference (Prevention, Behavior,
Control, Cleanup), New Orleans, lA., American Petroleum Institute,
Environmental Protection Agency, U.S. Coast Guard.
lantz, R.l., 1971. Guidelines for stream protection in logging opera-
tions, Research Division, Oregon State Game Commission, Oregon.
[
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TABLE E.2.1: GAGING STATION DATA
I 1 '
USGS Gage Drainage 2 Years of River
Station Number Area (mi ) Record Mile
Denali 15291000 950 25 291
Maclaren 15291200 280 24 260(1)
Cantwell 15291500 4140 20 225
Gold Creek 15292000 6160 J2 137
Chulitna 15292400 2570 23 98
Talkeetna 15291500 2006 18 97(1)
Skwenta 15294300 2250 20 28( 1) .
Susitna 15294350 19400 9 26
(1) Confluence of tributary with Susitna River.
Ii
, ,)
, ~
L
TABLE E.2.1: GAGING STATION DATA
I 1 '
USGS Gage Drainage 2 Years of River
Station Number Area (mi ) Record Mile
Denali 15291000 950 25 291
Maclaren 15291200 280 24 260(1)
Cantwell 15291500 4140 20 225
Gold Creek 15292000 6160 J2 137
Chulitna 15292400 2570 23 98
Talkeetna 15291500 2006 18 97(1)
Skwenta 15294300 2250 20 28( 1) .
Susitna 15294350 19400 9 26
(1) Confluence of tributary with Susitna River.
Ii
, ,)
, ~
L
"~~'~~I r
'~-=
OCT
,-,---
Max
Mean
ax
'~ ..,...--::::----
TAGLE E.2.2: BASELINE MONTHLY fLOWS (cfs)
Vee Devil Gold Susitna Maclaren-Chulitna
Denali 1 Canyon2 Watana 2 Canyon2 Creek Station (Paxson)
(20) (0) (2) (2) (2) (5) (21)
2135 '
1132
4626
3033
6458
4523
7518
5324
8212
5654
52636
31250
687
409
Station
(14)
9314
4859
'---
Talkeetna
(15 )
Skwenta
(20 )
6196
4297
Mean 317 998 1415 1665 1788 9070 118 1457 842 1267
Min 146 543 709 810 866 4279 49 ~ 891 515 628
JAN Max 651 1300 1780 2212 2452 12269 162 1673 1001 7BL9
Mean 246 824 1166 1362 1466 8205 96 1276 675 1070
Min 85 437 636 757 824 6072 44 974 504 600
rEB Max 321 1200 1560 1836 2028 11532 140 1400 a05 1821
Mean 206 722 903 1153 1242 7409 84 1099 565 903
Min 64 426 602 709 768 4993 42 820 401 490
HARCH Hax 287 1273 15bD-------n79 1900 9193 12T~---130IT--743-1200
Mean 188 692 898 1042 1115 6562 76 978 496 009
Min 42 408 569 664 713 4910 36 738 379 522
APRil Max 415 1702 1965 2405 2650 9003 145 1600 ~1G--~-17ao
Mean 230 853 1099 1267 1351 7214 87 1154 569 1016
Min 43 465 609 697 745 5531 50 700 371 607
MAY Max 4259 137511'5973 -'19777 ---21-8ga-H~414) ZU84-----2002)-7790 ---134-60
Mean 2056 7520 10355 12190 13277 60822 002 8371 4195 7920
Min 629 2643 2857 3428 3745 29809 20B 3971 1694 1635
JUNE Hax 12210 34630--q2842 -----zrrB1~--)(J5SU--__rr62Tr----Ll2'J~________q~--19'040------40356
Mean 7306 19655 23024 26078 28095 122510 2891 22495 11610 10583
Min 4647 9909 13233 14710 15530 67838 1751 15587 7429 10650
JULY Hax 12110 2Z89IT-~TS767 JL3BS---341100~"-16B81) 4C49---~557u_------.-zi440~' 25270
Mean 9399 17079 20810 23152 2391.9 130980 3165 26424 10560 17089
Min 6756 12220 15871 17291 18093 102121 2441 22761 7080 11670
AUGOSI Hax 10400 22710 31435 -)527IT---------rr62;lJ 13833l1-----)741~~3670 18033 20590
Mean 8124 14474 18629 20928 2172fJ 109360 2566 22292 9331 13374
Min 3919 6597 13412 15257 16220 62368 974 11300 3787 7471
SEPT Hax 5452 12910 17206 19799 21240 104218 2439 23260 10610 13311
Mean 3356 7897 792 12414 13327 . 68060 1166 12003 5546 8156
Min 1822 3376 5712 6463 6881 34085 470 6424 2070 3783
ANNUAL Max
NOTES:
Mean
Min
1 Years of Record
2 Computed
, ",:;;,\ ~~
3651
2723
2127
1~;~'!
7962
6295
4159
r;:r,1, r~"-~
9833
8023
6100
/-_.,
10947
9130
7200
r"'-l
11565
9670
7200
r':0
59395
48148
31228
;::'0; "-... "t'{' 1 ~"""'0
1276
975
693
j-, ~
12114
8748
6078
r;-,
5276
4029
2233
'-"'"'1 r-1
10024
6306
4939
f':::':'1 ~
-----------------'-,--------,'-'
'~ -::::----'---
TAGLE E.2.2: BASELINE MONTHLY fLOWS (cfs)
Maclaren Chul itna Vee Devil Gold Sus itna
Denali 1 Canyon2 Watana 2 Canyon 2 Creek Station (Paxson) Station Talkeetna Skwenta
(20) (0) 02 ) (2) (2) (5) (21) (14 ) (15 ) (20 )
OCT Max 687 4430
Mean 409 2505
Min 249 1450
NOV Hax 265 1786
Mean 177 1146
Min 95 770
ax
Mean 317 990 1415 1665 1788 9070 118 1457 842 1267
Min 146 543 709 810 866 4279 49 ~ 891 515 628
JAN Max 651 1300 1700 2212 2452 12269 162 1673 1001 2829
Mean 246 824 1166 1362 1466 8205 96 1276 675 1070
Min 85 437 636 757 824 6072 44 974 504 600
rEB Hax 321 1200 1560 1836 2028 11532 140 1400 a05 1821
Mean 206 722 903 1153 1242 7409 84 1099 565 903
Min 64 426 602 709 768 4993 42 820 401 490
HARCH Hax 287 1273 1560 1779 1900 9193 121 1300 743 1200
Mean 108 692 898 1042 1115 6562 76 978 496 009
Min 42 408 569 664 713 4910 36 738 379 522
APRil Hax 415 1702 1965 2405 2650 9003 145 1600 710 1700
Mean 230 853 1099 1267 1351 7214 87 1154 569 1016
Min 43 465 609 697 745 5531 50 700 371 607
MAY Max 4259 13751 15973 19777 21890 94143 2084 20025 7790 13460
Mean 2056 7520 10355 12190 13277 60822 002 8371 4195 7920
Min 629 2643 2857 3428 3745 29809 208 3971 1694 1635
JUNE Hax 12210 34630 42842 47816 50580 176219 4291 40350 19040 40356
Mean 7306 19655 23024 26078 28095 122510 2891 22495 11610 10583
Min 4647 9909 13233 14710 15530 67838 1751 15587 7429 10650
JULy Hax 12110 22890 28767 32388 34400 168815 4649 35570 14440 25270
Mean 9399 17079 20810 23152 2391.9 130980 3165 26424 10560 17089
Min 6756 12220 15871 17291 18093 102121 2441 22761 7080 11670
AUGUst Hax 10400 22710 31435 352/0 3262;0 138334 3141 33670 18033 20590
Mean 8124 14474 18629 20928 2172fJ 109360 2566 22292 9331 13374
Min 3919 6597 13412 15257 16220 62368 974 11300 3787 7471
SEPT Hax 5452 12910 17206 19799 21240 104218 2439 23260 10610 13371
Mean 3356 7897 792 12414 13327 . 68060 1166 12003 5546 8156
Min 1822 3376 5712 6463 6881 34085 470 6424 2070 3703
ANNUAL Max 3651 7962 98D 10947 11565 59395 1276 12114 5276 10024
Mean 2723 6295 8023 9130 9670 48148 975 8748 4029 6306
Min 2127 4159 6100 7200 7200 31228 693 6078 2233 4939
NOTES:
1 Years of Record
2 Computed
,",:;;l he;..'!', "':l'?.if!-.
TABLE E.2.3: INSTANTANEOUS PEAK FLOWS OF RECORD
GOLD CREEK CANIWt.LL ll:.NALI MACLAREN
Date cts Date cfs Date cfs Date cfs
8/25/59 62, 300 6/23/61 30,500 8/1 B/63 17,000 9/13/60 8,900
6/15/62 80,600 6/15/62 47,000 6/07/64 16,000 6/14/62 6,650
6/07/64 90,700 6/07/64 50,500 9/09/65 15,800 7/18/65 7,350
6/06/66 62,600 8/11/70 20,500 8/14/67 28,200 8/14/67 7,600
8/1 5/67 80,200 8/1 0/71 60,000 7/27/68 19,000 8/10/71 9,300
B/1 0/71 87' 400 6/22/72 45,000 8/0B/71 38,200 6/17/72 7,100
6/17/72 82,600
TABLE E.2.4: COMPARISON OF SUSITNA REGIONAL FLOOD PEAK ESTIMATES
WITH USGS METHODS FOR GOLD CREEK
USGS USG.
Single Susitna Are a I I Cook Inlet
Return Station Regional Regional Regional
Station Location Period Estimate Estimate Estimate Estimate
(Yrs.) (cfs) (cfs) (cfs) (cfs)
Susitna River at Gold Creek 1.25 37,100 37,100 4B,700
2 49,500 49,000 59,200 43,BDD
5 67,000 64,200 73,000 53,400
10 79,000 74,500 8:3,400 55,300
50 106,000 100,000 104,000 71,600
100 11 B ODD 110 DOD 115 ODD
Based on three parameter log normal distribution and shown to three significant
figures.
2 Lamke, R.D. (1970) Flood Characteristics of Alaskan Stream, USGS, Water
Resources Investigation, 78-129.
3 Freethey, G.W., andD.R. -S~ully ('i9BO). \~ater Resources of the Cook Inlet Basin,
Alaska, USGS, Hydrological Investigations ~tlas HA-620.
River Mile
RM 149 to 144
RM 14/: to 139
RM 139 to 129.5
RM 129.5 to 119
RM 119 to 104
RM 104 to 95
RM 95 to 61
RM 61 to 42
RM 42 to 0
TABLE E.2.5: SUSITNA RIVER REACH DEFINITIONS
Average
Slope
0.00195
0.00260
0.00210
Predominent Channel Pattern
Single channel confined by valley
walls. Frequent bedrock control
points.
Split channel confined by valley wall
and terraces.
Split channel confined occasionally by
terraces and valley walls. Main chan-
nels, side channels sloughs occupy
valley bottom.
0.00173 Split channel with occasional tendency
to braid. Main channel frequently flows
against west valley wall. Subchannels
and sloughs occup.y east floodplain.
0.00153 Single channel frequently incised and
occasional islands.
0.00147 Transition from split channel to
braided. Occasionally bounded by
terraces. Braided through the con-
fluence with Chulitna and Talkeetna
Rivers. .--0.00105 Braided with occasional confinement by
terraces.
0.00073 Combined patterns; western floodplain
braided, eastern floodplain split
channel.
0.00030 Split channel with occasional tendency
to braid. Deltaic distributary channels
begin forming at about RM 20.
River Mile
RM 149 to 144
RM 14/: to 139
RM 139 to 129.5
RM 129.5 to 119
RM 119 to 104
RM 104 to 95
RM 95 to 61
RM 61 to 42
RM 42 to 0
TABLE E.2.5: SUSITNA RIVER REACH DEFINITIONS
Average
Slope
0.00195
0.00260
0.00210
Predominent Channel Pattern
Single channel confined by valley
walls. Frequent bedrock control
points.
Split channel confined by valley wall
and terraces.
Split channel confined occasionally by
terraces and valley walls. Main chan-
nels, side channels sloughs occupy
valley bottom.
0.00173 Split channel with occasional tendency
to braid. Main channel frequently flows
against west valley wall. Subchannels
and sloughs occup.y east floodplain.
0.00153 Single channel frequently incised and
occasional islands.
0.00147 Transition from split channel to
braided. Occasionally bounded by
terraces. Braided through the con-
fluence with Chulitna and Talkeetna
Rivers. .--0.00105 Braided with occasional confinement by
terraces.
0.00073 Combined patterns; western floodplain
braided, eastern floodplain split
channel.
0.00030 Split channel with occasional tendency
to braid. Deltaic distributary channels
begin forming at about RM 20.
TABLE E.2.6: DETECTION LIMITS FOR WATER QUALITY PARAMETERS
Field Parameters
Dissolved Oxygen
D. 0. Percent Saturation
pH, pH Units
Conductivity, umhos/cm ® 25°C
Temperature, o C
Free Carbon Dioxide
Alkalinity, as CaC0 3 Settleable Solids, ml/1
Laboratory Parameters
Ammonia. Nitrogen
Organic Nitrogen
Kjeldahl Nitrogen
Nitrate Nitrogen
Nitrate Nitrogen
Tat al Nitrogen
Ortho-Phosphate
Total Phosphorus
Chemical Oxygen Demand
Chloride
Color, Platinum Cobalt Units
Hardness
Sulfate
Total Dissolved Solids((~))
Total Suspended Solids
Turbidity (NTU)
Gross Alpha, picocurie/liter
Total Organic Carbon
Total Inorganic Carbon
Organic Chemicals
-Endrin, ug/1
-Lindane, ug/1
-Methoxychlor, ug/1
-Toxaphene, ug/1
-Z, 4-D, ug/1
-2, 4, 5-TP Silvex, ug/1
ICAP Scan(4)
-Ag, Silver
-Al, Aluminum
-As, Arsenic
-Au, Gold
-B, Boron
-Ba, Barium
-Bi, Bismuth
-Ca, Calcium
-Cd, Cadmium
-Co, Cobalt
-Cr, Chromium
M
Detection
L . •t(l) ~m~
0.1
1
+0.01
-1
0.1
1
2
0.1
0.05
0.1
0.1
0.1
0.01
0.1
0.01
0.01
1
0.2
1
1
1
1
1
0.05
3
1.0
1.0
0.0002
0.004
0.1
0.005
0.1
0.01
0.05
0.05
0.10
0.05
0.05
0.05
0.05
0.05
0.01
0.05
0.05
Detection
L . •t(S.)
~m~
.01
.1
.01
.01
.01
.01
.01
.01 --1
.05
1
1
00
.00001
.00001
.00001
.001
.00001
.00001
.001
.01
.001
.01
.1
.01
.001
.001
.001
Criteria
Levels
7-17
110
6.5 -9.0
20,15 (M),
1 3 (Sp)
20
0.02
10
0.01
200
50
200
1,500
no
measurable
measurable
increase
25 NTU
increase
15
3.0 (S)
00
0.004
0.01
0.03
0.013
100
10
0.05
0.073 (S)
0.440
0.043
1.0
0.00.35 (S)
0.0012, 0.0004
0.1
)
J
L.'.
TABLE E.2.6: DETECTION LIMITS FOR WATER QUALITY PARAMETERS (Cont'd)
Laboratory Parameters (Cont'd)
-Cu, Copper
-Fe, Iron
-Hg, Mercury
-K, Potassium
-Mg, Magnes ium
-Mn, Manganese
-Mo, Molybdenum
-Na, S,odium
-Ni, Nickel
-Pb, Lead
-Pt, Platinum
-Sb, Ant imony
-Se, Selenium
-Si, Silicon
-Sn, Tin
-Sr, Strontium
-Ti, Titanium
-'N, Tungsten
-V, Vanadium
-Zn, Zinc
-Zr, Zirconium
--.c.
R&M
Detection
L · . t( 1) lml
0.05
0.05
0.1
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.10
0.10
0.05
0.10
0.05
0.05
1.0
0.05
0.05
0.05
(1)All values are expressed in mg/l unless otherwise noted.
OSGS
Detection
Limit(s)
.001
.01
.0001
.1
.1
.001
.001
.1
.001
.001
.001
.001
.1
.01
.01
Criteria
Levels
0.01
1.0
0.00005
0.05·
0.07
0.025
0.03
9
0.01
0.007 (S)
0.03
(2)TDS _ (filterable) material that passes through a standard glass fiber filter and
remains after evaporation (SM p 93). .
0) TSS -(nonfilterable) material required on a standard fiber filter after filtration of
awell-mixed sample.
(4) . ( ) / ( ICAP SCAN -thirty-two n element computerized scan in parts mil Lion Ag, AI, As, Au,
B, Ba, Bi, Ca, Cd, Co, Cr, Cu, Fe, Hg, K, Mg, Mn, Mo, Na, Ni, Pb, Pt, Sb, Se, Si, Sn,
Sr, Ti, V, W, Zn, Zr).
(S)USGS detection limits are taken from "1982 Water Quality Laboratory Services Catalog"
USGS Open-File Report 81-1016. The limits used are the limits for the most precise
test avail able.
(S) -Suggested Criteria
(M) -Migration Routes
(Sp) -Spawning Areas
)
J
L.'.
TABLE E.2.6: DETECTION LIMITS FOR WATER QUALITY PARAMETERS (Cont'd)
Laboratory Parameters (Cont'd)
-Cu, Copper
-Fe, Iron
-Hg, Mercury
-K, Potassium
-Mg, Magnes ium
-Mn, Manganese
-Mo, Molybdenum
-Na, S,odium
-Ni, Nickel
-Pb, Lead
-Pt, Platinum
-Sb, Ant imony
-Se, Selenium
-Si, Silicon
-Sn, Tin
-Sr, Strontium
-Ti, Titanium
-'N, Tungsten
-V, Vanadium
-Zn, Zinc
-Zr, Zirconium
--.c.
R&M
Detection
L · . t( 1) lml
0.05
0.05
0.1
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.10
0.10
0.05
0.10
0.05
0.05
1.0
0.05
0.05
0.05
(1)All values are expressed in mg/l unless otherwise noted.
OSGS
Detection
Limit(s)
.001
.01
.0001
.1
.1
.001
.001
.1
.001
.001
.001
.001
.1
.01
.01
Criteria
Levels
0.01
1.0
0.00005
0.05·
0.07
0.025
0.03
9
0.01
0.007 (S)
0.03
(2)TDS _ (filterable) material that passes through a standard glass fiber filter and
remains after evaporation (SM p 93). .
0) TSS -(nonfilterable) material required on a standard fiber filter after filtration of
awell-mixed sample.
(4) . ( ) / ( ICAP SCAN -thirty-two n element computerized scan in parts mil Lion Ag, AI, As, Au,
B, Ba, Bi, Ca, Cd, Co, Cr, Cu, Fe, Hg, K, Mg, Mn, Mo, Na, Ni, Pb, Pt, Sb, Se, Si, Sn,
Sr, Ti, V, W, Zn, Zr).
(S)USGS detection limits are taken from "1982 Water Quality Laboratory Services Catalog"
USGS Open-File Report 81-1016. The limits used are the limits for the most precise
test avail able.
(S) -Suggested Criteria
(M) -Migration Routes
(Sp) -Spawning Areas
TABLE E.2.7: PARAMETERS EXCEEDING CRITERIA BY STATION AND SEASON
Parameter
D.O. % Saturation
pH
Color
Phosphorus, Total (d)
Total Organic Carbon
Aluminum (d)
Aluminum (t)
Bismuth (d)
Cadmium (d)
Cadmium (t)
Copper (d)
Copper (t)'
I ron (d)
Iron (t)
Lead (t)
Manganese (d)
Manganese (t)
Mereury (d)
Mereury (t)
Nickel (t)
Zinc (d)
Zinc (t)
Stations
o -Denali
V -Vee Canyon
G -Gold Creek
C -Chulitna
T -Talkeetna
5 -Sunshine
55 -Susitna Station
..
Station
G
T
G
T, 5
V, G, T, 5, 55
G, 55
V, G, 55
55
V, G
G, 5, 55
V, G
G
T, 55
55
G, T, 5, 55
T, 55
T, 55
T
55
G, T, 5,
T, 5, 55
T, 55
0, V, C
G, T, 5,
T
G, T, 5,
T, 55
D, V, G,
G, T, 5
T, 55
G, 5
5
G, T,
T, 5,
T, 55
,. 5, ... ,
V
G, 5,
T, 5,
55
Seasons
5 -Summer
'II -\~inter
B -Breakup
5,
55
55
55
55
55
55
55
C
55
Season Criteria
5 L
5, W, B L
B
5 L
5, W, B L
5 5
W
B
5, W 5
5
5 5
'Ii
5, W L
B
5
'II, B
5 A
'II
8· --5
of!
5 L
5
8
5 A
W, B
5 L
5
B
5 L
'II
5
'II
B
5 A
5 A
5
'II
B
Criteria
L -Established by law' as per
Alaska Water Quality
Standards
5 -Criteria that have been
suggested but are now law,
or levels which natural
waters usually do not exceed
A -Alternate level to 0.02 of
the 96-hour LCSO
determined through bioassay
l
TABLE E.2.7: PARAMETERS EXCEEDING CRITERIA BY STATION AND SEASON
Parameter
D.O. % Saturation
pH
Color
Phosphorus, Total (d)
Total Organic Carbon
Aluminum (d)
Aluminum (t)
Bismuth (d)
Cadmium (d)
Cadmium (t)
Copper (d)
Copper (t)'
I ron (d)
Iron (t)
Lead (t)
Manganese (d)
Manganese (t)
Mereury (d)
Mereury (t)
Nickel (t)
Zinc (d)
Zinc (t)
Stations
o -Denali
V -Vee Canyon
G -Gold Creek
C -Chulitna
T -Talkeetna
5 -Sunshine
55 -Susitna Station
..
Station
G
T
G
T, 5
V, G, T, 5, 55
G, 55
V, G, 55
55
V, G
G, 5, 55
V, G
G
T, 55
55
G, T, 5, 55
T, 55
T, 55
T
55
G, T, 5,
T, 5, 55
T, 55
0, V, C
G, T, 5,
T
G, T, 5,
T, 55
D, V, G,
G, T, 5
T, 55
G, 5
5
G, T,
T, 5,
T, 55
,. 5, ... ,
V
G, 5,
T, 5,
55
Seasons
5 -Summer
'II -\~inter
B -Breakup
5,
55
55
55
55
55
55
55
C
55
Season Criteria
5 L
5, W, B L
B
5 L
5, W, B L
5 5
W
B
5, W 5
5
5 5
'Ii
5, W L
B
5
'II, B
5 A
'II
8· --5
of!
5 L
5
8
5 A
W, B
5 L
5
B
5 L
'II
5
'II
B
5 A
5 A
5
'II
B
Criteria
L -Established by law' as per
Alaska Water Quality
Standards
5 -Criteria that have been
suggested but are now law,
or levels which natural
waters usually do not exceed
A -Alternate level to 0.02 of
the 96-hour LCSO
determined through bioassay
l
"'I ,
, \
TABLE E.2.8: 1982 TURBIDITY ANALYSIS OF THE SUSITNA, CHULI TNA
AND TALKEETNA RIVERS CONFLUENCE AREA
11 3 Suspended
1 Turbidit/
Sediment 1 Discharge 4 Date Date Concentration
[ Location SamE!led Anal~zed (NTU) (m!:j/I) (cfs)
j
'1 Susitna at Sunshine 6/3/82 6/11/82 164 71,800
(Parks Highway Bridge) 6/10/82 6/24/82 200 403 62,100
6/17/82 6/24/82 136 '22 48,700
\ 6/21/82 8/3/82 360 755 76,600
6/28/82 8/18/82 1,056 71,600
1 7/6/82 8/3/82 352 44,800
I
7/12/82 8/3/82 912 58,000
7/19/82 8/18/82 552 59,400
7/26/82 8/18/82 696 97,100
1
8/2/82 8/18/82 544 . 61,000
8/9/82 8/26/82 720 50,200
8/16/82 8/26/82 784 45,600
8/23/82 9/14/82 552
1 8/30/82 9/14/82 292'
9/17/82 10/12/82 784
( Susitna Below Talkeetna 5/26/82* 5/29/82 98 I 5/28/82* 6/2/82 256 43,600 -, 5/29/82* 6/2/82 140 42,900
5/30/82* 6/2/82 65 38,400
( 5/31/82* 6/2/82 130 39,200
6/1/82* 6/2/82 130· 1~7, 000'
II Susitna atLRX-45 5/26/82* 5/29/82 81
Susitna near Chase 5 6/3/82 6/11/82 140
1/
(R.R. Mile 232) 6/8/82 6/24/82 130 547
6/15/82 6/24/82 94 170 20,700
6/22/82 8/3/82 74 426
" 6/30/82 8/18/82 376 I 7/8/82 8/18/82 132 18,100
1 7/14/82 8/3/82 728 27,300
l 7/21/82 8/18/82 316 21,900
,\
7/28/82 8/18/82 300 25,600
8/4/82 8/18/82 352 18,500
\ 8/10/82 8/26/82 364 16,700
8/18/82 8/26/82 304
I 8/25/82 9/14/82 244
I 8/31/82 9/14/82 188 ! 9/19/82 10/12/82 328
1 Susitna at Vee Canyon 6/4/82 6/11/82 82
6/30/82 8/3/82 384
7/27/82 8/18/82 720
I 8/26/82 9/14/82 320
Chulitna (Canyon)6 6/4/82 6/11/82 272
6/22/82 8/3/82 680
l 6/29/82 8/18/82 1,424
7/7/82 8/3/82 976
7/13/82 8/18/82 1,136
7/20/82 8/18/82 1,392
7/27/82 8/18/82 664
I 8/3/82 8/18/82 704
8/11/82 8/26/82 592
8/17/82 8/26/82 1,296
,\ 8/24/82 9/14/82 632
9/1/82 9/'14/82 316
9/18/82 10/12/82 1,920
:'~
I
J
"'I ,
, \
TABLE E.2.8: 1982 TURBIDITY ANALYSIS OF THE SUSITNA, CHULI TNA
AND TALKEETNA RIVERS CONFLUENCE AREA
"1 3 Suspended
1 Turbidit/
Sediment 1 Discharge 4 Date Date Concentration
[ Location SamE!led Anal~zed (NTU) (m!:j/I) (cfs)
j
'1 Susitna at Sunshine 6/3/82 6/11/82 164 71,800
(Parks Highway Bridge) 6/10/82 6/24/82 200 403 62,100
6/17/82 6/24/82 136 '22 48,700
\ 6/21/82 8/3/82 360 755 76,600
6/28/82 8/18/82 1,056 71,600
1 7/6/82 8/3/82 352 44,800
I
7/12/82 8/3/82 912 58,000
7/19/82 8/18/82 552 59,400
7/26/82 8/18/82 696 97,100
1
8/2/82 8/18/82 544 . 61,000
8/9/82 8/26/82 720 50,200
8/16/82 8/26/82 784 45,600
8/23/82 9/14/82 552
1 8/30/82 9/14/82 292'
9/17/82 10/12/82 784
( Susitna Below Talkeetna 5/26/82* 5/29/82 98 I 5/28/82* 6/2/82 256 43,600 -, 5/29/82* 6/2/82 140 42,900
5/30/82* 6/2/82 65 38,400
( 5/31/82* 6/2/82 130 39,200
6/1/82* 6/2/82 130· 1~7, 000'
l Susitna atLRX-45 5/26/82* 5/29/82 81
Susitna near Chase 5 6/3/82 6/11/82 140
1/
(R.R. Mile 232) 6/8/82 6/24/82 130 547
6/15/82 6/24/82 94 170 20,700
6/22/82 8/3/82 74 426
" 6/30/82 8/18/82 376 I 7/8/82 8/18/82 132 18,100
1 7/14/82 8/3/82 728 27,300
l 7/21/82 8/18/82 316 21,900
,\
7/28/82 8/18/82 300 25,600
8/4/82 8/18/82 352 18,500
\ 8/10/82 8/26/82 364 16,700
8/18/82 8/26/82 304
I 8/25/82 9/14/82 244
I 8/31/82 9/14/82 188 ! 9/19/82 10/12/82 328
1 Susitna at Vee Canyon 6/4/82 6/11/82 82
6/30/82 8/3/82 384
7/27/82 8/18/82 720
1
8/26/82 9/14/82 320
Chulitna (Canyon)6 6/4/82 6/11/82 272
6/22/82 8/3/82 680
1
6/29/82 8/18/82 1,424
7/7/82 8/3/82 976
7/13/82 8/18/82 1,136
7/20/82 8/18/82 1,392
7/27/82 8/18/82 664
I 8/3/82 8/18/82 704
8/11/82 8/26/82 592
8/17/82 8/26/82 1,296
,\ 8/24/82 9/14/82 632
9/1/82 9/'14/82 316
9/18/82 10/12/82 1,920
:'~
I
J
-I
TABLE E.2.8 -(Cont'd)
3 Suspended
1 Turbidity 2 Sediment
Date Date Concentration Discharge
Location SamEled Anal~zed (NTU) (mg/l) (cfs)
Chulitna near Confluence6 5/26/82* 5/29/82 194
5/28/82* 6/2/82 272
5/29/82* 6/2/82 308
5/30/82* 6/2/82 120
5/31/82* 6/2/82 360
6/1/82* 6/2/82 324
Talkeetna at USGS Cable 7 6/2/82 6/11/82 146 311 16,000
6/9/82 6/24/82 49 311 13,400
6/17/82 6/24/82 28 10,300
6/23/82 8/3/82 26 164 11,700
6/29/82 8/18/82 41 11,800
7/7/82 8/3/82 20 6,830
7/13/82 8/3/82 132-9,390
7/20/82 8/18/82 148 8,880
7/28/82 8/18/82 272 16,000
8/3/82 8/18/82 49 9,730
8/10/82 8/26/82 53 7,400
8/17/82 8/26/82 82 6,490
8/24/82 9/14/82 68
8/31/82 9/14/82 37
9/20/82 10/12/82 34 ---Talkeetna at R.R. Bridge7 5/26/82* 5/29/82 17 5,680
Notes:
5/28/82* 6/2/82 39 6,250
5/29/82* 6/2/82 21 5,860
5/30/82* 6/2/82 20 5,660
5/31/82* 6/2/82 44 7,400
6/1/82* 6/2/82 55 9,560
1*Refers to samples collected by R&M Consultants, all other samples were collected
by USGS.
2 R&M Consultants conducted all turbidity measurements.
3 Suspended sediment concentrations are preliminary, unpublished data provided by
the U.S. Geological Survey.
4 Discharges for "Susitna at Sunshine" and "Susitna Below Talkeetna" are from the
U.S. Geological Survey stream gage at the Parks Highway 8ridge at Sunshine.
5 Discharges for "Susitna at LRX-4" and "Susitna near Chase" are from the USGS stream
gage at the Alaska Railroad Bridge at Gold Creek.
6 Discharges for "Chulitna" and "Chulitna near Confluence" are from the USGS stream
gage at the Parks Highway Br.idge at Chulitna.
7 Discharges for "Talkeetna at USGS Cable" and "Talkeetna at R.R. Bridge" are from
the USGS stream gage near Talkeetna.
4
l
1
I :1
1
-\
i
I
?l
)
J
I
I
I
J
-I
TABLE E.2.8 -(Cont'd)
3 Suspended
1 Turbidity 2 Sediment
Date Date Concentration Discharge
Location SamEled Anal~zed (NTU) (mg/l) (cfs)
Chulitna near Confluence6 5/26/82* 5/29/82 194
5/28/82* 6/2/82 272
5/29/82* 6/2/82 308
5/30/82* 6/2/82 120
5/31/82* 6/2/82 360
6/1/82* 6/2/82 324
Talkeetna at USGS Cable 7 6/2/82 6/11/82 146 311 16,000
6/9/82 6/24/82 49 311 13,400
6/17/82 6/24/82 28 10,300
6/23/82 8/3/82 26 164 11,700
6/29/82 8/18/82 41 11,800
7/7/82 8/3/82 20 6,830
7/13/82 8/3/82 132-9,390
7/20/82 8/18/82 148 8,880
7/28/82 8/18/82 272 16,000
8/3/82 8/18/82 49 9,730
8/10/82 8/26/82 53 7,400
8/17/82 8/26/82 82 6,490
8/24/82 9/14/82 68
8/31/82 9/14/82 37
9/20/82 10/12/82 34 ---Talkeetna at R.R. Bridge7 5/26/82* 5/29/82 17 5,680
Notes:
5/28/82* 6/2/82 39 6,250
5/29/82* 6/2/82 21 5,860
5/30/82* 6/2/82 20 5,660
5/31/82* 6/2/82 44 7,400
6/1/82* 6/2/82 55 9,560
1*Refers to samples collected by R&M Consultants, all other samples were collected
by USGS.
2 R&M Consultants conducted all turbidity measurements.
3 Suspended sediment concentrations are preliminary, unpublished data provided by
the U.S. Geological Survey.
4 Discharges for "Susitna at Sunshine" and "Susitna Below Talkeetna" are from the
U.S. Geological Survey stream gage at the Parks Highway 8ridge at Sunshine.
5 Discharges for "Susitna at LRX-4" and "Susitna near Chase" are from the USGS stream
gage at the Alaska Railroad Bridge at Gold Creek.
6 Discharges for "Chulitna" and "Chulitna near Confluence" are from the USGS stream
gage at the Parks Highway Br.idge at Chulitna.
7 Discharges for "Talkeetna at USGS Cable" and "Talkeetna at R.R. Bridge" are from
the USGS stream gage near Talkeetna.
4
l
1
I :1
1
-\
i
I
?l
)
J
I
I
I
J
I
,
I
1
1
1
1
1
1
I
l
J
I
1
1
I
~f
(
(
I
i
(
(
I
I
.1
j
(
(
l
31
I
I
TABLE E.2.9: SIGNIFICANT ION CONCENTRATIONS
Ranges of Concentrations (mg/l)
U stream of Pro'ect Downstream of Pro'ect
Summer Winter Summer Winter
Bicarbonate (alkalinit y) 39 -81 57 -187 25 -86 45 -145
Chloride o -11 4 -30 -15 6 -35
Sulfate 2 -23 11 -39 -28 10 -38
Calcium (dissolved) 13 -29 23 -51 10 -37 22 -32
Magnesium (dissolved) 1 - 4
o -16 1 - 6
1 -10
Sodium (dissolved) 2 -10 4 -23 2 - 8
5 -17
Potassium (dissolved) 1 - 7
0-9 1 - 4
1 -5
I
,
I
1
1
1
1
1
1
I
l
J
I
1
1
I
~f
(
(
I
i
(
(
I
I
.1
j
(
(
l
31
I
I
TABLE E.2.9: SIGNIFICANT ION CONCENTRATIONS
Ranges of Concentrations (mg/l)
U stream of Pro'ect Downstream of Pro'ect
Summer Winter Summer Winter
Bicarbonate (alkalinit y) 39 -81 57 -187 25 -86 45 -145
Chloride o -11 4 -30 -15 6 -35
Sulfate 2 -23 11 -39 -28 10 -38
Calcium (dissolved) 13 -29 23 -51 10 -37 22 -32
Magnesium (dissolved) 1 - 4
o -16 1 - 6
1 -10
Sodium (dissolved) 2 -10 4 -23 2 - 8
5 -17
Potassium (dissolved) 1 - 7
0-9 1 - 4
1 - 5
1 •
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
2.3.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
3
3
5.
6.
37.
3 8.
39.
4
4
4
4
4
4
4
4
4
4
5
o.
1.
2.
3.
4.
5.
6.
7.
8.
9.
O.
Stream Name
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
Oshetna River
unnamed
Goose Creek
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed slough
unnamed slough
unnamed
Jay Creek
unnamed
unnamed
Kosina Creek
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
Watana Creek
TABLE E.2.10: STREAMS TO BE PARTIALLY OR COMPLETELY
INUNDATED BY WATANA RESERVOIR (EI. 2,185)
Approximate Length
Existing Approximate of Stream
Susitna Elevation Stream Gradient to be
River Mile at Mouth at Mouth Inundated
at Mouth (ft. msI) (ft/mile) (miles)
240.8 2,185 380 mouth only
240.0 2,175 1,000 mouth only
239.4 2,170 500 mouth only
238.5 2,165 600 mouth only
236.0 2,140 500 0.1
233.8 2,055 400 0.3
233.5 2,050 65 2.0
232.7 2,040 1,500 0.2
231.2 2,030 125 1.2
,230.8 2,025 F 1,400 0.2
229.8 2,015 550 0.3
229.7 2,015' 1,500 0.2
229.1 2,010 2,000 0.1
228.5 2,000 1,300 0.1
228.4 2,000 2,000 0.2
227.4 1,980 1,700 0.1
226.8 1,970 250 0.6
225.0 1,930 400 0.4
224.4 1,920 1,250 0.2
221.5 1,875 --230 -... 1.0
220.9 1,865 1,000 0.2
219.2 1,845 350 1.0
217.6 1,830 700 0.5
215.1 1,785 900 0.3
21.3.2 1,760 1,000 0.4
213.0 1,755 600 0.6
212.1 1,750 1,200 0.3
212.0 1,750 13 0.5 (full
length)
211.7 1,745 1,000 0 •. 3
210.2 1,720 400 0.7
208.6 1,700 120 3.2
207.3 1,690 300 0.9 (full
length)
207.0 1,685 160 1.0
206.9 1,685 120 4.2
205.0 1,665 1,100 0.5 (full
length)
204.9 1,665 750 0.4 (full
length)
203.9 1,655 800 0.7
203.4 1,650 350 0.5 (full
length)
201.8 1,635 400 0.8
200.7 1,625 1,000 1.0
198.7 1,610 400 0.7
198.6 1,605 700 0.6
197.9 1,600 500 0.6
197.1 1,595 650 0.7
196.7 1,590 1,000 0.7
196.2 1,585 550 1.0
195.8 1,580 350 1. 1
195.2 1,575 200 1.3 (fu.ll
length)
194.9 1,570 200 1.7
194.1 1,560 50 10.0 (longest
fork)
l
.. j!
.'
-I
I
J
I .J
1 •
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
2.3.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36.
37.
3 8.
39.
4
4
4
4
4
4
4
4
4
4
5
o.
1.
2.
3.
4.
5.
6.
7.
8.
9.
O.
Stream Name
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
Oshetna River
unnamed
Goose Creek
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed slough
unnamed slough
unnamed
Jay Creek
unnamed
unnamed
Kosina Creek
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
unnamed
Watana Creek
TABLE E.2.10: STREAMS TO BE PARTIALLY OR COMPLETELY
INUNDATED BY WATANA RESERVOIR (EI. 2,185)
Approximate Length
Existing Approximate of Stream
Susitna Elevation Stream Gradient to be
River Mile at Mouth at Mouth Inundated
at Mouth (ft. msI) (ft/mile) (miles)
240.8 2,185 380 mouth only
240.0 2,175 1,000 mouth only
239.4 2,170 500 mouth only
238.5 2,165 600 mouth only
236.0 2,140 500 0.1
233.8 2,055 400 0.3
233.5 2,050 65 2.0
232.7 2,040 1,500 0.2
231.2 2,030 125 1.2
,230.8 2,025 F 1,400 0.2
229.8 2,015 550 0.3
229.7 2,015' 1,500 0.2
229.1 2,010 2,000 0.1
228.5 2,000 1,300 0.1
228.4 2,000 2,000 0.2
227.4 1,980 1,700 0.1
226.8 1,970 250 0.6
225.0 1,930 400 0.4
224.4 1,920 1,250 0.2
221.5 1,875 --230 --1.0
220.9 1,865 1,000 0.2
219.2 1,845 350 1.0
217.6 1,830 700 0.5
215.1 1,785 900 0.3
21.3.2 1,760 1,000 0.4
213.0 1,755 600 0.6
212.1 1,750 1,200 0.3
212.0 1,750 13 0.5 (full
length)
211.7 1,745 1,000 0 •. 3
210.2 1,720 400 0.7
208.6 1,700 120 3.2
207.3 1,690 300 0.9 (full
length)
207.0 1,685 160 1.0
206.9 1,685 120 4.2
205.0 1,665 1,100 0.5 (full
length)
204.9 1,665 750 0.4 (full
length)
203.9 1,655 800 0.7
203.4 1,650 350 0.5 (full
length)
201.8 1,635 400 0.8
200.7 1,625 1,000 1.0
198.7 1,610 400 0.7
198.6 1,605 700 0.6
197.9 1,600 500 0.6
197.1 1,595 650 0.7
196.7 1,590 1,000 0.7
196.2 1, ?85 550 1.0
195.8 1,580 350 1. 1
195.2 1,575 200 1.3 (fu.ll
length)
194.9 1,570 200 1.7
194.1 1,560 50 10.0 (longest
fork)
l
.. j!
.'
-I
I
J
I .J
I
J
\ TABLE E.2.10 -(Cont'd)
Approximate Length
Existing Approximate of Stream
Susitna Elevation Stream Gradient to be
River Mile at Mouth at Mouth Inundated
Stream Name at Mouth (ft. msl) (ft/mile) (~Iiles)
50A. Delusion Creek --1,700 200 1 c, .' (tributary to
Watana Creek)
51. unnamed 192.7 1,550 400 1.5 (full
length)
52. unnamed 192.0 1,545 200 3.9 (longest
fork)
53. unnamed 190.0 1,530 1,300 0.5
54. unnamed 187.0 1,505 1,250 0.7
55. unnamed 186.9 1,505 2,000 1.7
56. Deadman Creek 186.7 1,500 450 2.~
. (
I
J
\ TABLE E.2.10 -(Cont'd)
Approximate Length
Existing Approximate of Stream
Susitna Elevation Stream Gradient to be
River Mile at Mouth at Mouth Inundated
Stream Name at Mouth (ft. msl) (ft/mile) (~Iiles)
50A. Delusion Creek --1,700 200 1 c, .' (tributary to
Watana Creek)
51. unnamed 192.7 1,550 400 1.5 (full
length)
52. unnamed 192.0 1,545 200 3.9 (longest
fork)
53. unnamed 190.0 1,530 1,300 0.5
54. unnamed 187.0 1,505 1,250 0.7
55. unnamed 186.9 1,505 2,000 1.7
56. Deadman Creek 186.7 1,500 450 2.~
. (
-'
1 •
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
12A.
12B.
12C.
13.
14.
15.
16.
17.
17A.
17B.
18.
19.
2
2
2
2
2
2
2
2
2
2
O.
1.
2.
3.
4.
5.
6.
7.
8.
9.
TABLE E.2.11: STREAMS TO BE PARTIALLY OR COMPLETELY INUNDATED
BY DEVIL CANYON RESERVOIR (EL. 1,455)
Approximate Length
Existing Approximate of Stream
Susitna Elevation Stream Gradient to be
River Mile at Mouth at Mouth Inundated
Stream Name at Mouth (ft. msl) (ft/mile) (miles)
Tsusena Creek 181.9 1,450 250 0.2
unnamed 181.2 1,440 250 0.2
unnamed slough 180.1 1,430 10 0.6 (full
length)
unnamed slough 179.3 1,420 250 0.1
unnamed slough 179.1 1,420 500 0.2
unnamed slough 177.0 1,385 600 0.1
Fog Creek 176.7 1,380 125 1.0
unnamed 175.3 1,370 75 0.6
unnamed 175.1 1,365 1,100 0.1
unnamed 174.9 1,360 650 0.1
unnamed 174.3 1,350 350 0.3
unnamed slough 174.0 1,350 15 2.0 (full
length)
unnamed (tr ibutarv
to slough) --1,350 550 0.2
unnamed (tributary
to slough) --1,350 550 0.2
unnamed (tributary
to slough) --1,350 1,600 0.1
unnamed slough 173.4 1,340 20 0.5 (full
length)
unnamed 17.3.0 1,335 600 0.1
unnamed 173.0 1,335 1,000 0.2
unnamed 172.9 1,330 1,300 0.2
unnamed slough --.. 172.1 1,320 15 0.8 (full
length)
unnamed (tributary
to slough) --1, .320 2,000 0.1
unnamed (tributary
to slough) --1,320 2,000 0.1
unnamed 171.4 1,315 2,000 0.1
unnamed 171.0 1,310 250 0.6
unnamed slough 169.5 1,290 15 0.7 (full
. length)
unnamed 168.8 1,280 1,400 0.2
unnamed 166.5 1,235 350 0.6
unnamed 166.0 1,230 1,250 0.2
unnamed 164.0 1,200 2,000 0.2
unnamed 163.7 1,180 1,350 0.2
Devil Creek 161.4 1,120 180 1.4
unnamed 157.0 1,030 400 1.3
unnamed 154.5 985 3,000 0.4
unnamed
(Cheechako Creek) 152.4 950 500 1.6
r
r
l
[
[
[
[
l
L
l
-'
1 •
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
12A.
12B.
12C.
13.
14.
15.
16.
17.
17A.
17B.
18.
1
2
2
2
2
2
2
2
2
2
2
9.
O.
1.
2.
3.
4.
5.
6.
7.
8.
9.
TABLE E.2.11: STREAMS TO BE PARTIALLY OR COMPLETELY INUNDATED
BY DEVIL CANYON RESERVOIR (EL. 1,455)
Approximate Length
Existing Approximate of Stream
Susitna Elevation Stream Gradient to be
River Mile at Mouth at Mouth Inundated
Stream Name at Mouth (ft. msl) (ft/mile) (miles)
Tsusena Creek 181.9 1,450 250 0.2
unnamed 181.2 1,440 250 0.2
unnamed slough 180.1 1,430 10 0.6 (full
length)
unnamed slough 179.3 1,420 250 0.1
unnamed slough 179.1 1,420 500 0.2
unnamed slough 177.0 1,385 600 0.1
Fog Creek 176.7 1,380 125 1.0
unnamed 175.3 1,370 75 0.6
unnamed 175.1 1,365 1,100 0.1
unnamed 174.9 1,360 650 0.1
unnamed 174.3 1,350 350 0.3
unnamed slough 174.0 1,350 15 2.0 (full
length)
unnamed (tr ibutarv
to slough) --1,350 550 0.2
unnamed (tributary
to slough) --1,350 550 0.2
unnamed (tributary
to slough) --1,350 1,600 0.1
unnamed slough 173.4 1,340 20 0.5 (full
length)
unnamed 17.3.0 1,335 600 0.1
unnamed 173.0 1,335 1,000 0.2
unnamed 172.9 1,330 1,300 0.2
unnamed slough --.. 172.1 1,320 15 0.8 (full
length)
unnamed (tributary
to slough) --1, .320 2,000 0.1
unnamed (tributary
to slough) --1,320 2,000 0.1
unnamed 171.4 1,315 2,000 0.1
unnamed 171.0 1,310 250 0.6
unnamed slough 169.5 1,290 15 0.7 (full
. length)
unnamed 168.8 1,280 1,400 0.2
unnamed 166.5 1,235 350 0.6
unnamed 166.0 1,230 1,250 0.2
unnamed 164.0 1,200 2,000 0.2
unnamed 163.7 1,180 1,350 0.2
Devil Creek 161.4 1,120 180 1.4
unnamed 157.0 1,030 400 1.3
unnamed 154.5 985 3,000 0.4
unnamed
(Cheechako Creek) 152.4 950 500 1.6
r
r
l
[
[
[
[
l
L
l
,
) ,
\ ., TABLE E.2.12: DOWNSTREAM TRIBUTARIES POTENTIALLY IMPACTED BY PROJECT OPERATION
I River Bank of Reason
'1 .
(
Name Mile Susitna 1 for Concern No.
1 Portage C~eek 148.9 RB fish ,
(
2 Jack Long Creek 144~8 LB fish
3 Indian River 138.5 RB fish
l 4 Gold Creek 136.7 LB fish
\
5 Trib. fa 132.0 132.0 LB RR
1 6 Fourth of July Creek 131.1 RB fish
\
'\
7 Sherman Creek 130.9 LB RR, fish
8 Trib. a 128.5 128.5 LB RR
9 Trib. !a 127.3 . 127.3 LB RR
·10 Skull Creek 124~7 LB RR
-1
\
11 Trib. 1m 123.9 123.9 RB fish
12 Deadhorse Creek 121.0 .LB £.ish, RR
1 13 Trib. @ 121.0 121.0 RB fish
\ 14 Little Portage Creek 117.8 LB RR
1 15 McKenzie Creek 116.7 LB fish
\ 16 Lane Creek 113.6 LB fish
17 Gash Creek 111.7 LB fish
18 T rib. Illl 110.1 110.1 LB RR
1 19 Whiskers Creek 101.2 RB fish
i
)
1
( 1 Referenced by facing downstream (LB = left bank, RB = right bank).
q
(
1
(
,
) ,
\ ., TABLE E.2.12: DOWNSTREAM TRIBUTARIES POTENTIALLY IMPACTED BY PROJECT OPERATION
I River Bank of Reason
'1 .
(
Name Mile Susitna 1 for Concern No.
1 Portage C~eek 148.9 RB fish ,
(
2 Jack Long Creek 144~8 LB fish
3 Indian River 138.5 RB fish
l 4 Gold Creek 136.7 LB fish
\
5 Trib. fa 132.0 132.0 LB RR
1 6 Fourth of July Creek 131.1 RB fish
\
'\
7 Sherman Creek 130.9 LB RR, fish
8 Trib. a 128.5 128.5 LB RR
9 Trib. !a 127.3 . 127.3 LB RR
·10 Skull Creek 124~7 LB RR
-1
\
11 Trib. 1m 123.9 123.9 RB fish
12 Deadhorse Creek 121.0 .LB £.ish, RR
1 13 Trib. @ 121.0 121.0 RB fish
\ 14 Little Portage Creek 117.8 LB RR
1 15 McKenzie Creek 116.7 LB fish
\ 16 Lane Creek 113.6 LB fish
17 Gash Creek 111.7 LB fish
18 T rib. Illl 110.1 110.1 LB RR
1 19 Whiskers Creek 101.2 RB fish
i
)
1
( 1 Referenced by facing downstream (LB = left bank, RB = right bank).
q
(
1
(
-!
J
TABLE E.2.13: SUMMARY OF SURFACE WATER AND GROUND WATER
APPROPRIATIONS IN EQUIVALENT FLOW RATES
Township Grid Surface Water ~uivalent Ground Water Equivalent
efs ae-ft/yr efs ae-ftbr
Susitna .153 50.0 .0498 16.3
Fish Creek .000116 .02100 .00300 2.24
Willow Creek 18.3 5,660 .153 128
Little Willo~ Creek .00613 1.42 .001907 1.37
Montana Creek .0196 7.85 .366 264
Chulina .00322 .797 .000831 .601
Susitna Reservoir .00465 3.36
,~
Chulitna .00329 2.38
Kroto-Trapper Creek .0564 10.7
Kahiltna 125 37,000
Yentna .00155 .565
Skwentna .00551 1.9_Q - -
.00Q7?5 __ .560 -
1
]
J'
"
I~~~ ':.1
.;J
J
]
J
-!
J
TABLE E.2.13: SUMMARY OF SURFACE WATER AND GROUND WATER
APPROPRIATIONS IN EQUIVALENT FLOW RATES
Township Grid Surface Water ~uivalent Ground Water Equivalent
efs ae-ft/yr efs ae-ftbr
Susitna .153 50.0 .0498 16.3
Fish Creek .000116 .02100 .00300 2.24
Willow Creek 18.3 5,660 .153 128
Little Willo~ Creek .00613 1.42 .001907 1.37
Montana Creek .0196 7.85 .366 264
Chulina .00322 .797 .000831 .601
Susitna Reservoir .00465 3.36
,~
Chulitna .00329 2.38
Kroto-Trapper Creek .0564 10.7
Kahiltna 125 37,000
Yentna .00155 .565
Skwentna .00551 1.9_Q - -
.00Q7?5 __ .560 -
1
]
J'
"
I~~~ ':.1
.;J
J
]
J
I I ,
l
1
j ..
! .,
I
1
j
]
.!
1
(
I
TABLE E.2.14: SUSITNA RIVER -LIMITATIONS TO NAVIGATION
River Mile Location*
19
52
61
127-128
151
160-161
225
291
Description
Alexander Slounh Head
Mouth of Willow Creek
Sutitna/Landing Mouth
of Kashwitna River
River Cross-Over near
Sherman and Cross-
Section 32
Dev il Canyon
Devil Creek Rapids
Vee Canyon -
Denali Highway Br idge
Severity
Access to slough limited
at low water due to
shallow channel
Access from creek limited
at low water
Access from launching site
limited at low water
Shallow in riffle at low
water
Severe rapids at all flow
levels
Seve re rapids at all flow
levels
-Hazardous~t accessib le
rapids at most flows
Shallow water and frequent
sand bars at low water
*Reference: River t~ile Index (R&M Consultants, 1981)
I I ,
l
1
j ..
! .,
I
1
j
]
.!
1
(
I
TABLE E.2.14: SUSITNA RIVER -LIMITATIONS TO NAVIGATION
River Mile Location*
19
52
61
127-128
151
160-161
225
291
Description
Alexander Slounh Head
Mouth of Willow Creek
Sutitna/Landing Mouth
of Kashwitna River
River Cross-Over near
Sherman and Cross-
Section 32
Dev il Canyon
Devil Creek Rapids
Vee Canyon -
Denali Highway Br idge
Severity
Access to slough limited
at low water due to
shallow channel
Access from creek limited
at low water
Access from launching site
limited at low water
Shallow in riffle at low
water
Severe rapids at all flow
levels
Seve re rapids at all flow
levels
-Hazardous~t accessib le
rapids at most flows
Shallow water and frequent
sand bars at low water
*Reference: River t~ile Index (R&M Consultants, 1981)
1 TABLE E.2.15: ESTIMATED LOW AND HIGH FLOWS AT ACCESS ROAD STREAM CROSSINGS
Drainage 1 ~ 30-Day Minimum Flow (cfs) Arfa Peak Flows (c fs)
Basin (mi ) Recurrence Interval (yrs) Recurrence Interval ( yrs)
2 10 20 2 10 25 50 -- ---
Denali Highway to
Watana Came
Lily Creek 3.70 0.8 0.6 0.5 25 54 78 96
Seattle Creek 11.13 2.4 1.8 1.5 74 147 205 248
Seattle Creek
Tributary 1.49 0.3 0.2 0.2 10 24 35 44
Seattle Creek
Tributary 2.70 0.8 0.5 0.4 13 29 42 51
Brushkana Creek 22.00 5.5 3.8 3.4 115 217 299 354
Brushkana Creek
Site 21.01 4.9 3.5 3.1 121 228 315 374
Upper Deadman
Creek 12.08 3.0 2.1 1.9 64 127 177 211
Deadman Creek -----. --Tributary 21.28 4.6 3.3 2.9 138 263 363 432
Deadman Creek
Tributary 14.71 3.2 2.3 2.0 97 189 262 315
Watana to Devil
Can~on
Tsusena Creek 126.61 26 19 17 780 1309 1744 2000
Devil Creek 31.0 6.7 4.8 4.2 199 369 506 597
Dev il Canyon to
Gold Creek
Gold Creek 25.00 5.4 3.9 3.4 162 304 418 497
1MinimUm flows estimated from the following equation (Freethey and Scully, 1980,
Water Resources of the Cook Inlet BaSin, U. S. Geological Survey, Atlas HA-620)
bed
Md,rt= aA (LP + 1) (J + 10)
where: M = mlnimum flow (cfs)
d = number of days
rt = recurrence interval (yrs)
A = drainage area (mil)
LP = area of lakes and ponds (percent)
J = mean minimum January air temperature (OF)
--1
]
. )
J
"~Tl j
J
J
1 TABLE E.2.15: ESTIMATED LOW AND HIGH FLOWS AT ACCESS ROAD STREAM CROSSINGS
Drainage 1 .!l 30-Day Minimum Flow (cfs) Arfa Peak Flows (c fs)
Basin (mi ) Recurrence Interval (yrs) Recurrence Interval ( yrs)
2 10 20 2 10 25 50 -- ---
Denali Highway to
Watana Came
Lily Creek 3.70 0.8 0.6 0.5 25 54 78 96
Seattle Creek 11.13 2.4 1.8 1.5 74 147 205 248
Seattle Creek
Tributary 1.49 0.3 0.2 0.2 10 24 35 44
Seattle Creek
Tributary 2.70 0.8 0.5 0.4 13 29 42 51
Brushkana Creek 22.00 5.5 3.8 3.4 115 217 299 354
Brushkana Creek
Site 21.01 4.9 3.5 3.1 121 228 315 374
Upper Deadman
Creek 12.08 3.0 2.1 1.9 64 127 177 211
Deadman Creek -----. --Tributary 21.28 4.6 3.3 2.9 138 263 363 432
Deadman Creek
Tributary 14.71 3.2 2.3 2.0 97 189 262 315
Watana to Devil
Can~on
Tsusena Creek 126.61 26 19 17 780 1309 1744 2000
Devil Creek 31.0 6.7 4.8 4.2 199 369 506 597
Dev il Canyon to
Gold Creek
Gold Creek 25.00 5.4 3.9 3.4 162 304 418 497
1MinimUm flows estimated from the following equation (Freethey and Scully, 1980,
Water Resources of the Cook Inlet BaSin, U. S. Geological Survey, Atlas HA-620)
bed
Md,rt= aA (LP + 1) (J + 10)
where: M = mlnimum flow (cfs)
d = number of days
rt = recurrence interval (yrs)
A = drainage area (mil)
LP = area of lakes and ponds (percent)
J = mean minimum January air temperature (OF)
--1
]
. )
J
"~Tl j
J
J
___ El ___ --~_I_---___ -. ___ ~ ------' __ ...J_" -.J
TABLE E2.16: AVAILABLE SfREAMfLOW RECORDS fOR MAJOR Sf REAMS
CROSSED BY fRANSMISSION CORRIDOR
. , --' ..J
riansliiissTonTIne
...J ...J.
Per iod of Crossing from Mean Annua\
USGS Gage Continuous Drainagi Area 1 Gage Streamflow
Stream Name Description USGS Number Record (mi ) (approx.) (cfs)
Anchorage-Willow Segment
Little Susitna
River
Willow Creek
Near Palmer
Near Willow
fairbanks-Healy Segment.
Nenana River #1
Nenana River 112
Tanana River
Near Healy
Near Healy
At Nenana
Willow-Healy Inter tie
Talkeetna River
Susitna River
Indian River
Lf. Chulitna
River
M.f. Chulitna
River
Nenana River
Yanent fork
Healy Creek
Near Talkeetna
At Gold Creek
Chulitna River
near Talkeetna
Chulitna River
near Talkeetna
Near Windy
Watana-Gold Creek Segment
Tsusena Creek
Devil Creek
Susitna River At Gold Creek
15290000
15294005
15518000
15518000
15515500
15292700
15292000
15292400
15292400
15516000
15292000
1940-
1978-
1950-1979
1950-1979
1962-
1964-
1949-
1958-72,1980-
1958-72,1980-'
1950-56,1958-73
1949-
61.9
166
1,910
1,910
15,600
2,006
6,160
82
2,570
. 2,570
710
N/A
N/A
149
N/A
6,160
1Areas for'ungaged streams are at the mouth.
;d/s = downstream, u/s = upstream. Distances for ungaged stream are from the mouth.
Averages determined through the 1980 water year at gage sites.
35 mi. dis
7 mi. dis
2 mi. dis
20 mi. dis
5 mi. u/"
5 mi. dis
5 mi. u/s
15 mi. u/s
40 mi. u/s
50 mi. u/s
5 mi. u/s
1 mi. u/s
1 mi. u/s
3 mi. u/s
3 mi. u/s
15 mi. u/s
206
472
3,506
3,506
23,460
4,050
9,647
8,748
8,748
9,647
tOi.:..I .-l. ... __ ...J_" ..J
TABLE E2.16: AVAILABLE STREAMfLOW RECORDS fOR MAJOR STREAMS
CROSSED BY TRANSMISSION CORRIDOR
Stream Name
USGS Gage
Description
Anchorage-Willow Segment
Little Susitna
River
Willow Creek
Near Palmer
Near Willow
fairbanks-Healy Segment.
Nenana River #1
Nenana River 112
Tanana River
Near Healy
Near Healy
At Nenana
Willow-Healy Inter tie
Talkeetna River
Susitna River
Indian River
Lf. Chulitna
River
M.f. Chulitna
River
Nenana River
Yanent fork
Healy Creek
Near Talkeetna
At Gold Creek
Chulitna River
near Talkeetna
Chulitna River
near Talkeetna
Near Windy
Watana-Gold Creek Segment
Tsusena Creek
Devil Creek
Susitna River At Gold Creek
USGS Number
15290000
15294005
15518000
15518000
15515500
15292700
15292000
15292400
15292400
15516000
15292000
Per iod of
Continuous
Record
1940-
1978-
1950-1979
1950-1979
1962-
1964-
1949-
1958-72,1980-
1958-72,1980-'
1950-56,1958-73
1949-
Drainagi Area 1
(mi )
61.9
166
1,910
1,910
15,600
2,006
6,160
82
2,570
2,570
710
N/A
N/A
149
N/A
6,160
1Areas for·ungaged streams are at the mouth.
2d/s = downstream, u/s = upstream. Distances for ungaged stream are from the mouth.
'Averages determined through the 1980 water year at gage sites.
Jransmission Line
Crossing from
Gage
(approx.)
35 mi. dis
7 mi. dis
2 mi. dis
20 mi. dis
5 mi. u/"
5 mi. dis
5 mi. u/s
15 mi. u/s
40 mi. u/s
50 mi. u/s
5 mi. u/s
1 mi. u/s
1 mi. u/s
3 mi. u/s
, mi. u/s
15 mi. u/s
...J
Mean Annua\
Streamflow
(cfs)
206
472
3,506
3,506
23,460
4,050
9,647
8,748
8,748
9,647
-1 J
~ ::i'.
TABLE E2.17: DOWNSTREAM FLOW REQUIREMENTS AT GOLD CREEK ·-1
Flow (efs) -1 Month Dunng F 1111ng Operabon
Jan 1,000 5,000 --j
Feb 1,000 5,000
Mar 1,000 5,000
Apr 1,000 5,000 OJ
May 6,000 6,000
Jun 6,000 6,000 J
Jul 6,480(1) 6,480
12,000 12,000 ~J Aug ;;-:,
Sep 9,300(2) 9,300
Oct 2,000 5,000 '1 Nov 1,000, 5,000
Dee 1,000 -5",00(f""'"
(1) July 1-26 6,000
27 6,000
28 7,500
29 9,000
30 10,500
31 12,000
i
(2) September 1-14 12,000
15 12,000 J 16 10,500
17 9,000
18 7,500 J 19 6,000
20 6,000
J
==1
J
\ _1
1t'1 ~
-1 J
~ ::i'.
TABLE E2.17: DOWNSTREAM FLOW REQUIREMENTS AT GOLD CREEK ·-1
Flow (efs) -1 Month Dunng F 1111ng Operabon
Jan 1,000 5,000 --j
Feb 1,000 5,000
Mar 1,000 5,000
Apr 1,000 5,000 OJ
May 6,000 6,000
Jun 6,000 6,000 J
Jul 6,480(1) 6,480
12,000 12,000 ~J Aug ;;-:,
Sep 9,300(2) 9,300
Oct 2,000 5,000 '1 Nov 1,000, 5,000
Dee 1,000 -5",00(f""'"
(1) July 1-26 6,000
27 6,000
28 7,500
29 9,000
30 10,500
31 12,000
i
(2) September 1-14 12,000
15 12,000 J 16 10,500
17 9,000
18 7,500 J 19 6,000
20 6,000
J
==1
J
\ _1
1t'1 ~
........... , ~! • ..: J~ __ _ -------.J _ ~ _____ --__ ~ __ --___ ~ __ ..JJ __ Jill __ .Y __ .....J __ .-I __ .....I __ ..:.:..,t __ -J
TABLE E2.18: WATANA INFLOW AND OUTFLOW FOR FILLING CASES
-IU:;' )u:a 9m~
-UutFlow (efe) Uutflow (efe) Uutflow <efs}
Inflow Inflow Inflow
(ere) 1991 19.2.~ _____ lJ~3 ___ _ <!:[~L_ '--_199~ _'-_1J~ ___ .1993 __ _(ere) _ '----_1991 ~__ 1992 1993
Jan 1,340 1,340 1,340 1,340 1,190 1,198 1,198 1,000 1,071 1,071 1,071 1,000
Feb 1,138 . 1,138 1,138 1,138 1,018 1,018 1,018 1,000 910 910 910 910
Har 1,028 1,028 1,028 1,028 919 919 919 919 822 822 822 822
Apr 1,261 1,261 1,000 1,000 1,127 1,127 1,000 1,000 1,008 1,008 1,000 1,000
Hay 12,158 8,690 3,276 3,276 10,870 7,402 3,649 3,649 9,715 6,247 4,016 4,016
Jun 25,326 20,005 1,000 10,527 22,644 17,323 1,103 1,939 20,238 14,917 1,867 1,867
Jul 22,327 5,309 9,031 1,000 19,963 2,945 2,181 2,163 17,842 2,836 2,836 2,836
Aug 20,142 14,993 8,649 15,859 18,008 12,859 8,105 10,198 16,095 8,934 8,713 8,713
Sep 12,064 6,743 6,597 12,064 10,787 6,967 6,967 10,787 9,641 7,331 7,331 7,331
Oct 5,272 5,272 1,000 5,272 4,713 3,261 1,000 4,713 4,213 1,230 1,000 1,000
Nov 2,352 2,352 1,000 2,352 2,102 2,102 1,000 2,102 1,879 1,879 1,000 1,000
Dec 1,642 1,642 1,020 1,642 1,468 1,468 1,000 1,468 1,312 1,312 1,000 1,000
Note: 1 Prior to 1991,· no water is stored in Watana reservoir.
i
-J __ ..... ~_ .. _-__ -__ --__ ~ __ --__ ~ __ ..JJ __ Jill __ .Y __ .....J __ .-I __ .....I __ ..:.:..,t __ -J
TABLE E2.18: WATANA INFLOW AND OUTFLOW FOR FILLING CASES
lU:;' ~u:a :fm~
uutflow (efa) Outflow (efa) Uutflow <efs}
Inflow Inflow Inflow
-I 1
(ers) 1991 1992 1993 (efs) 1991 1992 1993 (efa) 1991 1992 1993
Jan 1,340 1,340 1,340 1,340 1,190 1,19B 1,198 1,000 1,071 1,071 1,071 1,000
Feb 1,13B . 1,13B 1,13B 1,138 1,018 1,018 1,01B 1,000 910 910 910 910
Har 1,02B 1,02B l,02B 1,02B 919 919 919 919 B22 B22 B22 B22
Apr 1,261 1,261 1,000 1,000 1,127 1,127 1,000 1,000 l,OOB 1,00B 1,000 1,000
Hay 12,15B B,690 3,276 3,276 10,B70 7,402 3,649 3,649 9,715 6,247 4,016 4,016
Jun 25,326 20,005 1,000 10,527 22,644 17,323 1,103 1,939 20,238 14,917 1,B67 1,B67
Jul 22,327 5,309 9,031 1,000 19,963 2,945 2,181 2,163 17,B42 2,B36 2,B36 2,836
Aug 20,142 14,993 B,649 15,B59 lB,OOB 12,B59 B,105 10,19B 16,095 B,934 B,713 B,713
Sep 12,064 6,743 6,597 12,064 10,7B7 6,967 6,967 10,7B7 9,641 7,331 7,331 7,331
Oct 5,272 5,272 1,000 5,272 4,713 3,261 1,000 4,713 4,213 1,230 1,000 1,000
Nov 2,352 2,352 1,000 2,352 2,102 2,102 1,000 2,102 1,B79 l,B79 1,000 1,000
Dee 1,642 1,642 1,020 1,642 1,46B 1,46B 1,000 l,46B 1,312 1,312 1,000 1,000
Note: 1 Prior to 1991,· no water is stored in Watana reservoir.
__ ~1:J ------------------------------' ,jiiJ .III _..ii:od .. II ~I. _1111 .. 1_
TABLE E2.19: FLOWS AT GOLD CREEK DURING WATANA FILLING
'" AI. ,.
109 109
Pre-
___ Pl'~~ ~92.L ______ l~92 ______ 1993 1993 1993
Jan 1,640 1,640 1,640 1,640 1,457 1,457 1,457 1,259 1,290 1,290 1,290 1,219
Feb 1,393 1,393 1,393 1,393 1,238 1,238 1,238 1,220 1,096 1,096 1,096 1,096
Mar 1,258 1,258 1,258 1,258 1,118 1,118 1,118 1,118 990 990 990 990
Apr 1,544 1,544 1,283 1,2B3 1,371 1,371 1,244 1,244 1,214 1,214 1,206 1,206
May 14,882 11,414. 6,000 6,000 13,221 9,753 6,000 6,000 11,699 8,231 6,000 6,000
Jun 31,002 25,680 6,675 16,202 27,541 22,220 6,000 6,836 24,371 19,050 6,000 6,000
Jul 27,331 10,312 4,034 6,003 24,280 7,262 6,498 .6,480 21,486 6,480 6,480 6,480
Aug 24,655 19,506 3,162 20,371 21,903 16,754 2,000 14,093 19,382 12,221 12,000 12,000
Sep 14,767 9,446 9,300 14,767 13,119 9,300 9,300 3,120 11,609 9,300 9,300 9,300
Oct 6,453 6,453 2,181 6,453 5,732 4,280 2,019 5,732 5,073 2,159 1,860 1,860
Nov 2,879 2,879 1,527 2,879 2,557 2,557 1,455 2,557 2,263 2,263 1,384 1,384
Dec 2,010 2,010 1,388 2,010 1,785 1,7B5 , 1,317 1,785 1,580 1,580 1,268 1,268
f
I
--~ ----" ---
TABLE E2.19: FLOWS AT GOLD CREEK DURING WATANA FILLING
'IU:" )U~ ~u:..
WrIng tllUng Wnng t llllng Wrlng t lHing
Pre-Pre-Pre-
Project 1991 1992 1993 Project 1991 1992 1993 Project 1991 1992 1993
Jan 1,640 1,640 1,640 1,640 1,457 1,457 1,457 1,259 1,290 1,290 1,290 1,219
Feb 1,393 1,393 1,393 1,393 1,238 1,238 1,238 1,220 1,096 1,096 1,096 1,096
Mar 1,258 1,258 1,258 1,258 1,118 1,118 1,118 1,118 990 990 990 990
Apr 1,544 1,544 1,283 1,2B3 1,371 1,371 1,244 1,244 1,214 1,214 1,206 1,206
May 14,882 11,414. 6,000 6,000 13,221 9,753 6,000 6,000 11,699 8,231 6,000 6,000
Jun 31,002 25,680 6,675 16,202 27,541 22,220 6,000 6,836 24,371 19,050 6,000 6,000
Jul 27,331 10,312 4,034 6,003 24,280 7,262 6,498 .6,480 21,486 6,480 6,480 6,480
Aug 24,655 19,506 3,162 20,371 21,903 16,754 2,000 14,093 19,382 12,221 12,000 12,000
Sep 14,767 9,446 9,300 14,767 13,119 9,300 9,300 3,120 11,609 9,300 9,300 9,300
Oct 6,453 6,453 2,181 6,453 5,732 4,280 2,019 5,732 5,073 2,159 1,860 1,860
Nov 2,879 2,879 1,527 2,879 2,557 2,557 1,455 2,557 2,263 2,263 1,384 1,384
Dec 2,010 2,010 1,388 2,010 1,785 1,7B5 , 1,317 1,785 1,580 1,580 1,268 1,268
_I
TABLE 2.21 f'OST-f'RO.lfCT FlOb) AT Wf,H,IH: (d'~.)
WATA~A AlOHE : CASE C
YEMi
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
i8
19
20
21
22
23
24
25
26
27
'28
29
30
31
32
MAX
~IIN
MEAN
c·~~ i ~ '"'---
OCT twv 1JF.r. J(:N
5664.6 9716.3 11285.3 9705.6
5840.9 6640.7 7716.0 71~9.9
7032.9 10164.1 11617.4 10165.0
8269.3 10750,7 11397.~ 9709.4
~691.2 6591.6 I1JOO.2 9978.3
5684.0 7246.1 11665.9 10778.B
7620.0 9502.1 11155.0 9707.4
7778.5 10270.5 1182J.4 1026~.5
9605.4 10921.9 12374.9 10371.1
5731.9 651?7 7772.5 9971.5
9736.0 10207.4 117~8.7· 10290.9
6482.710371.7 12089.6 10670.4
60~'jO .,1 10~!:'i7.;i 11 97,S. a 104.'19.1\
9130.6 1050~.9 11H2~.3 10199.4
6516.0 9793.1 11311.1 9742.5
5759.3 65J~.B 7538.2 9560.5
9791.7 9559.3 11320.0 9950.9
5722.3 6504.8 7606.3 9992.7
7589.5 9920.2 11320.6 10508.1
5756.8 ~543.1 7573.0 7636.5
5907.9 6309.4 7956.2 7330.4
5971.4 6790.2 7B79.0 7336.3
7860.2 10590.1 1207J.8 105~1.~
5697.0 65B9.5 11362.9 ~92~.0
5730.5 657J.2 7622.2 7091.7-
5901.1 67B2.7 7Bl1.4 727~.2
7756.1 9595.1 10792.6 7648.3
5827.7 662?.j 7(;77 I 0 71~:'.9
5692.1 9108.0 12096.1 10~6H.~
5881.8 66B3.9 7750.7 7?15.6
56l11.2 11305.1 12148.4 10360.5
9053.3 11290 ,9 11501.4 10037.5
FF.R
W)!'j{L ~!
62C,·(). (I
91~P. !"j
H'n~.2
<J UI) ,,)
9U,I'. (I
9071. ~i
9~';O~i i ~)
n~ja. ~!
S'2\~:~j , ::;
9455.4
9621.3
9573.9
9501.2
90Ya.1
90B9.2
9301.2
9347,8
987h.9
906~.3
6420.2
~419.1
9007.9
9316,J
6638.2
6358.6
9059.7
6231.~
'l~ja-i , :.!
6~~06. H
'i~i '\ '} • :':i
9:?8"7. ::,
Hi-:F:
!l1)/'II) • (-I
f,4M~. 3
B~!4t" ;,
Wi. t:? 4
BIW.'i
IB'Il,B
1I~!l)li • 1
8..,46.7
a ,i II ~j • ~!
Fl20:).7
H~n.a
BH'l2.7
a6(~:·I. ~'j
Po ~~ 9!) • ;~
Boa,) , 'J
B319. (,
H~IS)b > .'\
8'101. 2
9()n.l
H19}.7
MIl!}.I)
6614.8
*.lfl71.7
838:';. t.
IIn'i.1)
.1,~):~ 7.0
W,!l)~!. 4
7!in.l
B?,)a> :)
64}7,9
8MiO.7
SJ\()O,7
M'R /'i(,)' .WN
73a3.7 56J2.5 41153.9
5674,3 7874,1 4BJ5.5
7507.5 5J26.1l 501)2.3
H()8!j,t. 113ni,6' 4~)!)9"l,
7646.2 BJ6Y.J 4Y~2.2
7644.4 5258.9 5174,6
7421.9 9500.1 91)90.6
7t,4S.7 7(J(I(I.·1 71n:"
;'S',)9 .0 bUO '\ .2
7~,fl9. 3 . 6 'N,n. 7
77 n . ~i <J~W 1 • 'i
BMH.6 i,(l1:i! .. ;\
ill ,H • i) I) (H~! • ;i
7l;1·l(J,~? 11611,4
n 12 • a ,~j ;\ :~:I • 1
79M) I (I nU,6
i10·'2 • () ,~j~!:'ia • 'J
7~'j!i~, 3 '914;! 11
H~)('ll) .:~ nUb .~!
7:·j~j~. c. ,!'i:~:W. 9
~iH"U) • :-! .~) <l:W • I.
~~)n .1 ,~)~-j(l 1, H
HOO',!. i) Jhu H. t)
]t . .\7 I 7 ~-j:!:H) 19
4IJ,).~. "
4D:{B I ~I
4:l7l).4
~·j~?O:\. :~
1 Ml'Ja • 9
49~)'7,4
Ul;i!).~. ~'j
.,%~! I B
647,S.3
61-137,7
77~'j~j .:-l
41l!):i. 17
c\'i(12.6
~'j:lM,8
~'b(H .t)
49n,,~,
7 '---1." r' ,'I " .. ,)
5739.0
JJ63,4
79(17.0
3112.0
~679.0
810/.6
7806.6
9442.3 ~859.5
53~6,J 7B69./
5897.1 49A4.J
5554,6 12444.1
7950.5 4H44.1
8309.9 51~2,8
6960.2 5~J2.6
7207.6 4874.0
.IUL AliI) SfF'
461.7i4 1033.6 8J01.l)
477tl.1 811(18.0 52b~ •• 5
4797.2 8436.3 63?1,O
4~6(J,9 8(171.6 554~,5
4590.a 6320.6 5545.~
6849,6 14(163.1 84~7.B
a8 lB. 7 11)()~j:L -1 . B:!/!'j,l)
4748.4 A777.7 725~.1
4755.7 8303.4 7550.0
4780.9 8969.2 7390.3
181.2.9 7733.1 4875.6
·47~7.4 9380,2 6(176,2
7579.4 1101)4.0 J296.n
951~.9 124GH.O 7780,(1
S02l).1 9~l)8.2 7253.2
5167.4 8274.1 10381.7
455~.1 7561).9 6764.1
5!)!'0.2 161BII. s· B?~;~1. :'j
~705.5 0777.5 7647.6
462Y,} 9756.0 76J4.0
4747.2 82(-13.0 7403.1
4Y3~.7 8685.6 7048.9
4742.3 10219,~ 7H5~.7
4585.1 9726.7 SJ?~,7
~651.8 1J30J.7 b836.2
(-, 7 ~'l , 1 'J (i:~t.. f. 6(1(-.:). :.\
c) ~'j 87 • 9 ~. I) ~j 'i:~ • ~) Mllit. I)
47,~~i.4 '}\!)6?:~ 7~n::~.1
4603.~ 90~2.1 7H25.~
7742.0 B~10.J 7626.7
92Jl.7 91);'0.3 7020.0
5632.0 19391.(1 9~16.0
9605.4 l1J05.1 12374.9 10670., 9876.9 Y072.1 3668.6 12218.0 18353.5 9515.9 19391,0 10381.7
5664.6 6504.8 7538.7 7091,7 623'.4 6~AR,J 567~.3 525t~.9 4835,5 4~~5.1 6320.6 487~,6
6766.1 0667,7 10300.7 9319.2 Ilh95.J I)Q911.3 1~79.1 7519.6 6620.3 ~549.6 9779.0 7310.7
~ ~ L-J L-.: \ . '; 1 --' ~
tdH-!II?d.
77.',1.9
M~ilj'.O
7Bt9.7
8:~~~~;t3
n:i3.B
B:~·;\!~, ~"
9046.5
B381.0
84:i5.1
lJ~~.4
(]:~:.~\) ~ 4
B~~l9.if
9.I;~S·. 7
iJ1,1~.t
;:;'nl.5
7!:,S'~:! f"
7~\9S·. ()
fi,Pl.0
811"/,.1;.0
l (, ;!!l , 9
,1-'1/0.0
6 ::~ :i. f~ , H
'nt,'i .t·
7l.4:1 ,~~
'lO~;2 , 0
~79B.3
7993.1
}37B.~
H~./6tO
lY~9.3
R6l0.1
949J,5
9h~9.7
645~,0
H013.1
~Y"-'
_I
TABLE 2.21 f'OST-f'RO.lfCT FlOb) AT WfIH,IH: (d'~o)
WATA~A AlOHE : CASE C
YEMi
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
i8
19
20
21
22
23
24
25
26
27
028
29
30
31
32
MAX
~IIN
MEAN
OCT twv 1JF.r. J(:N
5664.6 9716.3 11285.3 9705.6
5840.9 6640.7 7716.0 71~9.9
7032.9 10164.1 11617.4 10165.0
8269.3 10750,7 11397.~ 9709.4
~691.2 6591.6 I1JOO.2 9978.3
5684.0 7246.1 11665.9 10778.B
7620.0 9502.1 11155.0 9707.4
7778.5 10270.5 1182J.4 1026~.5
9605.4 10921.9 12374.9 10371.1
5731.9 651?7 7772.5 9971.5
9736.0 10207.4 117~8.7° 10290.9
6482.710371.7 120B9.6 10670.4
6050.~ 10257.3 I1H76.a 10499 ••
9130.6 1050~.9 11H2~.3 10199.4
6516.0 9793.1 11311.1 9742.5
5759.3 65J~.B 7538.2 9560.5
9791.7 9559.3 11320.0 9950.9
5722.3 6504.8 7606.3 9992.7
7589.5 9920.2 11320.6 10508.1
5756.8 ~543.1 7573.0 7636,5
5907.9 6309.4 7956.2 7330.4
5971.4 6790.2 7879.0 7336,3
7860.2 10590.1 1207J.8 105~1.~
5697.0 65B9.5 11362.9 ~Y2~.O
5730.5 657J.2 7622.2 7091.7"
5901.1 67B2.7 7Bl1.4 727~.2
7756.1 9595.1 10792.6 7648.3
5827.7 662?.j 7{;77.0 713:'.9
5692.1 9108.0 12096.1 10~6H.~
5881.8 66B3.9 7750.7 7?15.6
:),~B 1. 2 1 n()~j.l 1~! 1<18. -4 11)~fIQ.:l
9053.3 11290.9 11501.4 10037.5
FF.R
W)!Oj:L ~!
62C,·(). (I
91~P. !Ooj
H'n~,2
<J UI) ,,)
9U,I'. (I
<]071 • ~i
9~';O~i i ~)
n~ia. ~!
<] -'I ~i:Oj > 1\
9621. ;:-
<]~j~/~~ .9
9501. ?
'JOWl, 1
9(1B9.2
nOl, :!
n47.fi
<In?.\. 'J
'10M, :)
() 'L~!) • ~!
.VU9,1
9Bl) 7 • ~I
S':~~6,/
,)6JH > ~!
63::;(\.6
<]O:'j'},!
62:~ 1 • -1
6~~06. H
'i~i '\ '} , :o:i
9:?8"7, !:,
BI)IOll) , (-I
f,4,L,!~ • 3
B~!4t" ;,
Wi. t:? 4
BIW.'i
IB'Il,B
1I~!l)li • 1
8..,46.7
a ,i a~j ,~!
Fl20:).7
H~n.a
8H'l2,7
a6(~:01. ~oj
Po ~~ 9!) • :~
Boa,) , 'J
B319. (,
H~IS)b > "\
8'101. 2
<]()n .1
P,19J.7
bM <} > l)
6614.8
*.lfl71,7
838!';. t.
IIn'i.o
,1,~):~ 7.0
W,!l)~!, ~
7!in.l
B?,){L :)
64}7,9
8MiO,7
SJ\()O.7
.WN
7333.7 56J2.5 41153.9
5674.3 7874.1 4BJ5.5
7507.5 5J26.B 51)02.3
H()8!i.t. 113ni.6' 4~)!)9"l,
7646,2 BJ6Y,J 4Y~2.2
7644.4 5258.9 5174.6
7421.9 9500.1 91)90.6
7t,4S.7 7(J(,(1.01 71n,-"
?S',)9 .0 bUO '\.2
7~IB9. 3 0 6'N, I-; .7
77 n . ~i <J~W 1 , 'i
866H.6 1P116.3 520~.3
Hl,H • i) .U()<\~!.:~ 1 MI'JIL 9
7480.2 11611.4 49~9.4
7312.3 ~JJJ.l 19353.5
7936.0 7711.6 4962,8
9042.0 S25U.1 6476.3
755~.3 ~14~.1 6837,7
H~)(oll) .:~ nUb .~!
7:oj~j~. c. ,:'i:~!W. 9
77~oj~j ,:-l
4n:):io .7
<\'i(12.6
~oj:lM.B
~'b(H .0
49n.,~.
!jW:!.') , :"! .~) <l:W • J.
~~)n .1 ,~)~"i(l 1. H
HOO','. i) l~!U H. 0
]t . .\7 • 7 ~"j:!:H). 9
:,n'l.(l
J/6:~ • ~
7S·07.0
fll1~!. ()
~d,7~'.0
H:t.Ol "I.,
7806.6
<J <\<12.:~ ~B~oj9. ~oj
!)3-\[ .. 1 7Bf>9./
~WH7 • 1 '\'),!;4 • :"i
5:i~A" 6 1 ~~-14'L 1
7 <J!Ojl), ~j :1:-14-1. 1
t-no'i. 9 ~j:t.?:~ .• B
/) 9t>U .~! ~j-i:S~!. 6
n07.6 4874.(1
.IUL AliI) SfF'
46J.7i4 1033.6 8J01.0
477tl.1 BB(lR.O 52b~ •• 5
1797.2 8436.3 6391.0
4~6(J.~ 8071.6 55-1~,5
4590.fl 6320.6 5545,5
6849.6 14(163.1 84~7,B
a8 J.!l • 7 1 ()l)~j:'j, -1 . B:!/:'j,I)
4748.4 A777.7 725~.1
4755.7 830304 7550,0
4780.9 8969.2 7390.3
18J.2.9 7733.1 4875,6
·47~7.4 9380.2 6076,2
7579.4 11(1)4.0 J296,n
951~.9 124GH.O 7780,(1
S020.1 9~1)8.2 7253>2
5167.4 8274.1 10381.7
455~.1 7561),9 6764.1
5:)!'0.2 161BII. s· B?~;~1. :oi
~705,5 0777,5 7647.6
462<),} 9756.0 76J4.0
4747.2 82(-13.0 7403,1
4YJ~.7 8685.6 7048.9
4742.3 11)219,~ 7H5~,7
4585.1 9726.7 SJ?~,7
t651.8 <]30J.7 b836,2
(-, 7 ~'l, 1 'J (i:~t.. f. 6(1(-.:), :0\
<) ~oj 87 • 9 ~o l) ~j 't:~ • ~i Mill 1 , I)
47,~~i.4 '}\:)6?:~ 7Tl::~.1
4603.~ 90~2.1 ?H25.~
7742.(1 8210.} 7626.7
92Jl.7 91)70.3 7020.0
5632.0 19391,(1 9~16.0
9605.4 l1J05.1 12374.9 10670.4 9876,9 9072,1 3668.6 12218.0 18353.5 951~.9 19391,0 10381>7
5664.6 6504.8 7538.7 7091.7 623'.4 6~AR,J 567~.3 525t~,9 4835.5 4~~~.1 6320.6 487~,6
67M>,l IIM)7.! 10;~I)I).'J n'l'J.:! IIMI:'),] HI)',IIL~~ 1479.1 nil'},,) Mi2B.:~ !j~oi-1<J.6 !J7'l3.n 'nolO.7
0_0 _; L....1J o.
tdH-!II ?d0
M~ilj'.O
7Bt9.7
Y()46 .5
H:H:l.(l
B4:)5.1
n?!:i.t\
B~~l9.if
9,I;~S'. 7
iJ1,1~.1
;:;'nl.5
7~\9S·. ()
fi,Pl.O
l (, ;!!l, 9
,'.-"./0.0
'nt,Oi .to
7l.4:1 • ~~
{. 71]0 8. "3
?,~,}3, 1
'/:1,?fi If.
H~./6tO
l.'ns". :~
B6.10.1
'] .... :'7'/. ~)
9,l,·1·j. ?
{,;\:W I ("I
B'o) J.:;.1
~ ,,',-'I' , '" . .' '. , • II ---~------_____L----' ___ ---___ --, --_~ ....--:... ---... __ __ ....J ~ ---J ---.J ......... . ---------------------'------Jill ....-II ...l:i.l __
------.i
TABLE 2.22 1'1£1 NTH L Y Ii fi X I MUM , ~1I NIH UN, MW liEAI~ Flo mls. AT I.) f.:T f.lHf;
MONTH POB !"--P:·W.JECT
, PRE--f'ROJECT MAT ANA AIONF WATANfi/DFVIL CfiNYON
11AX 11IN' NEAN I'1AX MIN m·:f.lN MAX MIN NEAN
OCT 6458.0 ' 2-'103.:1 .~ 4 ~j~!~~. B 7' 6 O:'j • 4 ::;664.6 6761 .. 1 :t i 7' (I (I. 7 ri::;"-4.1 7'764.4
NOV :~ ~i~!:'i • () . 1 t)~!t). 9, ,:.~():)9 • l :I. .1. J()~j • l briO 4 • H B,~b7.7 Ll.04A.4 bbA:~ • ::s YU.~.6
DEC ~!258. 5 709.3 :l.41-'1.1i 1:,~:~74.9 nj38.2 1(1:~()(1 • 9 1 :?:'H)(" :~ ·17n).9 10BR1.2
JAN 1779.11 ~~:~,~ • ~! :1.165. ~j 10670.4 7t)'11.7 Y:i99. ~! Ll.497.6 7227. ~s :t. t)~!B7 • ~i
FEB :t. ~,i60. 4 60? • 1 983.3 1J1i76.9 6:~31. 4 861i:~. :~ 1 UI:,):(. 6 1)~~72. (I ~~9;:!<1 .6
MAR 1 :-jf,O • <) 569.1 HY8 • :i YO}2.:!. 6468. :i BI)YB. :i :I. O:H ri • b 64 ~j9 • fI 9()~:;9. 2
APR 1965.0 609.2 1099.7 1·~66H. "-~j • .L,74.3 7-17B.1 9j91).9 :)1 (I(l .... 7793.9
MAY 1~:; 97:~ • J. ~!U~)1.2 10.1::;4.7 1~!~! 1 8 • l) 5~!!Hl • <) nH '},,~ 7::;():I..6 4072.9 ~HJ26 .l)
JUN ·'~~841 .9 :( :~~~:{3 • .1) ~':~023. 7 1 H:~ :'j:~ , ~j 4B:~~j.5 (-'6?8. :~ ,",l,~?l •• '" :U 91i. 6 51?3.6
JUL '')87fJi ) .:. \ \ ,. l 1:W71,.O :.~()H:l.t).l nLt ~j.'} 4 ~j rj ~j • 1 ~j ~j·'l'J • 6, 66~!5. 6 :44ll~!. ~j 47:~6. 1
AUG ~HJn5. 0 :1.3-'112.1,.' :lBb2B.5 :I. 9:191.0 b:~20. 6 9i'7B.B 1·i(1-1::S. ~? ::S~~6::S • -1 5947.5
SEf' ~,7:~():). !'j !') 7 Ll • ~j: 1 0 7 9 ~~ • 0 10~Wl .7 4H7:'j > 6 7:Ht>.7 1=~67~~.Y 4(1)9. ~! 7S:~8. 4
ANNUAL 9f;32.9 6100.4 Ii023.0 '1649.7 64~jS·. 0 80 1 ~j • 1 I)B::S~? c ~' 634:4. Ii BO 1 ~,i. 1
<$
•
-~/;~:----~~ __ --___ ._.~ ....J ----. ~ -.:i .'~ I t i . ----~-------~ ~ --. ----------._----'--
TABLE I") "") '1 ..:.. . "' .... ~: .. rHlNTHL Y lifiX I MUM, ~lINI HUN, MW liEAI~ Fl.mlS. AT I.) f.;T f.lHf;
MONTH POB r,-p:,W.JECT
. PRE--F-ROJECT MAT ANA AIONF WATANfi/[IFVIL CfiNYON
11AX 11IN· NEAN I'1AX MIN m·:f.lN MAX MIN NEAN
OCT 6458.0 2-'103.:1 .~ 4 ~j~!~~. B 7' 6 O:'j • 4 ::;664.6 6761 .. 1 :t i 7' (I (I. 7 ri::;"-4.1 7'764.4
NOV :~ ~j~!:'i • () . 1 t)~!t). 9· . :.~():)9 • l :I. .1. Jt)~j • l briO 4 • H B,~b7.7 Ll.04A.4 bbA:~ • ::s 9U.~.6
[IEC ~!258. 5 709.3 :l.41-'1.1i 1:,~:~74.9 nj38.2 1(1:~()(1 • 9 1 :?:'H)(" ~~ ·17n).9 10BR1.2
JAN 1779.11 ~~:~,,> • ~! :1.165. ~j 10670.4 7t)'11.7 Y:i9Y. ~! Ll.497.6 7227. ~s :t. t)~!B7 • ~i
FEB :t. ~.i60. 4 60? • 1 983.3 1J1i76.9 6:?31.4 861i:~. :~ 1 UI:,):(. 6 1)~~72. (I ~~9;:!<1 .6
MAR 1 :'if,O • <) 569.1 H98 • :i Y072.:!. 6468. :i BI)YB. :i :I. O:H ri • b 64 ~j9 • fI 9()~:;9. 2
APR 1965.0 609.2 1099.7 IU)6H. "-~j • .L,74.3 7-17B.1 9j91).9 :)1 (I(l .... 7793.9
MAY 1~:; 97:~ • J. ~!U~)1.2 10.1::;4.7 1~!~! 1 8 • l) 5~!:Hl • <) nH,} .. ~ 7::;():I..6 4072.9 ~HJ26 .t)
JUN ·'~~841 .9 :( :~~~:{3 • ., ~':~023. 7 1 H:~ :'j:~ , ~j 4B:~~j.5 (o.6?8. :~ 61,~?1,. '" :U 91i. 6 51?3.6
JUL '")87fJi ) .:. \ \ ,. l 1:W71,.O :.~()H:l.t).l nLt ~j >'} 'I~jrj~j .1 ~j ~j·'l'} • 6, 66~!5. 6 :44ll~! > ~j 47:~6. 1
AUG ~HJn5. 0 :1.3-'112.1, " :lBb2B.5 :I. Y::S 91.0 b:~20. 6 9i'7B.B 1·i(1-1::S. ~? :~~~6::S • -1 5947.5
SEf' ~. 7:~():). !'j :")7 Ll • ~j : lO79~~.O 10~Wl .7 4H7:'j > 6 7:Ht>.7 1=~67~~.9 4(1)9. ~! 7S:~8. 4
ANNUAL. 9f;32.9 6100.4 Ii023.0 '1649.7 64~jS'. 0 80 1 ~j • 1 'iB::S~? c ~' 634:4. Ii BO 1 ~.i. 1
<$
TABLE 2.23 f'RE-f'fWJECT FlOl~ Al fHlUI CRI:EK (d!.)
MODIfIED HYDROLOGY
YEAR
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
:50
OCT NOV J.I n; JAN
6335.0 259J.0 1437.0 1027.0
3848.0 1300.0 1100.0 960.0
5571.Q 2744.0 1900.0 1600.0
8202.0 3497.0 J700.0 1100.0
5604.0 2100.0 1500.0 1300.0
5370.0 2760.0 2045.0 '791.0
4951.0 1900.0 1300.0 9S0.0
5806.0 3050.0 2142.0 1700.0
9212.0 J954.0 3264.0 1965.0
4811.0 2150.0 1513.0 1448.0
6559.0 2850.0 2200.0
7794.0 ,3000.0 2694.(1
5916.0 271)0.0 2100.0
6723.02800.0 2000.0
644?d 2251).0. 1494.0
6291.0 2799.0 .1211.0
7205.0 2090.0 1631.0
4163.0 1600.0 1500.0
184:).0
:2·1 !12 I 0
19t)0.O
1600.0
104H,O
960.0
INO.O
1500.0
490t).I)
4272.0
~! :S :"j.~ • I)
19(16.(1
2055.0 19H1.0
1330.0 ·'(lB6.0
'S21.0
H1~~.(l
FEB
788.0
820.0
1000.0
820.0
1000.0
1400.0
970.0
1500.0
IJ01.0
1307.0
1452.0
1754.0
1500.0
1500.0
966.0
860.0
IJOO.O
1400.0
1900.0
92~.0
76H.0
1036.0
:U24. 0 121~j, I)
5288.03-107.0
~HI4] ,I) :S09:S • I)
a6,~ .1)
2290~0
2~HO .0
4826.0 2253.0 1465.0
3733.0 1523.0 1034.0
3739.0. 1700.0 '160:~.(l
77~19 .1)
3874.0
19n.0 "I(Wl.0
?6~,O I (I 240:~. (I
22J9.0 202H.0
1200.0 1200.0
874.0 777.0
1516.0 1471.0
974.0 950.0
1829.0 1618.0
7571.0 3525.0 2539.0 2029.0 11168.1)
4907.0 ·2535.0 1681.0 1397.0 1286.0
MAR
726.1)
710.0
SBO.I)
820.0
7BO.1)
1100.0
'/40.0
1200.(1
114(-1.0
980.0
1197.0
1810.0
11)1)1).1)
1 (100. ()
71~LI)
900. (I
1 ~11)() • I)
1/.(10.0
1'/00.1)
B:~3. (I
77\~ .0
9:)(1.0
la~!.L I)
1000.0
724.1)
l400.0
i}OO.O
l~JOO. 0
160~j • I)
1~!OO.(I
M'R l1{i \' JlIN .IIIL flUB ~;FF'
1170.0 11510.0 19600.0 2~600.0 19830.0 9301.0
1617.0 14090.0 ?0790.0 22570.0 19670.0 21'40.0
920~1) 5419.0 32370.1 26310.0 20920.0 14~80.0
1615.0 lY'70iO 27320.1 20200.0 20610.0 15270.0
1235.0 17200.0 25250.0 20360.0 26101).0 12920.0
1~?00. 0 931"9'() 2~'.lIo0.(1 ~!"i'~jMI. (I 2:'j7:HI.() 14290.0
950.0 17660.0 33340.0 Jl090.1 2453Q.0 18330.0
l?OO.O 13750.0 30160.0 23310.0 20540.0 19800.0
1533.0 12900.0 25700.0 22SHO.0 22540.0 7550.0
1250.0 15990.0 23320.0 25000.0 31180.0 '6920.0
1300.0 157110.0 15530.0 229(-10.0 2J590.0 20510.1)
2650.0 17360.0 29450.0 ?4570.0 22100.~ 13370.0
1700.0 i2590.0 43270,0 25850.0 23550.0 15890.0
1130.(1 19030.0 26(100.0 34400.0 ?3670.0 12320.0
745.0 4J07.0 50580.0 22950.0 16~40.0 9571.0
1360.0 i2990.0 25720.0 27840.0 21120.0 193~0.0
1775,0 ,9645.0 J2950.0 19860.0 21830.0 11750.0
1167.0 15480,0 29510.0 26BOO.0 32620.0 16870.0
1910.0 16100.0 31550.0 26~20.Q 1717Q.0 0816.0
1022.0 9852.0 20523.0 18093.0 16322.0 9776.0 \
1000.0 l1JOO.0 111630.0 22660.0 19980.0 1121.0
1082.0 3745.0 3293(1.0 23950.0 31910.0 14440.0
1710.0 ~1090.0 34430.1) 22770.0 19290.0 12400.0
1027.0 8235.0 271100.0 IB250.0 20?90.0 9074.0
992.0 16101).0 17870.0 1»800.0 16220.0 12250.0
1593.0 15350.0 32310.0 27720.0 18090.0 16310.0
un.!) 1~!I!~!!).() ~!43al).!) 10940.Q 19a!)!).!) 6aal.!)
1600.0 126110.0 37970.0 22870.0 19240.0 12640.0
1702.0 11950.0 19050.0 21020.0 16390.0 8607.0
1450.0 13B70.0 24690.0 2UB80.1 20460.0 10770.0
A1~NUAL
8032.1
9106.0
,/:,jn.1
10090 •• ,
9\~81.6
10?~6.4
11473.3
1 O:H:t\ • 1
'1476.4
10:)~)9.9
9712.3
10B09. :\
U~j1l3.2
1107:'.9
9199.6
101b8.B
94:U .8
11218.5
1810.6
1200.1
7591. 2
102:51.0
10811:5.5
BOB6. ~!
n.H.o
Ion:). 4
BU19.3
Hll 09.0
1119 .. 1.5
9489.3
MAX (-1212.0 3954,0 3264.Q 2452.0 202B.0 1900.0 2650.0 21090.0 50530.b J4~00.0 32~20.0 21240.0 11565.2
MI~ 3124.0 1215.0 866.0 824.0 768.0 7~3.0 745.0 J74~.O 15530.0 l8093.0 16220.0 bB81.0 7200.1
MEAN 5654.3 2476.3 1788.0 1465,7 1242.J 1114.B 1351.3 13276.7 20095.1 2J919.4 21726.7 13327.2 9670.1
$
: W:? L-~ ~ LoJ L-: ----, , L.....-. ,,;',1
---'
--.-!J
LJ
TABLE 2.23 f'RE-f'fWJECT FlOl~ Al fHlUI CRI:EK (d!.)
MODIfIED HYDROLOGY
YEAR
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
:50
OCT NOV JAN
6335.0 259J.0 1437.0 1027.0
3848.0 1300.0 1100.0 960.0
5571.Q 2744.0 1900.0 1600.0
8202.0 3497.0 J700.0 1100.0
5604.0 2100.0 1500.0 1300.0
5370.0 2760.0 2045.0 '791.0
4951.0 1900.0 1300.0 9S0.0
5806.0 3050.0 2142.0 1700.0
9212.0 J954.0 3264.0 1965.0
4811.0 2150.0 1513.0 1448.0
6559,0 2850.1) 2200.0
7794.0 .3000.0 2694.0
5916.0 2701).0 2101).0
6723.02800.0 2000.0
6441,0 2251),1) 1494.0
6291.0 2799.0 .1211.0
7205.0 2090,0 1631.0
4163.0 1600.0 1500.0
184:).0
19t)0.O
1600.0
104H,O
960.0
IN!).O
1500.0
4901),1)
4272.0 19(16,(1
~!0~l5.t) 19HLO
1330.0 ·'('JB6.0
'S21./)
H1~~.(l
FEB
7f1H.0
820.0
1000.0
820,0
1000,0
1400,0
970.0
1 :)(10.0
DO] .t)
1 ;~ 0"7, (i
1 <\~j~!. t)
, 7~i·1, (I
1 ~jOO • I)
1500.0
966. I)
860.0
nOI) .0
14()0.()
191)1).0
9?/,O
7b8.t)
10;~6. 0
:U24.0 121~j,0
5288.03-107.0
~HI4] ,I) :S09:S , l)
a6,~. I)
2290~0
2~HI) .1)
4826.0 2253.0 1465.0
3733.1) 1523.0 11)34.0
3739.0. 1700.0 '160:~.0
77~19 .1)
3874.0
19n,1) "lIWl.1)
?6~,O. (I 240:~. (I
n.w. 0 ~!t)~!a. 0
120(1.0 1200. (I
874.0 777.1)
1 !H 6 , (I 1-171 • 0
9}4.t) 9~jl),O
lB29.0 1618.0
7571,1) 3525,1) 2589,1) 2029,0 11163,O
4907.0 ·2535.0 1681.0 1397.0 '286.0
MAR
726.1)
710,0
SBO.I)
820,(1
7(10.0
1100,0
'/40, I)
1?00,(I
114(-1,1)
980.0
1197,0
1810.0
11)1)1),1)
1 (100. ()
71~LI)
900, (I
1 ~1l)1) , I)
1/.(10.0
1(/1)1) , I)
B;~3. (I
77\~, 0
9:)(1.0
la~!.L I)
1000.0
724,1)
l400.0
i} 1)1) , I)
l~JOO. 0
160~j • I)
1~!(iO.0
l1{i \' JlIN .IIIL flUB
071),0 11511).0 19601).0 2~601).O 19831).0 9301,1)
1617.0 14090.0 ?0790.0 21570.0 19670.0 21'40.0
921)~1) 5419,1) 32370.1 26311),0 21)921),0 14~30.0
1615.(1 lY'70iO 27320.1 20200.0 20610.0 15?"70.0
1235.0 17200.1) 25251).0 20361).0 26100.0 12921).1)
1~?00. 0 931'9 d) 2~'.lIo0.(1 ~!·i'~jMldl 2:)7:)(1.0 14290.0
951).0 17660.0 33340.1) Jl090.1 24530.0 18331),1)
l?OO.O 13750.0 30160.0 23310.0 20540.0 19800.0
1533.1) 12900.0 25701).0 22831).0 22541).1) 7551),0
1250.0 15990.0 23320.0 25000.0 31180.0 '6920.0
13(1).1) 15701).0 15531).1) 22981).0 2J591).0 20510,0
2650.0 17360.0 29450.0 ?4570.0 22100.~ 133"70.0
1701).1) i2590.0 43271).0 25851).0 23551).0 15890,1)
1130.(1 19030.0 26000.0 34400.0 ?36"70.0 123?0.0
745,1) 4J07,O 51)581).0 22950.0 16~40,1) 95"71,1)
1360.0 i2990.0 25720.0 27840.0 21120.(1 193~0.0
17}5.1) ,9645.0 J2951),0 19860.0 21930,0 11751),1)
UI,7.(1 1:>480.0 ;!9~jlO.(1 UIBO(I.O 326~!0.0 il,H"70.0
1911).1) 16100.1) 31551).0 26~20.Q 17170.1) 8816,1)
1022.0 ,9852.0 20~23.0 18093,0 16322.0 9776.0
10UO,1) l1JOO.1) 10630.0 22660.0 19981).1) 1121.0
1082.0 3745.0 3293(1.0 23950.0 31910.0 14440.0
1710.1) ~1091).1) 34<\31).1) 22]70.0 19290.0 12400.1)
1027.0 8235.0 271100.0 IB250.0 20?90.0 9074.0
992.1) 16100.0 17871).0 1»800.0 16220.0 12251).1)
1593.0 15350.0 32310.0 27720.0 18090.0 16310.0
un,!) 1~!1!~!0,() ~!43al).1) 10940.Q 19aO!).!) 6aal.1)
1600.0 126110.0 37970.0 22870.0 19240.0 12640,0
171)2,0 11950.1) 19050.0 21021).0 16391).0 8607,1)
1450.0 13B70.0 24690.0 211B80.1 20460.(1 10770.0
A1~NUAL
8032.1
9106.0
10090 •• ,
9\~81.6
10?~6.4
11473.3
1 O:H:t\ • 1
'1476.4
10:)~)9.9
9712.3
10B(l9. :\
U~j1l3.2
1107:'.9
9199.6
101b8.B
94:U .8
11218.5
1810.6
1200.1
7591. 2
1(12:51.0
1080:5.5
BOB6.~!
n.H.o
Ion:). .,
BU19.3
Hil 09.0
1119 .. 1.5
9489.3
MAX (-1212,0 3954,1) 3264.1) 2452.0 202B.0 1900.1) 2651),1) 21091).0 505HI).b J4~1)1),0 32~20.0 21241).0 11565.2
MI~ 3124.0 1215.0 866.0 824.0 768.0 7~3.0 745.0 J74~.O 15530.0 l8093.0 16220.0 bB81.0 7200.1
MEAN 5654,3 2476.3 1788.0 1465,7 1242.J 1114,B 1351.3 13276.7 281)95,1 2J919.4 21726.7 13327.2 9670.1
$
,,;',1 ----
;""':' L " ,,:;a, ','lI I I JI .'. J I --~ --------' ---~ -~ --------------' -.III ... ..i. --' ---J ... ... --J ~ .... . ------------.-------=---.----.-
TABLE 2.24 POST-PROJECT FLIIWR AT GOLD CREEK (~fs)
. WATANA : CASE C !
YEAR
1
2
3
4
5
6
7
a
9
10
11
12
13
14
15
16
17
18
19
~O
21
22
23
24
25
26 .,-,
~I
28
29
30
31
32
~
OCT NOV [IEC ~I(~N F E.B MAR ~Pf.: l'ifiY .IUI-! .Hll f1UG SE.P
7271.7 10215.7 11555.4 9117.5 91~4.5 8237.7 7573.6 8486.6·0021.8 0024.0 12000.0 9281.6
6389.8 6833.4 7909.B 7341.9 6437.0 6588.5 5989.1 10314.3 7107.6 7561.5 12000.0 9300.0
8061.0 10730.0 12016.4 10490.5 9316.5 0391.7 7623.6 6529.J 11599.0 9076.3 12000.0 9300.0
10185.6 11490.9 l1C16.4 9990.5 9136.5 83~1.7 BJIC.6 15600.4 10009.9 7405.6 12000.0 9300.0
7076.3 7092.0 11616.4 10190.5 .9J16.5 11291.7 7938.6 IJ952.5 10735.5 7967.2 12000.0 9300.0
7194;8 7955.0 12161.4 10684.5 9716.5 8611.7 71)03.6 7a~9.B 10153.2 l0621.7 16276.1 9300.0
8468.7 9094.0 11~16.4 9870.5 9206.5 0451.7 7653.6 14206.8 15256.8 14077.5 15432.0 13~10.6
9376.5 11044.0 12~~8.4 10590.5 9816.5 8711'.7 7~OJ.6 10574.5 12008.4 "109.5 12000.0 12213.0
11782.5 11940.0 IJ330.4 10855.5 9623.5 UA59.7 0236.6 9746.4 0565.8 7883.0 12000.0 9121.3
6874.9 6933.2 8170.4 1033R.5 9623.~ A491.7 7,53.6 12818.1 982B.6 9287.8 ,162011.B I1B43.4
10128.5 I0U43.9 12316.4 10735.5 9768.5 0708.7 HOOJ.6 12317.7 7167.0 8286.8 12000.0 9300.0
B227.4 10993.9 12810.4 11342.5 10010.5 9321.7 9353.6 13B30.4 11869.2 9477.6 12000.0 9300.0
732H.7 10694.0 12216.4 10790.5 91116.5 0111.7 0403.6 ,9298.8 24151.8 9935.7 14666.9 10429.8
10293.5 10794.0 12116.4 10490.5 9816.5 8511.7 7533.6 15342.2 10296.0 15140.5 15146.6 9300.0
7777.9 10244.0 1161Q.~ 7938.5 92112.5 0224.7 7448.6 :6061.J 26091.6 7037.3 12000.0' 9300.0
7290.9 6966.6 767H.9 ,9657.5 9176.5 8411.7 8063.6 9735.6 9469.8 9771.5 12000.0 13506.1
10775.5 100~2.0 11747.4 10290.5 9616.5 0311.7 0473.6 '7U09.3 13436.7 0261.6 12000.0 9300.0
6615.5 690~.6 79B4.7 10390.5 9716.5 8711.7 7870.6 12066.6 11635.8 10362.9 22704.4 119~0.6
9470.5 I0J46.7 12171.4 10871.5 10216.5 9~11.7 3613.6 127J9.5 13601.8 10042.6 12000.0 9300.0
6581.8 6BB2.1 7830.0 7B3~.5 9738.5 8344.7 7725.6 '716B.9 78'5.7 61151.7 12000.~ 9300.0
6628.B 7003.5 !1012.9 7518.2 6586.1 6770.1 5919.8 ·7~71.7 9213.6 0997.1 12000.0 9300.0
7491.4 7700,8 B4~1.6 7681.2 6677.7 6847.7 609l.4 .638Y.6 10484.0 7762.3 13149.0 9300.0
372B.l 11006.7 12626.4 11129.5 10J44.5 1334.7 9413.6 10134.1 16601.7 7672.0 12000.0 9300.0
6221.8 6B64.6 115B1.4 10090.5 9316.5 8511.7 7730.6 6206.9 B914.3 6484.0 12000.0 9300.0
6457.0 6741.5·7724.6 7179.3 6725.3 112J5.7 7695.6 127J3.3 7948.9 7482.9 12000.0' 9300.0
6551.3 7008.3 8137.7 7574.4 6719.3 6895.6 6120.8 9024.5 13490.5 11000.7 l2000.0 9300.0
9H16.0 7907.0 11197.4 9861.5 9266,5 0411.7 0076.6 9560.3 9350.3 6512.6 12000.0 8050.5
6778.2 7351.4 8~92.5 7616.2 6646.~ 7982.3 8383.6 9665.2 19061.3 790«.1 I?OOO.O 9~00.p
7469.2 10067.7 12705.4 10919.5 9904.5 9116.7 0405.6 8669.0 6616.9 7243.2 12000.0 9300.0
7014.9 7274.0 R119.1 7475.8 6537.4 6576.7 5811.1 9810.6 6YOH.0 11710.4 12000.0 9300.0
6842.2 11972,1 12532.4 10638.5 97112,5 11911.7 0373.6 8000.2 11112.6 16151.9 12030.3 9300.0
10320.3 11979.9 11889.5 l0344.1 9552.1 R626,O B071.1 10110.3 6000.0 9792.0 26494.0 10461.1
(':HHU({L
'JU5.8
711:H. ~
9595.1
10380.5
96:~5. 0
9882.5
lU68.8
10384.1
10162.0
9R74.3
9978.8
10726.l
11~~Hl.9
1126:L :~
104b8.3
I):~O~\. 7
100~j6. 4
10::;93.9
101>54.4
8l28.7
79~7.1
8181 ~ 2
11289.7
8f.1~j.7
f1~~70 .1
Bl.71.0
n-n.6
~\2:)::;. 0
n78.3
g23!'i.0
104b9.9
11172.4
MAX 11792.5 11979.9 13390.4 11342.5 10344.5 9411.7 935J.6 111134.9 26011.6 15151.9 26494.0 IJ506.1 11468.8
MIN 6221.8 6741.5 7678.9 7179.3 6437.0 657~.7 5811.1 6061.3 6000.0 64U4.0 12000.0 8050\5 78~1.3
MEAN HOI4.U 9105.7 106?J.3~707.H 0951.1 032J.7 7740.1 10404.9 11419.5 9181.6 IJ378.4 9839.6 9745.4 ,
~_2 ~--_ L-i __ .....; _~ ~ ___ ~-_ _ --i .-,; .. ~ ~-.J ~..-J .. ... .-..1 ~ ...
. ----------.-------~ ----. -.----. '----
TABLE 2.24 POST -F'RIl.JE[;r FI.I)~I!~ AT GOUI CREEI( (l':f~,)
. WATANA : CASE C !
YEAR
1
2
3
4
5
6
7
a
9
10
11
12
13
14
15
16
17
18
19
~o
21
22
23
24
25
26 .,-,
~I
28
29
30
31
32
ocr NOV [IEC F E.B MAR .1U1-! .Hll f1UG SE.P
7271.7 10215,7 11555.4 9117,5 91~4.5 8237,7 7573.6 8486,6·0021,8 0024,0 12000.0 9281.6
6389.8 6833.4 7909.B 7341.9 6437.0 6588.5 5989.1 10314.3 7107.6 7561.5 12000.0 9300.0
8061,0 10730,0 12016.4 10490.5 9316.5 0391,7 7623.6 6529,J 11599.0 9076.3 12000,0 9300.0
10185.6 11490.9 l1C16.4 9990.5 9136.5 83~1.7 BJIC.6 15600.4 101109.9 7405.6 12000.0 9300.0
7076.3 7092.0 11616.4 10190.5 .9J16.5 11291.7 7938.6 IJ952.5 10735.5 7967.2 12000.0 9300.0
7194;8 7955.0 12161.4 10684.5 9716.5 8611.7 71)03.6 7a~9.B lQ153.2 l0621.7 16276.1 9300.0
8468.7 9094.0 11~16.4 9870.5 9206.5 8451.7 7653.6 14206.8 15256.8 14077.5 15432,0 13~10,6
9376.5 11044.0 12~~8.4 10590.5 9816.5 8711'.7 7~03.6 10574.5 12008.4 "109.5 12000.0 12213.0
11782.5 11948.0 IJ330.4 10855.5 9623.5 UA59.7 0236.6 9746,4 0565,8 7883.0 12000.0 9121.3
6874.9 6933.2 8170.4 1033R.5 9623.~ A491.7 7,53.6 12818.1 982B,6 9207.8 ,162011.B IIB43.4
10128.5 10"43.9 12316.4 10735,5 9768,5 8708,7 HO~J,6 12317.7 7167.0 "286,8 12000.0 9300.0
B227.4 10993.9 12810.4 11342.5 10010.5 9321.7 9353.6 13B30,4 11869.2 9477.6 12000.0 9300.0
732H.7 10694.0 12216.4 10790.5 91116,5 0111,7 0403.6 ,9298.8 24151.8 9935.7 14666.9 10429."
10293.5 10794.0 12116.4 1~490.5 9816.5 8511.7 7533.6 15342.2 10296.0 15140.5 15146.6 9300.0
7777.9 10~!'14.0 1161().~ 'J<J:;8.~j 92H2.~) 0~!~!4.7 7H8 .. ~ :()I){,l.:S ~!M91.11 7IlB7 •• ~ l~!Ot)t),o· nOI).O
7290.9 6966.6 767H.9 ,9657.5 9176.5 8411.7 8063.6 9735.6 9469.8 9771.5 12000.0 13506.1
10775.5 100~2,0 11747.4 10290,5 9616.5 0311.7 0473.6 '7009.3 IJ4B6.7 0261.6 12(01),0 9300.1)
6615.5 690~.6 79B4.7 10390.5 9716.5 8111,7 7870.6 12066.6 11635.8 10362.9 22704.4 119~0.6
9470.5 I0J46.9 12171.4 10871.5 10216.5 9~11.7 3613,6 12739,5 13601,8 10042.6 12000,0 9300.0
6581.8 6BB2.1 7030.0 7B3~.S 9738.5 8344.7 7725.6 '716B.9 78'5.7 61151.7 12000.~ 9300.0
6628.8 7003,5 !1012.9 7510.2 6586.1 6770.9 5919.8 '7~71.7 9213.6 0997.1 12000.0 9300,0
7491.4 7700.8 B4~1.6 7681.2 6677.7 6847.7 609l.4 .638Y.6 10484.0 7762.3 13149.0 9300.0
372B,1 11006.9 12626,4 11129,5 10344,5 1334.7 9413.6 10134.1 16601.7 7672.0 12000,0 9300,0
6221.8 6B64.6 11581.4 10090.5 9316.5 8511.7 7730.6 6206.9 B914.3 6484.0 12000.0 9300.0
6457.0 6741.5·7724,6 7179.3 A725.3 112J5.7 7695.6 127J3.3 7948.9 7482.9 12000.0' 9300,0
6551.3 7008.3 8137.7 7574.4 6719.3 6895.6 6120.8 9024.5 13490.5 110110.7 l2000.0 9300.0
9H16.0 7907.0 11197,4 9861.5 9266,5 0411.7 0076.6 9560.3 9J50.3 6512.6 12000,0 8050.5
6778.2 7351.4 8~92.5 7616.2 6646.~ 7982.3 8383.6 9665.2 19061.3 7908.1 l?OOO.O 9~00.p
7469.2 10067.7 12705.4 10919.5 9904.5 9116.7 8405,6 06119,0 6616.9 7243,2 12000.0 9300,0
7014.9 7274.0 R119.1 7475.8 6537.4 6576.7 5811.1 9810.6 6YOH.0 11710.4 12000.0 9300.0
68'\~!.2 llyn,1 1~!~j~S2.4 106~~8.~) 97a~!,~) H'J.l1."7 !I~O~L6 !HIUH,~! 1111~!,6 IH1~i1.9 1~!t)~~t),;~ nO!).1)
10320.3 11979.9 11S89.5 l0344.1 9552.1 R626.0 B071.1 10110.3 6000.0 9792.0 26494.0 10461.1
'JU5.8
711:H. ~
9595.1
10380.5
96:~5. 0
9882.5
lU68.8
10384.1
10162.0
9R74.3
9978.8
10726.l
11~~Hl.9
1126:L :~
104b8.3
I):~O~\. 7
100~j6. 4
10:)93.9
101>54.4
8l28.7
79~7.1
8181 ~ 2
11289.7
8f.1~j.7
f1~~70 .1
Bl.71.0
n-n.6
n78.3
104b9.9
11172.4
MAX 11792.5 11979.9 13390.4 11342.5 10344.5 9411.7 935J.6 111134.9 26011.6 15151,9 26494,0 IJ506.1 11468.8
MIN 6221.8 6741.5 7678.9 7179.3 6437.0 657~.7 5811.1 6061.3 6000.0 64U4.0 12000.0 8050\5 78~1.3
MEAN HOI4,U 9105,7 106?J,3~707.H 0951,1 032J.7 7741),1 10404.9 11419,5 9181,6 IJ378,4 9839,6 9745.4 co
--"-
~---'
!
. TABLE 2.25 HONHll.Y H(IXlIiIJl1s IHlnl1lHh (.'aND MrAN FJ..(JI~!'; (.'aT!)!)\.)) Cl'~EF.'K ~
HDNHI POHl··PRll.lECT
F'~~E-F'rWJECT IJ~TP.N(I (ILI'JNF lJ(i T (aNfl/[lEV Xl. CfiHY DN
MAX IUN ',NEAN . rlAX MIN rlEflN 11AX MIN NEAN
OCT 8212.0 :H ~~4.0 ~)b54 .3 j :l i' 8~! • :') 6:~:~:l • 8 BOVt.(1 10983.0 6",~)3. :~ 77614.9
NOV :~9!14 • t) t 21 ~j • t) 247,r,.:~ 1:t <J79 .9 [) 741 • ~j <Jlm).? "UHI1.U 7" ():~ • <J 9,r,:W.B
DEC 3264.0 B66~0 . :178B.O 13380.4 If, i' H , C; 1 (II, 9:~ • ::s 1a134.,:1 HOA(I, !'j :1:t :n(l. 9
JAN 24~~? () a~? 4 • () 1465./ 1 L'H~! .!') ?1.79.~~ <J;/07.B 1:C~t)45 • a 7 '1~?:~ • <) "C)!)9,".7
FEB 2028.0 768.0 :1~!.I\2.3 :I O=~I\I\. :'j 6·1:~i'.(1 ~~ <J :'):i. I 1 :l1~~2.8 64 ~i i' • :~ 1(119(1.9
MAR t 'Jt)() • () 'l L'l > t) 11:1.1\.8 'JeLl. 1. > 7 6:'j~/6. 7 n~~~?~s. 7 ,,'t)604 .~? ,~,H fi •. l 9~?8:). 6
APR 2650.0 7 4~j. 0 l;;~H. ;; 9~53.6 ~·j(H1. 1 T14().1 9.i'~j9.4 :)I):'jO.4 B:t.(I(l,1\
MAY ~~11190>t) ,D4r'i. () 1:~~~7.S. ? UH ::~<\ • ') ,L,O,S 1 • ::~ 1 () '\1)') • 'J "~?~HH). t) ,,> I) t)C) • l) B'lO.'>.3
JUN 50580.0 :t. :'i ~'j ~~ 0 • () :W095.1 2f,()91 • f, 6000.0 :t.:i." 1 9 • !:, L~~05. 2 600~1. (l <,'IH}:?9
JUL :~ 1\ .1\ t) () • I) .l H t) <},~ • I) , ~! ~ <} 1 9 • <\ l~'i.l.~'iJ .• 9 ,L,4H<l,t) <J:lB&\.,S 1:tB4f,.:C~ f,40.l\.0 R:~87.3
AUG 32620.0 :\ t,~!20 • () 21726.7 2t.l\94.0 :\ :~ 00 (l • () 1:n7B.1\ ;:!U.4 6.? 1 :~(lO(l. (I 1 2 6 :~:~ • ~'i
SU' 2 1 ~! 1\ C) • t) . ,£,Ba:l. • t) L~,1:U. ::! :U~';06. ~, HO!'jO • ~j ~)H:'S <J • ,~ un~~o. t) 93t)(). t) :I. t)!)1 0 .3
.. HINU(,L 11565.2 72(iO.l 9670.1 :1.:1 .1\ 1'.8.8 n~:H .:~ . 971\~'j ./1 :1.:1.173.3 7"176.4 I} 7 " :'j , 1\
$
~
) '!'if:;;": I
'---------.l L..:...: L-..: ~ ~ "-'-. -:-'-"-----' ~y,:;\ I --
!
. TABLE 2.25 HONHll.Y H(IXlIiIJl1s IHlnl1lHh (.'aND MrAN FJ..(JI~!'; (.'aT!)!)\.)) Cl'~EF.'K
HDNHI POHl··PRll.lECT
F'~~E-F'rWJECT IJ~TP.N(I (ILI'JNF lJ(i T flNfl/ [IE V X I. CfiHYDN
MAX IUN
,
,NEAN rlAX MIN rlEflN 11AX MIN NEAN
OCT 8212.0 :H ~~4.0 ~)b54 .3 j :l i' 8~! • :') 6:~:~:l • 8 BOVt.(1 10983.0 6",~)3. :~ 77614.9
NOV :~9!14 • t) t 21 ~j • t) 247,r,.:~ 1:t <)79.9 [) 741 • ~j <)lml.7 "UHI1.U 7" ():~ • <) 'U,:W.O
DEC 3264.0 B66~0 . :178B.O 13380.4 If, i' H , C; 1 (II, 9:~ • ::s 1a134.,:1 HOA(I, !'j :1:t :n(l. 9
JAN 24~~? () a~? 4 • () 1465./ 11.'H~! .!') ?1.79.~{ <);/07.B 1:C~t)45 • a 7 4~?:~ • <) "C)!)9,".7
FEB 2028.0 768.0 :1~!.I\2.3 :I O={I\I\. :'j 6·1:~i'.(1 ~~ <J :'):i. I 1 :l1~~2.8 64 ~i i' • :~ 1(119(1.9
MAR t 'Jt)() • () 'l L'l > t) 11:1.1\.8 'JeLl. 1. > 7 6:'j~/6. 7 n~~~?~s. 7 "'t)604 .~? lh~Hl •. l 9~?8:). 6
APR 2650.0 7 4~j. 0 l;;~H. ;; 9~53.6 ~·j(H1. 1 T14().1 9.i'~j9.4 :)I):'jO.4 B:t.(I(l,1\
MAY ~~tI190>t) ,D4r'i. () 1:~~~7.S. ? UH ::~<\ • ') 1I0,S:t. • ::{ 1 () '\1)'\ • 'J "~?~HH). t) .r, I) t)C) • l) B'lO.~. 3
JUN 50580.0 :t. :'i ~'j ~{O • () :W095.1 2f,()91 • f, 6000.0 :t.:i." 1 9 • !:, L~~05. 2 600~1. (l <,'IH}:?9
JUL :~ 1\ .1\ t) () • I) .l H t) <},~ • I) ~!~919.1 l~'i.l.~'iJ,.9 ,L,4H4,t) <):lB&\.,S 1:tB4f,.:C~ f,40.l\.0 R:~87.3
AUG 32620.0 :\ t,~!20 • () 21726.7 2t.l\94.0 :\ :~ 00 (l , () 1:n7B.1\ ;:!U.4 6.? 1 :~(lO(l. (I 1 2 6 :~:~ • ~'i
SU' 2 1 ~! 1\ C) • t) ,£,Ba:l. • t) L~,1:U. ::! :U~';06. ~, HO!'jO • ~j ~)H:·~ <J • ,~ un~~o. t) 93t)(). t) :I. t)!)1 0 .3
.. HINU(,L 11565.2 72(iO.l 9670.1 :1.:1 .1\ 1'.8.8 n~:H .:~ 971\~'j ./1 :1.:1.173.3 7"176.4 I} 7 " :'j , 1\
$
~ "-'-. -:-' -,' ---'
-....:.>:.~---~-L-: ------~~-,------_--___ -~---_-.....J~-....:J----_c.~--~--~ "~~ ~--,-J ~_-.J __ c=-::L; .--J
TABLE 2.26 f'RE-PRO.JECT FI.OW (iT SlINRHWF (cf!;)
YEAR
1
2
:5
4
~
6
7
8
9
10
1.l
12
1 :~
14
1 ~j
16
17
18
11J
20
21
22
;.~ ~~
24
::!~.;
26
111lIHFHJ) U'{))JWLI1GY
O(,:T nov
l4I)1);S • 0 ~i()J9 .0
12226.0 471~!.(1
.l ~s 71:S. 0 ~j 7 O~! • 0
17394.0 7199,0
J:S~!27.() ~j()n.o
12188.0 63-\0,(1
110U.0 <\.Jb7.0
15252. 0 702~', (I
.lI1."S99 , 0 9IU~! .0
, 11578. () !:;~Bl. (~
1 ~-i 1 ~Ll • 0 l> 41 ~i • 0
1 H9f.. (I 61(i<) • 0
1<l ~i7Y • 0 (,(,~) 7. ()
B9!)r" (I [,(,!);t. 0
UI~j~"j~"j. 0 ~j<)1)7. 0
15473.0 747;>.0
.l!l~!OB.O ~j:S~!l.1)
11551.0 429:).0
ll)~}l)b.O ~jHJ. 0 .
l 0524. 0 ~4IH", (I
9 4 L~ • I) 3 <) 7 II. 0
1226-1.0 7~1,"7,0
.l(\~Sl:LO ',7<\~"j,I)
n~8R. 0 oOW, (I
.I.1:!1I4.0 4b~'<) .()
L):i(I;~. (I 4~\:m. (I
DEC .• MN
:Sl>l1.t) ~~14B.0
3804.0 2n(l,(I
J702.0 .H70.0
4080,(' 2Bl!l,0
J977.0 J.'>67.0
4:~1:\. (I :w:n, (I
J1()l.1) ~!61~!.1)
-\907, (I ~('(l6, (l
bl:~9.0 ·\1)\~7,0
:~!)9~"I, (I 3387.0
<\!l~!J.O <\0~j9.0
:'i!'iM.O 47:W. 0
<\1I:!0.0 4~!~!2.1)
4690.0 407",(l
J~j:S:S .0 2197.0
4!'i:~6, 0 :7,:~n, 0
:S9M-i.0 J404.0
3B!)I., 0 MIn:. (I
4~j6:S. 0 <\ HIL 0
:~2~?n.(1 2f.119, 0
~!!l4n. 0 ~!MI) .0
4nO,(1 :~:~~!!:,.()
49~!2.0 '\2~j7, 0
4030.0 3312.(1
;S~i24 • t) ~!BB2 .0
~i777. 0 ~i~j41 .• (l
H"I!
227b.Q
2~3~.0
2511.Q
23~3.0
2U8Y.Q
~189.0
2286.Q
~~71.0
2Y96,0
JO~9.0
J2QI,Q
3478.0
JJ42,Q
3621.0
2447.Q
2962.0
JQQ9,Q
3191,0
J986,Q
1731.0
244U,Q
2514.0
JU01,0
29B4.0
251Y,Q
2990.0
IiflR
21):~:S , 0
~tH~.O
nH2,1)
2:~ 1"1.0
24n.l)
;!~'Tl. (l
2~!09 ,0
2B~4.(;
~!/)4:S, I)
:'~~~1l0. (l
~![, nj ,0
:1,4B(I.O
~!Ynj, I)
:~:~99. 0
',!Ql:S,1)
na8.0
:wnj,O
:?7n.o
:SB'JIl • I)
~!(,n. (,
2:HI~! > I)
2:~~):i t (i
J335,Q
261~.0
222Q,1)
2Bl0.(;
flf'R tlf,y .Jlm .\lIL AUG SEP
2311.0 22<\10.0 4561J.0 39179.1) 5<\0<\9.0 27734.0
3563,0 4219~.0
2J57.1) 11250.1)
4~92.0 50302.0
J204.Q J2595.0
26~fl.0 21758.0
2244.0 JJl~7.0
2907.0 34140,0
JJ99.1) 2775<).0
20Y5,0 29460.0
2920.1) J4002.1)
5109.0 3243R.0
J501.0 i4520.0
58U72.0 6947~,0 ~B356,0 51069,0
bllno • I) M9~S7. I) ~j:"s.~s ,:S.O ~r,!0~"i7.0
64075.0 ~~2J1.O "Y 54,0 33737,0
54005.0 5JJOA.O 57"Ol.O 20J76.Q
696B6,0 70894.0 77692.(; 353B5.0 "
1 :S9 <\ 1. t) BO~j[,9. 0 ()9~~S 4. I) 4 Hnj.O
7Yl~3.0 ~230~.0 ~3?43,0 48121.0
60752.Q 59850.0 5691)2.1) 20Q9B.0
6~2B6.0 ~752l~0 7194B.0 3691~.0
J9Jll.0 30224.0 55J15.1) 4J006.0
60BSb.O ~3640,0 ~0616.0 J~071.0
B7~"j~S7. t) (,n~it). () 611111.0 ;Wll.l. t)
MHHI{1\
2QJ47.1
26136.1
22117.5
24544.3
21921.8
26041.6
27508.4
26550.7
22824.2
2~345.B
22651.3
25075.2
26766.6
24~60.R
2J8~1.9
14971.~
22934.7
21566,J
24149.1
17950.7
20J93.7
24629.0
24407.1
20235,8
1911~.1
!~::;()~!:~ (2 ~7 15565,1) 42JO,Q 2734.Q 251)7.Q 2J55,0 2201.0 J294,0 22075.1) 56J66.1) 35506.0 52155.0 111502,0 2~000.7
28 10620.0 5888.0 5285.0 423',0 364(,.0 317l.0 J537,(; 27292,0 B177~.0 62194,0 5~157.0 32719.0 25221.6
?025.0 3~24~,O 56629.0.70219,0 5293B.0 '9182.0
~!~"sa 1 • I) B(14~j. t) 1111) n • t) ;)IlB~StI> t) ·"Il,:S 74.1) n~!,~ 7 • 0
3J\~~i, 0 i1!'i97. 0 !'iB4UII. (' (,!5042.(1 !'6:rl~l.(1 :'i:~70:L (I
J59B.O ~6479.1) 69569.0 3524J.O 62007.0 JQ156.0
2639,0 3291~.O 66162,0 771'~.O 82747,0 37379.0
4J59.0 J6961.t) 76770.0 697J3.Q 46730.0 20005.0
244~,0 ~j306,0 49349,0 4"56~,b 42970.0 24832,0
J150.0 25607.0 47602.0 61)771.0 54926.0 21191.1)
264(1.0 10652,0 7~20B.0 ~~7D7.0 74519.0 32402.0 ~S'nO.I) :(tllHO.() M!I~j(,.I) (Inn.!) ~i1~!~i4.1) :~H~i.r,.I)
:,'B~~j.O Hl21:" •• (i :'j~'n:~,(1 !'a171l.0 !HOB!'i.O ~!:'jnB.o
~!91.Lt) :Sl4!lfl.1) 4:\11:S,O ~i:l;!b7.1) 4.~~!2~!.1) ~!<)IH.O
3160.0 29380.0 12B36.0 "75692.0 51678,0 3~56"7.0
29 17399.0 71JO.O 531J.0 421J.Q J227.0 J002.0 J542.0 22707.0 4B044.0 57930.0 42110.0 22742,Q 19910.2
30 .11223.0 ~A48.0 4300,0 361~.0 3~(16.0 2963.0 3704.0 33B16.0 59B49,0 71774.0 4"897~0 267~O.0 23144,3
MAX 111555.0 9032.1) 6139.1) 4739.0 J986,Q J998.0 511)!).Q 51)~02.Ql1.l07J,1) 80569,0 112747.0 5371)3,0 ~75U8.4
MIN 9416.0 3978,0 273~,0 2501.(; 173l.0 2013.0 2025,0 B64~,0 39311,0 J\856~,O ~2111~.0 18502.0 17~~i0.1
MEA" 13754.0 5U4J.0 421B.5 J513.11 2940.J 2628,7 J.l43,4 27709.9 A4495.0 6J298.4 56510.2 32656.0 ~J525.6
$
TABLE 2.26 f'RE-PRO.IEe,. FI.OW (iT SlINRHWF (cf!;)
111lIHFHJ) U'{))IWLI1GY
YEAR
1
2
:5
4
~
6
7
8
9
10
1.l
12
1 ~~
14
1 ~j
16
17
18
l lJ
20
21
22
;.~ ~~
24
;!8
29
30
O(,:T nov
141)t);S • t) ~i(IJI) ,I)
12226.0 471~!.(1
1 ~S 71:L I) ~j 7 I)~! , I)
17394.0 7199.(1
D:!27.1) ~j()n,1)
12188.0 63-\(I.()
111)11.1) <\.Jb7.1)
15252. 0 7(12~', (I
.lIl."S <)<) • I) <) IU~! , t)
, 11578. () :'i:Bl. (~
1 ~H:S.l • I) l> <\1 ~i , t)
1 H9f.. (I 61 (;<J, (I
1<l ~i 7 I) , !) Ml~) 1 • t)
U9!)r .. (I [,(,:);t. 0
Ul~j~·jr"j. I) ~j<)1)7, I)
15473.0 747;'.0
.l!l~!()B ,I) ~i:S~!l.1)
11551.0 429:),(1
1()~}06, I) ~j<l IJ, I) .
l 0524,0 "4IH., (I
9 <I L~ , I) J <) 7!1. I)
1226-1.(1 7"1,7.(1
l'I~SLLI) II7<\~"j,I)
n~8R. (I 0(;111. (I
.I.1:!B4 .1) <lb~)<) ,I)
L);i(I;~. (I ,w:m. (I
.l~i~jti~j,t) 4~!:S!l.1)
,. (,.',:?O. (I 5888.0
.l7~~<)1). 0 7l:H), I)
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DEC .• MN
;Sl>ll,t) ~!14B,1)
3B04.(l 2no.o
J7B2, t) ,H 70.!)
4(180.(1 2B11l,O
3977,1) JIl67,!)
4:~1:\. (I :w:n, (I
3Hll.1) ~!6l~!.1)
-\9(17.(1 ~(I(l6.()
bl:~<) ,I) ·It)\~l, t)
:~:)9~.I. (I 3387.0
4n~!],I) 40rj9.!)
:'i:'iM. (I 47:W. 0
<\1I:?t).0 4~!~!2.1)
4690.(l 407".(1
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4:'i:~6, (I :7,:~n. (I
:19Mj,t) J"1)4,t)
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<I~j6~S, t) <\ HIL I)
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~!!l4 n. I) ~!Ml) • I)
4nO,(1 :~:~~!::,.()
<l1)~!2.1) '12~j7, I)
40;10.0 3312.(1
;S~i24 ,t) ~!HB2 ,!)
~i777. (l :i~jH,. (l
~!734 ,I) ~!~jl) 1, I)
528:). (I 42:~J. (I
~i:SLL I) 4U.L I)
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~!:~-t:~. (I
211BI) ,I)
~q89. 0
~!2H\~, t)
~"71.(1
~!I)<J6, I)
~(I:)~'. 0
:S;!O 1, I)
~{IWB. (I
~S~S<l2, °
:~(,::':i • (l
~!~'17,1)
:~91,::'. (I
~S!)t)<J ,!)
~~ ~lC) '"\ , (l
:SYBIl,1)
1731.0
:!~ 'Ill, I)
~!:H 4. (l
:Wt).l ,I)
:~9B4, (i
~!: .. j.1. I), I)
:~()90, (i
Ui4("(I
:·sn7, I)
:~?(I(,. ()
IiflR
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~tH~.O
nH2,1)
2:~ 1 ·1 • ()
24~!~L I)
;!~'Tl, (1
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:!64~S, I)
:'!~~Il(l. (l
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:1,4B(I. (l
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:~:~99. (I
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na8.0
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2~HI;! > 0
:S:~:~~j ,\)
:n1/,. (I
:!:!:!O, I)
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:!:!HLO
317l.0
:son ,0
2963.0
.Jlm .\lIL AUG SEP
2311.1) 22410,1) 45l>lJ.1) 3917<).1) 5404<),0 27734.1)
3563,(1 4219~,(1 5UU72.(l 6947".0 ~U356.(I 51(169.(1
~!Jrj7. I) 11 ~!;'jB. I) flunn. t) M9~S7. I) ~j:·s.~s )~S, I) ;r,!t)~"i7. I)
4~9~.O 5(1302.(1 64075.0 ~"2Jl.() "Y 54,0 33737.(1
321)4,1) ]2595.1) 54005,t) 5]JHA,~ 57·1)1,0 2UJ1A.1)
26~fl,(l 21758.(1 696B6.(I 7(1894.(1 77692,(; 353U~.(I
nH,I):i:a:i7.t) 7:S941.t) nl)~jtl9,O ()9~~S<I.I) 4<\<lnj,1)
29()7.0 34140,(1 7Yl~3,O ~23(1~,(I ~3?43.(l 4B121,(I
]J99.1) 27759,1) b0152,O 59H51),1) 5(1)1)2.1) 2~1)9U,1)
2nl)~.() 29460.(1 ~~2B~.(l ~752l~(l 71940,(1 3691~.0
292B,1) ]4111)2.1) 39J1.l.1) 30224,0 55J15.1) 4JI)Hb.1)
51(19.(l 3243R.() ~(l1l8b.() ~364().(l ~0616,(I J~(l71.(1
:S ~lB L t) ~!' <\ ~j~! I) ,0 B 7~·j:S7 ,I) (, n~it) ,I) (, 11 B.L t) :Wll.l.O
~'(I~':).(I :~:)~!4:'i.(1 :'iM;;.19.0 ,7B~!19.(I :'i2nB.o /9182.0
~!~·sa.l.1) n(I~~j,t)l1.l1)7:S.t) ;'jBB:Uhl) ·"\l,:S74.1) n~!\~l.1)
3J\~~j. 0 i":)97. (I !'iB4UII. (I (,:5(142'() :'6:rl~l. 0 :):~7(l:L (I
]5<)n,0 ~6<179,Q 69569,1) 35~4J,O 621)1)7.1) ]1)156,1)
2639.0 3291~.0 66162.(1 771'~.O 82747.(1 37379,(1
~J59,t) J6961,O 7(771),1) fl97J3.1) 4b7]1),1) 21)BB5,1)
244~,D ~j3(16.0 49349.0 41l56~.b 42970,0 24032,0
]151),1) 25607,1) 47(1)2,1) bt)171.Q 5<1926,1) 27191,1)
2640,(1 1(1652.(1 7~208.0 ~"7D7.(I 74519.(l 324(12.0 ~rnt).I) ;(tllHI),t) MU~j("I) (Inn.l) ~i1~?ri<\.t) :~H~j,~,I)
::'B~~j.O Hl21:·,.(i :i~\n:~.(1 :='1711.0 :HOB!'i,(I ~!:'jnfl.(l
~!I) l.L t) ~H <lUll, t) 4:\11:L t) ~i:l ;!67 ,0 4.~~!2~!, t) ~!9114, I)
3160.0 2938(1,(1 72B3~.() 75692.0 51~78,O 3~567.(I
~S:!I)·LI) ~!~!!j75.t) ~j().JM).1) :j~j~jt)(,.I) ~jU~j:j,l) 1I1~·jt)2.1)
~537.(1 27292.() B177~.(I 62194.(1 5~157.0 32719.(1
J5<12.1) 2271)7,1) 4111)44,0 57931),1) 4211B.l) 22142,1)
3704,0 33B76.0 59B49.(I 71774.(; 4"B97~(1 ?~79(1.(I
:.!I) 3 "7.1
nU().l
nU7.5
:r-\:)44. :~
:! 1 <):.! 1. 8
:?6041.6
nrHl:~.4
2(,:l:'iO.7
:!~!B~!·1. 2
2~345.8
~!'n~jl. 3
2:HI"J~j. ?
n7b,~.6
24nO,g
~!]B/, 1. 9
:'497:i.:\
n<n".7
:n:'i66. J
:!4.149.1
1I95(l.7
~!l):I93. 7
24(,29.0
:! <I 41)7 .1
2023:),8
.lSl1·]!i.1
.l9910.2
n~.'H. :~
MAX 11l~·j:j:j • I) <)I):I~!. l) (11 :~I) • I) 'll:W ,I) ~19a\~ .0 ;S:i ~)a ,I) ~i .ll)~) ,I) r)tqo~!, I) 11.l 1)73 ,I) nl)~j6 9 .0 IlV '17. 0 ~j~~71).L I) n:·iHS • 4
tlI N 9416.0 :W7tl,(1 ~?n" .(1 2:)(17. (. l. n 1. (I 2(11:1. (i :!(l2::;. 0 B(;4:'i. (I :~n 11 .0 ,Ht56:·,. (i I\~? 11 n. (I 1tl:HI~? (I :i n~i(1 • I
MEA" IJ754.B 504J.1l 42.l8.5 J5.l3.!1 2941),3 2628.7 3143.4 2771)<),<) A4495,11 6J298,<I 5A510,2 32A5b.1) ~J525.6
$
=--L
TABLE 2.27 POST -PRIl.lr;(;1' FI. ml t. T SlIHRH HIE (C'f~.)
YEAR
t
~. .:..
3
4
&: ~
6
7
8
9
10
11
12
n
14
I!)
16
17
18
19
20
21
'1.., .......
2:5
24 .., .-.'. ,)
26
",·7
"-I
28
29
:iO
MX
1·1 I t~
MEAN ..
. '~i~~~
!oh\TMh) t\L.()N[ : CAllE C
OCT NOIJ DEC Jf.;N FHI MAR APR Hf.;Y .IUN .JUI. AUG SFf'
14947.7 1J271.7 IJ727.4 11630.5 10592.5 9544.7 9014.6 19394.6 34034.9 44603.0 46969.0 20714.6
]4767.8 10245.4 10613.8 931j.9 8052.0 7992.5 7935.1 311~~0.3 45109.6 54465.5 50696.0 39129.0
16203.0 13696.0 13018.4 12360.5 10027.5 9793.7 90AO.6 12360.3 47966.7 47623.3 44~3.0 26877.0
19377.6 1~192.9 14196.4 11708.5 10659.5 9828.7 10995.6 46640.4 475~4,8 4143~.6 ~1: 4~.0 27767.0
14699.3 100!14.0 14093.4 12557.5 11105.5 99~4.7 9907.6 29267.5 40290,5 4099J.2 4J.Ol.0 24756.0
14?~~.~ 1~~~~.0 1~~~~.4 12~1~.~ 11~0~.~1~~~9.? 9~61.6 ~~?Y~.~ ~!?!9.2 5~~~5.7 ~~~8.1 3?~?~.0
l-L),.d.l 1. .• !,.11.0 1.1 •. 77.4 11.)0 •.•. ) 11).)1) •.•. ) ~7<.0.7 1I~'17.6 •. 97(U • .l .).).1.)7.9 6.!.).h~.4 .)9<Ji.~6.0 .H.)7:h6
18822.5 1502~.0 15023.4 12896.5 117B7.5 ]0355.7 ~610.6 30964.5 61001.4 ~710j.5 44703.0 40534.0
21969.5 17026.0 16255.4 12957,5 11312.5 10154,7 10102.6 24605.4 43617.8 44953.0 46362.d 21669.3
13641.9 10114.7 10249.4 12277.5 11375.:i 9791.7 9598.6 26298.1 5079~.6 51R08.8 5697&.8 3133R.4
19701,5 14408.9 14939.4 12949.5 11517.5 10196.7 9~31.6 31339.7 30940.0 4J530.8 43725.0 31876.0
17429.4 11102.9 1~620.4 13629.5 117~~.5 10~91.7 11812.6 28916.4 43305.2 43547.6 50316.0 32001.0
15991.7 14651.0 147J~.4 13112.5 11659.5 10~96.7 10294.6 21220.8 60419.8 51R91.7 52297.9 33250,8
17526.5 14046.0 14806.4 1296~.5 11937.5 9910.7 87'8.6 31557.2 40925.0 58967.3 44414.6 26162.0
19893.9 13901.0 13649.4 11687.5 10763,5 9524.7 9094.6 10J99.3 86594.6 4J773.3 41934.0 22996.0
1~472.9 11639.6 11003.9 12070.5 11278.5 10329.7 10138.6 213~2.6 42237.8 46973.5 47255.0 ~7859.1
21779.5 IJ315~O'140Hl.4 12294.5 11325.5 10396.7 10301.6 14643,3 50105.7 4l644.6 52177.0 27706.0
14003.5 9597.6 103~0.7 125311.5 11610.~ J0301.7 9342.6 ~94YO.6 48287.8 60687.9 728~1.4 32459.6
14276,5 13406,Y 14679.4 IJ071.5 12302.5 11409.7 11062.6 3J520.5 58021.3 53357.6 41560.0 21369.0
12833.8 94~7.1 9729.0 9441.5 10047.5 9533.7 9145.6 18622.9 36691.7 37323.7 3R64H.0 24356.0
12920.9 9766,5 9994,9 9294.2 8266.1 11376.9 7999.8 21578.7 311185.6 47100.t 46946.0 27370.0
14467.4 11760.8 11121.6 956~.2 8153.7 8249.7 7649.4 1~296.6 5376~.0 48599.3 55758.0 27262.0
17194.1 14738.9 15038.4 13147,5 12117.5 10946.7 9913.6 ~2~24.9 49027.7 47214.0 4J964.0 31056.0
149B3.8 10629.6 14146.4 12202.5 11300.5 10157.7 9524.6 16186.9 ~1047.3 39915.0 42795.0 25464.0
14008.0 9917.5 10214.6 9187,3 9467.3 9731.7 9619.6 280J9.3 33791,9 J9949,9 JY002.0 26164.0
15111.3 102~6.3 10311.7 960~.4 823H.3 8305.6 7687.8 23054.5 54016.5 59052.7 455BU.0 29557.0
17642.0 122J2.0 12050.' 11397.5 10671,5 9792.7 9997.6 1982~.3 41336.3 4l07fl.6 44355.0 19671.5
13474.2 10589.4 1127~.5 10018.2 8668.5 9653.3 10240.6 24277.2 68864.3 47232.1 47917.0 27379.0
17217.2 13672,7 15429.~ IJI0J.5 11543.5 10513.7 10245.6 19426,0 J5~10.9 4415J.2 37728.0 23435.0
13330.9 10387.0 10746.1 9752.8 8457.4 8339.7 RO~5.1 29016.6 42067.0 54604.3 40437.0 25320.0
21969,5 170~A,0 16255.' 13629.5 12302.5 1~409.7 11312.6 46640 •• 86534.6 6J556.4 72831.4 47359.1
12833.B 94~7.1 972U.0 9187.3 8052.0 7992.5 7619.4 10399.3 30948.0 37323.7 37728.0 lY671.~
1607~.7 12J67.2 IJ022.6 11703.7 10601.4 91107.9 9500.0 240YO.2 48011.1 48334.' 47769.6 29165.7
~ L....; L-~ , , I --~'
-~
MIlII J(>, I.
~!1'160.9
2111{,1.4
~!~!lM.5
24834.4
~!IH7S.2
~.):)U.7.8
V:)83.9
:n:):)O.7
2~i509 • 9
24660.1
n'J17.7
24992.0
2Mj83.3
~!H:H. 1
~!4~j:i3. 6
2411~~.2
n:)~j9. 4
26941.5
~!~992.9
18f179.2
21)"719.6
~J~':)~y. 2
24311.2
20765.2
19934.2
'3418.8
21159.0
24367.6
21094.0
211109.9
n:HI3.9
18879.2
~~:~:·j·29 .2
'-.:'-'-~
-~
TABLE 2.27 POST -PRIl.lr;(;1' FI. ml t. T SlIHRH HIE (C'f~.)
YEAR
t
3
4
::;
6
7
8
9
10
11
12
n
14
I!)
16
17
18
19
20
21
'1.., .......
.., .-.". ,)
26
",·7
"-I
28
29
:iO
MX
1·1 I t~
MEAN ..
!oh\TMh) t\L.()N[ : CAllE C
OCT NOIJ DEC Jf.;N FHI MAR APR Hf.;Y .IUN .JUI. AUG SFf'
14947.7 1J271.7 IJ727.4 11630.5 10592.5 9544.7 9014.6 19394.6 34034.9 44603.0 46969.0 20714.6
]4767.B 10245.4 10613.8 931j.9 8052.0 7992.5 7935.1 311~~0.3 45109.6 54465.5 50696.0 39129.0
16203.0 IJ696.0 13018.4 12360.5 10027.5 9793.7 90AO.6 12360.3 47966.7 47623.3 44~3.0 26877.0
19377.6 1~192.9 14196.4 11708.5 10659.5 9828.7 10995.6 46640.4 475~4,B 4143~.6 ~1: 4~.0 27767.0
14699.3 100!14.0 14093.4 12557.5 11105.5 99~4.7 9907.6 29267.5 40290,5 4099J.2 4J.Ol.0 24756.0
14012.8 1153~.0 14429.4 12817.5 11505.5 .10099.7 9361.6 20298.B 49979.2 53955.7 69~B.l 30395.0
l·'~l~!a.l 12:1.bl.O 1:1277.4 11~10~!.~1 II)M2.~1 '}nO.7 II'J'17.6 ~!9"7()~i.H :)~jn~j7.9 6:m~l.~.4 ~j9<Ji.~6.0 .~nj7:)'6
18822.5 1502~.0 15023.4 12896.5 117B7.5 ]0355.7 ~610.6 30964.5 61001.4 ~710j.5 44703.0 40534.0
21969.5 17026.0 16255.4 12957,5 11312.5 10154,7 10102.6 24605.4 43617.8 44953.0 46362.d 21669.3
13641.9 10114.7 10249.4 12277.5 11375.:i 9791.7 9598.6 26298.1 5079~.6 51R08.8 5697&.8 3133R.4
19701,5 14408.9 14939.4 12949.5 11517.5 10196.7 9~31.6 31339.7 30940.0 4J530.8 43725.0 31876.0
17429.4 11102.9 1~620.4 13629.5 117~~.5 10~91.7 11812.6 2B916.4 43305.2 43547.& 50316.0 32001.0
15991.7 14651.0 147J~.4 13112.5 11659.5 10~96.7 102n4.6 21220.8 60419.8 51R91.7 52297.9 33250,8
17526.5 14046.0 14806.4 1296~.5 11937.5 9910.7 B7'8.6 31557.2 40925.0 58967.3 44414.6 26162.0
19893.9 13901.0 13649.4 11687.5 10763,5 9524.7 9034.6 10J99.3 86534.6 4J773.3 41934.0 22996.0
1~472.9 11639.6 11003.9 12070.5 11278.5 10329.7 10138.6 213~2.6 42237.B 46973.5 47255.0 ~7B59.1
21778.5 IJ315~0·140Hl.4 12294.5 11325.5 10396.7 10301.6 14643,3 50105.7 4l644.6 52177.0 27706.0
14003.5 9597.6 l03~0.7 125311.5 11610.~ J0301.7 9342.6 ~9490.6 48287.8 60687.9 728~1.4 32459.6
14276,5 13406,9 14679.4 IJ071.5 12J02,5 11409,7 11062.6 33520.5 58821.9 53J57.6 41560.0 21369.0
12833.8 94~7.1 9729.0 9441.5 10047.5 9533.7 9145.6 18622.9 36691.7 37323.7 3R64H.0 24356.0
12920.9 9766,5 9994,9 9294.2 8266.1 11376.9 7999.8 21578.7 38185.6 47108.t 46946.0 27370.0
14467.4 11760.8 11121.6 956~.2 8153.7 8249.7 7649.4 1~296.6 5376~.0 48599.3 55758.0 27262.0
17174.1 14738.9 15038.4 13147,5 12117.5 10946.7 9913.6 ~2~24.9 49027.7 47214.0 4J964.0 31056.0
149B3.8 10629.6 14146.4 12202.5 11300.5 10157.7 9524.6 16186.9 ~1047.3 39915.0 42795.0 25464.0
14008.0 9917.5 10214.6 9187,3 94b7.3 9731.7 9619.6 280J9.3 33791,9 J9949,9 J9002.0 26164.0
15111.3 102~6.3 10311.7 960~.4 8238.3 8305.6 76B7.8 23054.5 54016.3 59052.7 45588.0 29557.0
17642,0 122J2.0 12050.' 11397.5 10671,5 9792.7 9917.6 1982~,3 41336.3 4l07fl.6 44355.0 19671.5
13474.2 105B9.4 1127~.5 10018.2 8668.5 9653.3 10240.6 24277.2 68864.3 47232.1 47917.0 27379.0
17217.2 13672,7 15421.4 lJ10J.5 11543.5 10513.7 10245.6 19426,0 35~10.9 4415J.2 37728.0 23435,0
13330.9 10387.0 10746.1 9752.8 8457.4 B339.7 RO~5.1 29016.6 42067.0 54604.3 40437.0 25320.0
21969.5 170~A,0 16255.' 13629.5 12302,5 1~409.7 11312.6 46640 •• 86594.6 6J556.4 72831.4 47n59.1
12833.8 94~7.1 972n.0 9187.3 8052.0 7992.5 7619.4 10399.3 3094B.0 37323.7 37729.0 19671.~
1607~.7 12J67.2 IJ022.6 11703.7 10601.4 91107.9 9500.0 2409U.2 48011.1 40334.' 47769.6 29165,7
L-J ' __ .!
MIlII J(>, I.
~!1'160.9
21I1t,I.4
~!~!lM.5
24834.4
~!IH7S.2
~.):)U.7.B
V:)83.9
:n:):)O.7
2~i51)9 • 9
24660.1
n'J17.7
24992.0
2Mj83.3
~!H:H. 1
~!4~j:i3. 6
2411~~.2
n:)~j9. 4
26941.5
~!~992.9
18f179.2
21)"719.6
~!4:H 1. 2
2076::;.2
199J4.2
n1HL8
211 ~i9 .0
~!4:~67. t.
211)94.0
:?1I1B~'.9
n:HI3.9
18879.2
X -I ~ ____ -~ --....;.J -._~ --. --.l----__ ---'
~-~ .... I -----...J -.... ~.~
TABLE 2.28 F'F:E-f'rW.IF.CT FUlIJ AT SUSITNA (cf~,)
HOIHFXE)) H'())I~OLOGY
YEAr.: OCT NOV DEC .!f.IN fEB
1 :~MWJ .4 11 '"s1I"7 .1 /)1'/7 .1) 1~1)7:t .9 r' ")r: r:' r' ,) (. ,),) ) ,)
') Ifl026.1 6932.8 59BO.9 70n.6 7:1~\-1 , ~\ L
3 310~';2,,~ l,~:16~Ltl ,~'J80.~) 11214. :i 71):16. <\
4 44S'52.4 16289.1 9746,0 8(IM1.7 6774.5
5 21)1 ,~(L ~j UnlJ, 1 ~i~!71 .1> l?1)2.0 <l9n.1
6 23895.7 9167.8 61B:~.0 12:)4.6 ~845 .1
7 1 'J9:!.L -1 II)~j21. 9 7~!'J~\. 7 617 1), ~! tdl:-lO , B
8 41021.6 2154~.5 14146.3 10600.1 8356.1
9 52636.0 19886.6 10635.3 n)~)2, 9 6~SlIb. ')
10 30543.1 ~\~"j2R. 4 4763.4 779~; .1 t,~jt:.4, :\
11 2~j7~";4 ,III)! tl4 .~; 71)1)4 .,~ ,~71,~ .:i Il~H I) ,!)
12 33782.3 1291-1.2 13768.2 12669.1 10034,0
1.3 2~1i) :!:L 7 1 :~!) <\.L:~ wn~~.,~ 90~;0 , 1 (dB~!. ~;
14 ?771 6.2 10754. ~j 886-1.6 8610.7 n):):~. ,~
1 :"; .DS4,'>. ~i 1.l10 1. ,S ~;'~~!I~.I) ,~3~i1 • 1 ~;7M .6
16 787·16. I]' 10458.0 t,12,~. 6 69:H.9 f,1 9::1. B
11flR
~)~p,,>. 7
,1.~~81. ~
~)a~j:~ , I)
6349.8
49"19,7
5~H·i. 6
,~~S~!4 • <\
7~~~i~i .1
fl,,> 78, II
51,11~). !)
~j(I~H .4
9:192,6
~";IJ~";O ,6
l,O!H).l
<\ I) 11) • <\
61t.9.9
17 :~g;~;.L 2 1~!31~!.:'i <J1 ~)9 • :~ (-Ji):iO .11 "7 <l1l9 • -4 . "71)<)l) • ~j
18 2l.396.2129t.2.t. fl321.9 B(l2!!. !:; 7726.1 6683.?
19 37724.5 15972.0 15081.0 11604,2 11532,2 HTn ,I)
20 26322.5 11 OSf •• 4 7194. :i 692-1,0 t.163,~~ 5~.~~:l. :~
21 2';!,~fU.4 ,t,7~19 .~s ~jO,l", <l ,~07<L ~! ~j~illl • ~~ :")7~H .. ~
.) ') 32817.316607.:! 86;B. :? 6508.7 6~'~)3, B ~jHB~~. I> L ...
2.~ .~271d.:! 149~!l,'J 11791), a n7IJ,7 tl <\ !"ja , :~ (16·\ :"j , B
24 26781. 9 lA ~)~;:~, 9 8147.1 7609.2 7n6.l l,:~:l2. 6
",.:-.. ,J :~t)97:L7 .l1)11~i,3 Mal,O 741)1 .. ~ /17'\1.3 6~!9.L 7
')' .. .:I li):'20,O 10400.0 9419.0 8~jS'7 ,0 71)(14. (I 7(14f). (I
27 .H ~j~jl) , I) 99:U ,I) t)I)!)t) .0 .S~j2'J ,0 ~j6.1" -4 , I) ~"i:i,~B, I)
28 30140.0 18270.0 13100.0 10100.0 89H.(1 6774.0
~~9 ~W2~~I).1) 1 ~!,s:S!). I) ;1:'j~!1J .1) 697<1.1) ,~7?1 • I) Mj91). I)
30 36810.0 1500().(l 9306.0 oan.o 7~\41>. 0 703?0
MAX 52636.0 21547,5 15001,0 12661,1 11532.2 1)1 n. 6
tlIH 18026.1 f,799. :i 476:~. 4 /,(171.9 4993.1 -1910.4
MEAt! 30401,0 1~!aO;', 7 :nll.8 79Ml.9 71)/!, 7 ,~~~:s~"! .:~
$
APR H~Y • 11m .JUl. flUB SFf'
5656.9 66293.511)1615.7124839.811)6431.8 39331.2
7354.2 5927'.5 B2254.612316~.1100946.9 73471,0
~j9B~j, 1 4~j'l94. :~U~!~)4l.:~ Un21 .811 MU6.1 W,!076. 3
7992.6 BB840.0130561.3125949.2 97610.0 44167.7
6JI)5,3 511516.410UUOl.0116731.612115U6.7 66275.3
6412.4 58164.0169044.8148876.5120120.0 53504.2
7 HI:! .~! !l 2 '10:") , n 161 :i 4 6 • 11 ,Sn8 14 , 6l.H ,S 11 • ~H I) 4~! 1 B • <I
7705.3 63204.4176?lR.BI4031P.312~812.9 B7025.0
0098,6 7I)J20.5112U96.81222a~.2 9961)3.5 53053,3
6~67.1l ~6601.4110602.314~216~BI3B334.3 67903.5
5829.6 500111.6 114134,412940J.411J771.6 81565.<1
9~~(l2, 6 B:'i4 ~'i<'>. 71 :,171!'i d 13B%H. !'i1i66 1)l!.:) 62504.3
66J5.2 ~4533,Ul1131)49,1)14J441.3121220.5 74306,<1
S5 64.7 5'390:1.2 R::;64 7, ~\1464;?(J. 11M, f'b. 8 70782.4
r." to.. -,'0," l ,., r." -... , ") ,.. (. ",,. .. r." ~JJI).11 J~~J~.~IJJl~6.41~48I)d,S ~~,79.J 46109.U
7120.1 {94B5.ltl10074.6130406.5111845.9 B9944.3
a:) <\(L 3 :F:~ 11 • 4 :l~!~jHI2 "! 111:~07 • <\ 1,1!1~~~9 .:i ~;m:·~?:i
nBO.6 .)Bl06.6d481l0.~1~6.\06.3UI31f1.0 f,~5,.7.0
B7,~~!.6 1J<l14;"s'~!.l.:s7H\~"l.~!BO~)l.L6 :"IM174.~j 42~i:14,B
6112.0 52951t.Ol(1B336.2j155~7.9 97076.0 57771.6
5769.1 5JOJ6.2 74612.11329S~.7117728.0 30534.(-J
:i7117 • ~j ;~9B(19, 312?;'58. 21 ~9H)3. 41 :~:!.;H(I. 1 l,9(1~? 1.2
11894\9 ~4062.0171>02J.71427B6,810751J6,6 61)220.4
7608.2 6453~.OI22797.1123362.2107260.B 45226.8
6962,8 61<157.0 67830,011)2134.J (-J0251.5 56123.5
6867.0 475ltO.012H!l00.2135700.0 91360.1 77740.1
7253.0 71)461).110701)0.1)115200.1 91JA51).1 43110.1)
623~.0 561BO.01659(10.31lt3900,(J125500.1 83810.1
71)JJ,I) 411671).0 907JI).011761)0.1102100.2 55500.1)
86B3.0 8126(1.1119Y(l0.(l142500.0128200.0 74340.0
1J:102 ",> 'J H·\:s. ~!1 n~~w , SIMla 14." DB~i~H. :1104218. <\
5530.8 29809.3 67838.010718~.3 80251.5 39331.2
6967,3 60750.512<\534.8132379.5111997,7 66752.7
...... • :.J ~ .
-~
f.:I"HHI (: I"
42-114.7
'Hn~:~.l
4'J!l~!::i. 4
It 1J27~', 5
4~jnO. 4
. :H"1:~~'. 1
~";9 71>1. 9
5B911.9
478:\0.1
49606.5
H.l72.5
5:>111. 2
~)3~!!i4 .8
4:)n~j. 4
<\4:~38.1
It7Un. !)
'\1470.1
:):~(ln. 6
:,)0:\99.0
419'7'9.8
~~jl)14. 0
48289.9
~j4~SO::;. 3
4:).1:'3.5
~~f, :!85 • 1
4610:~.6
HOH9.2
5:)97~\. :~
421)1)2.4
:):~676. B
~)9 701. 9
:U)~'85 .1
411307.6
,~ .. , ~ . -', ---~ ~ _. I _ _ _' _ _ _ .-.oJ ---.. --* -----~ -.~ ---..L--,~, _......,.. _~____ --.,_. __ ~__ _____ ___ _ _~ _._
TABLE 2.28 F·F:E-f'rW.IF.CT FUlIJ AT SUSITNA (cf~.)
i-HIIHFXE)) H'())I~OLOGY
YEAr.: OCT NOV DEC .!(IN f E'B
1 :~MWJ .4 1 LS II '7 .1 /)1'/7 .1) ,~07:t ,9 r' ")r: r:' r' ,) (. ,),) ) ,)
') Ifl026.1 6932.8 59BO.9 70n. b 7:)~\-1 , ~\ L
3 310~';2 ,,~ 1,~:S6~Ltl ,~'J8B.~) 11214. :i 71):Sb • 1\
4 44S'52.4 16289.1 9746,0 8(IM1.7 6774.5
5 201\~(L~j Un!),l ~i~!71 .1> l?02.0 49n,1
6 23895.7 9167.8 61B:~,0 12:)4.6 ~845 .1
11flR APR H~Y • 11m .JUl. flUB
~)~p,,>, 7 ~jMjh, IJ 66293,5101615,7124a39.8106431.8
,1.~~8l. ~ 7354.2 ~)~'~?'7~) c~) B2254.b1231l~.1100946.9
~)a~):~ ,I) ~)9B~) .1 4~j'l94, :SU~!~)4l. :sun21. 811MB6.1
6349.8 n9:?b 8BB40,(J130561.3125949,2 97610,0
49'79,7 b:SI)~j. ~j 511516.410BBOl.Q116731.612115Bb.7
5~H'i. 6 6412.4 58164.(J169044.8148876.5120120,(I
SFf'
;~n~H, ~!
nn1. (J
W,!07b,3
44167.7
M~!nj,~S
:);~:)04 , ;'1
7 1 'J9:!.:S, 4 II)~j21. 9 7~!'J~I. 7 617()' ~! tdl:-lO • B ,~~S~!4 • 1\ 71H:!. ~! !l2 '10:'), BI61 :i46, 11,sna 14. 61.:S1,S 11. ~j11)4~! 1 B • <I
8 41021.6 21 ~i"i',::' 14146. ~i 10600.1 8356.1 7~~~i~i .1 770!). :~ 63204.4176?1R.BI4031P.312~S12,9 8·ln~~!'i. (I 9 :')~!\S~~,S. 0 19HB,S .. S 1!),~~i!';. 3 n)~)2. 9 6~SlIb. ') fl,,> 7S .11 !I09B.6 7I)J21).5112U96,81222a~.2 'n 6 IHi • ~j :)~~O~j:~. :~ 10 30543.1 ~\~'j2R. 4 4763.4 779~; .1 t.~jt:.4, :\ 51,11~). !) t;II,t,'l.B ~6601.4110602,314~216~B13B334.3 t.79(1:~. !'i 11 2~j7~';4 , 1· ll)! tl4 • ~j 7(1)4. ,S ,S 71.~ .:i lJ~H I) • I) ~j(I~H .4 ~iB2'1 •• ~ ~)()I)td )\~ 114134,4129403,411J771.6 Sl~j,'>5,<1 12 33782.3 1 ~! CHIt. 2 13768.2 126t.9.1 1(10:~·1. 0 9:192,6 !J~~(l2, b B!'i4 ~'i6. 71 :,171!'i. ~ 13B~'~H. :'i116b()6,.:) 62504.3 1.3 2~1i):!:i, 7 1:i!) <I.L:S :-l'n~s .,~ YO~jO , 1 (dB~!. ~j ~'; !) ~'; I) , 6 b\~~S:·i) ~! ~4533,BllJ31)4Y.1)14J441.3121220.5 7'WI),'>, <I
14 ?7716.2 10754 • ~j ~B6-1.6 8610.7 n)!):~. ,~ l,O!H).1 5564.7 5'390:1.2 R!:;M 7, ~\14M;?(J. 11M, f'b. 8 70782.4 1 !') .r784.'>. ~i l.l 71) 1. ,S ~j'S~!I~.1) .S3~i1 • 1 ~j7M • b <\ I) 11) • <I ~j~j~il) • B -,"," l ,., r.'-"" ") ,.. (. "" .. r." 4,H09.11 J~~J~.~I~Jl~6,41~481)~.S ~~,79.~
16 787·16.9 10458.0 t.12,S.6 69!H.9 f,19!:1.8 tl1t.9.9 7120.1 {94B5.ltl10074.61304(16.5111845.9 B9~'''4. :i 17 :~g;~j.\ ,2 1~!31~! ,!'j <J1 ~)9 • ~i :-Ji):iO .11 74B9,-<\ . 71)<)1) • ~j Bl)<}(L 3 ;F:S 11 • -<\ :l~!~jl B2 "! 117:~07 • <I 1.1!1~~~9 • ~i 6:mU7. ~i
18 :?l.396.2 129t.;? t. fl321.9 8(1::!!!' !) 7726.1 6683.? nBO.6 .)Bl (16.6 d4B!!O. ~ 1 ~6.~06. 3 UI31f1. 0 ~~95n , (I
19 :U?:!4 .~f l~iBn, !J .l ~jl)H 1 .!) 1161) 4,~! 11 ~'i:~~! I ~~ HTn ,I) B7.'>~!. 6 Y<l14J,21J7"~'l.213051J,6 :'IMi74, ~j 42~i:H, B
20 26~·22. 5 11 OfU'" 4 7194. !i 6924,0 6163.~~ 5~,~~~. :~ bH2. (I 52951t.(ll0B336.2jI55~7,9 97076,(1 !) 77f'i. • 6 21 2';!.~fU.4 ,t,7~)9 .~s ~jO.l6. <l .~1)7<L ~! ~j~iIll • ~~ :')7~H ,,~ !n6'J.l ~)~S I)J Il • ~! 94612.11329S~.711772B.0 al)~HH, a .) ') 32817.3 16607. :! 86;B. :? 6508.7 6~'~i3. B ~j8B~~. 6 :i 7117 • ~j ~9B(l9.312?25R.21~91B3.4133310.1 l,9(1~?1. ;:.> L ...
2.~ .~271d. :! 149~!1.'J 11791). a n7Y,7 II 1\ !'j:i • :i (II'> .\ :'j ) B Mi'J" \'1 ~<l062.017I>Q2J,'J142786,BI07596.6 bI)~! 20 .,\ 24 26781. 9 lA~)~;:~. 9 8147.1 7609.2 7n6.l l,:~:l2, 6 If,BB.2 6453~.OI22797.1123362,21(J7260.B 4!in6,8 ",.:-~~()97:L 7 .l1)11~i.3 MB1.0 741H ",> tl7'\7,3 6~!9.L 7 b lJb2,8 61<137.H ,~78:iB ,I) 1 ()~! 1 a·i .:~ :N:!~H .~i :·j6123.~j .,;..J
')' li):'20.0 10400.0 9419.0 8~jS'7 ,('I 71)(14. (I 7(14f), (I 6867.0 4754(1,012S!lOO.21J5'lOO.O 9nM.1 77740.1 "'.:!
27 .H ~j~jl) ,Q 99:U ,I) tl!)!)t) .0 .S~i2'J .1) ~i6.1. 4 , I) ~'i:i,~B .1) n~i~i .1) 70<160.1107000,1)11520().1 9%~jl) .1 4WHI) .1) 28 30140.0 If;270.0 13100.0 10100.0 H9H,(1 6774.0 623~{. 0 561BO.016590(J,31lt3900.(J125500.1 8;~810.1 ~~9 ~W2~Sl) .1) 1 ~!.S:S!). I) ;I:'j~!!) .1) 697<1.1) ,~7?1 ,Q Mi91). I) 71)~S~S ,I) 'Iiltl71) ,!) 907JI).011761)1).1102100.2 !)~)~jl)!) .1) 30 36810.0 1500(),(l 9306.0 nsn.o 7~'46, 0 7032.0 86B;~. () 81260.111990(1.()142500.0128200.(J 74:HO, (I
MAX :i2.'>3\~. 0 :!1~jc}7 > ~j I ~jO~l1 • () 1~!66'J>1 11~j3:!. ~! 1)1 n I 6 !):~02 ",> 'H l·\:S. ~!I n~!w . Hll>tlH 14. 6 DB~i~H. ~111)4~ 1 B. <I tlIH 18026.1 f,799 , :i 476;~. 4 /,(171.9 4993.1 ·1910 • ., ~j5;~O. B 2()f~O!). ;~ 6/B;~S. OlO~118~.3 B(I~):l1, :, ;\9:7,;\1, ~? MEAt! 30401.0 1~!aO;', 7 :!:ill.s 79M1.9 71)jI L 7 .~~~:S~,! .:~ 119,~7, ~i 6(151).5124534.a132379.5111Y97.7 6hn)~!, 'J $
(:I'H-HI (: I.
42-114.7
'Hn~:~,l
4'J!l~!::i. 4
It 1J27~', 5
4~jno. 4
. :H·1:~~'. 1
~';9 71)1. 9
5B911.9
4'7S:\0 .1
49606.5
H.l72.5
5:>111. 2
~)3~!!i4 .8
4!)n~j. 4
<\4:~38.1
It71l<n. !)
'\1470.1
!):~on. 6
:')1):\99.0
419'7'9.8
~~jl)14. 0
48289.9
~j4~SO::;. 3
4!).1:'3.5
~~f, :!85 • 1
4610:~.6
HI)B9.2
5!)97~'. ;~
421)1)2.4
:):~6'l6. B
~)9 701. 9
:U)~'85 .1
~H307.6
'---L-L ~--'"'----------'--/ -'>--.---~ ~~-~ ~~--:-::... "~------,:::,-~-~ ~~,.:.
TABLE 2.29 F'OST-f'RD.lfCT FI. nw fir Sll~;XTNA (ef!;)
~lt\lMI~' M,ONE : CASE C
YEAR
1
') ....
3
Jj
5
6
7
8
9
10
t 1
12
13
14
15
16
17
18
19
20
21
22
23
24 ").-"",.)
26
27
:,~8
29
~50
MAX
!-lIN
, ~i'~J:.:AN f
~ '---
OCT NOV llEf: JAN FEB I~M': (':PR liM' JUN JUL fillB BF-f'
27914.1 111999.0 1631~.4 14962.4 13572.0 12938.4 12360.5 63270.1 90037.51103lJ.a 7U551.8 40311.8
20567.9 12466.2 12790~7 Il455.5 12911.9 12230.0 11726.3 55496.8 68572.'108155.6 93276.9 61531.0
33542.6 24351.8 17104.9 17164.8 15J52.9 IJ364.7 12690.7 46404.6111776.2120008.1107266.1 76896.3
46936.0 24283.0 19862.4 16959.2 J5091.0 13061.5 14696.2 8517R.4114051.111J154~B 89000.0 39197.7
21640.9 16U21.115330.U 16092.5 13309.6 12491.4 13009.1 55100.9 94366.5104J38.8114496.7 62655.3
25720.5 14362.8 16299.4 J6145.1 14161.6 12927.3 13116.0 56704.8J49338.0131930.2110646.1 48514.2
23441.1 10515.9 17411.1 15069.7 15147.3 IJ836.1 IJ805.8 79032.6143262.7151802.0122521.5 99291.0
4539'.1 29~41.5 24262~7 19490.6 16672.6 141164.8 14408.9 60a2H.91~8067.21251j7.0116272.9 80~3a.o
56206.5 27000.6 20751.7 16443.4 L47()3)4 14190)5 14902.2 67166.9 95762.6107233.2 89068.5 5462 •• 6
32607.0 14311;6 1r4~O.B 166H5.6 140110.8 13177.2 13171.4 53429.3 97110.913~504.6123363.1 6?826.9
29324.6 10150.4 17121.0 15606.8 14626.5 13163.1 12533.2 46599.3 75771.4114710.2102J01.6 70355.4
34215.7 20908.1 23884.6 21559.6 18350.5 16704.3 16506.2 81935.1134234.3123876.1106596.5 ~H4J4.3
30441.4 21037,3 19093.0 17940.6 14499.0 13462,3 13338.8 51262.6143930.8127577.011233714 69346.2
31286.7 18748.5 18981.0 J7561.2 16170.1 13~69.8 12268.3 50215.4 69913.912716R.6 98183 4 67762.4
31175.2 11695.6 15742.4 15241.6 14079.1 12422.1 12234.4 37290.5128638.0109743.1 87837.5 45938.8
29746.8 14625.6 12594.5 15649.4 14512.3 13601.6 13823.7 46231.0 93B2~.412033R.0102725.9 04100.4
40123.7 20306.5 19275.7 Ih921.J 15905.1 14602.2 14751.9 50~76.2105719.5106009.010089~J 61~J7.3
28848.7 10265.2 f4B06.6 16919.0 16042.6 14194.9 13984.2 54693.211700~.7jI9B69.2127402.4 04607.6
41215.0 2J066.7 25197.4 20494.7 19949.7 16283.7 1546b.2 90702.7119919.0114136.2 81704.5 42869.3
2R632.J 16062.5 13694.5 13676.5 144BO.0 130~7.0 12815.6 5~?70.9 9561R.910430A.6 92754.0 57295.6
26103.2 12501.8 12J63.3 12768.4 11399.4 11726.5 10603,7 48927.9 85195.7119321.3109748.0 a07~J,0
35020.7 20901.0 14824.B 12717.9 11H9~.5 11780.3 10796.9 3~453.9 99812.2122995.7114549.1 :3881.2
35644.3 22915.0 10907.2 10270.2 16774.3 14157.5 IJ593.5 70306.915BI95.6127708.8100306.6 57120.4
28177.7 19464.5 18263.5 16499.7 15793,2 13824.3 14391.8 62505.9103911.4111596.2 98970.8 15452.8
23699,' 15JJ1.8 12771.6 IJ706.9 12695.61J305.4 IJ666.4 50011.1 57116.9 90867.2 76031.5 5J173.5
22332.3 15709.3 15953.7 14655.4 13052.3 12543.6 11394.B 41214.5109980.7119060.7 85270.1 70730.1
J3621,~ 17927.0 16116.~ 15~19.5 IJ930.5 12H79.1 13156.6 ~7400.4 Y1970.310217~.1 71850.1 50077.5
32994.~ 22971.4 19089.5 15887.2 13939.5 132~6.3 12936.6 53165.2146991.61?89J8.11iR260.1 80470.1
33123.2 19172.7 176~5.4 15861.5 150H7)5 141'}1.7 13736.6 45309.0 70496.110J823.3 97710.2 56193.0
38917.9 19739.0 15744.1 14901.8 1~197.~ 12400.7 13044.1 77200.7102118.0125330.3119740.0 72P70.0
56206.5 29541.5 25197.~ 21559.6 19848.7 16704.3 16506.2 90102.7158195.6151802.0127402.4 99299.0
20567.9 12~66.2 11420.8 12747.9 11399.4 11726.5 10608.9 32453.9 5791~.9 90067.2 76031.5 38197.7
32723.0 19JJ1.1 17115,8 16150.7 147J2.8 IJ511.6 13324.0 57930.7108050.0117425.510J257.1 6J2~2.5
'" ~ --...:. 'l, ... , .
~ L.....:
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--...-:-----'--------~ ..
MIN IJf.ll.
~3:)58.5
40508.4
~9H68.4
49~jt.9.6
4:'jn3.8
51 O~j~j.::\
~j9.\97 .5
5BS' 11. 8
48~j15. 7
1U9~~().8
~44~~8.9
::;::;020. (I
~)~~() i' 1. 5
-1~.425. 8
4:'j()06.8
47034.4
48094.7
5~·1\4B.9
~H~!<l2. a
-1292B .1
4~j;S70. 0
"6:!~!(I. ~!
~)4 709.5
4!)9B:L (l
:~ 11)'24.2
4449fL 1
44217.5
5~l12;,.2
n~fl6.2
52422.5
~;9h97. 5
37021.2
48:~1l.2
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TABLE 2.29 F'OST-f'RD.lfCT FI. nw fir Sll~;XTNA (ef!;)
~lt\lMI~' M,ONE : CASE C
YEAR OCT NOV llEf: JAN FEB
1 27:-11 4.J. 1fI991J.H Ib3L~. 4 149\~2.4 1 =s~)n. I)
') .... 20567.9 1 ;1·'6,'>.~! lV90.7 1;\455.5 12911.9
3 .B~j'12 > '" 24:S~jl.H 17104.9 17164.8 :l.~j;S~j2, 9
Jj 4693b.O 242B;~c() 19862.1 169~)9 .2 Jfo091.0
5 21641). a l\~U21 .1 . 1 ~j3aH.0 lb092 .~j 1 ;S309 ,,)
6 25720.5 1436~!,a 16299.4 ~ 614!).t 14161.6
7 :!:144 J.. 1 1H~i1~j. 9 17411 .1 1~)l),S'J. 7 1~'i1117 .~
8 4~39/.1 29;'41.S 24?62.7 19490.b 166n.6
9 :')6206, ~j 27UUO •• S ~!1)7~H.7 J,b'14~L '1 J.'I7()~~. "
10 32607.0 14311 ;6 11'4~O.B lb6H~i.b HUBO. B
t 1 29~i~!4 > /, IHl~W"1 171~!1.0 1 fi61)6. H 1 <It)~?6. fi
12 3'1215.7 20908.1 23B84.b 21 ::;!)S' ,f, 18:~~iO. 5
13 :)OH1.4 ~! 11):$7 , :i l\)t)?,~. I) 17941),6 1 H<JY ,I)
14 31286.7 1874fL !) :1 H~'al,(1 J7561.2 11.170.1
15 :vn. 7~j, 2 1 <N) ?~) ,,~ :l ~j7 4~! • 4 1~j241 .. s 140i'H.l
16 29746.8 14t,~~~';. 6 l2~i1J4 .~; 15649.4 14512.3
17 40U.L 7 21):SI)6. ~j In7:'.7 lh921.;i 1 ~jf) t) :") > 'J
18 28848.7 lI~:n!). 2 f4B06.6 16919.0 It.042.6
19 41~!'i~j.O nH1>6.7 2~i1 <17.4 2()494.7 l. YH'\(o) > 7
20 2Rtl:~2 t 3 1 b()6~!. ~; 13694.5 13676.5 H~HO,. (I
21 2,c,wa.2 12:")HJ .n 1~!163.:~ 12U,B.4 lU~19.4
22 35020.7 2MM .• O 14824. B 12717.9 J 189:L:j
23 3~oi,So44 .3 n9J.:'i.iI HI,}()? ~! 1 H~!'l() • '2 :l6774,({
24 28177.7 19464.5 1f~;~6:i. 5 lM9').7 :i:57n,2
,")1-"",.) ;1.~b9'J > 1 l~:i.LH .H 1~?771.6 Di'tM.9 1 ~!lInj ,,~ .
26 22332,3 1570fJ. :~ 1 ~J9:);~. 7 146:)~). " 13052.3
27 :~~iiS ~.!;' I I) 17?:!? • t) :161.16. ~ 1 ~j 419 > ~j 1 :oS9~S(). ~i
:o~8 32,'1'4. :! 229i'l.4 19(;B'i.5 15887.2 nn9.::;
29 J:H2~L 2 19112.7 11/1-1:L 4 1 ~jab/l • ~i 1 ~jl)H 7 ) ~j
~50 38917.9 19n9.(1 1 !'i;'4".1 14901.8 1:H97.1
MAX !'~ ,) ~! ().S • :'j ~!<J~:i" 1 .~:i ~!~j197. ~ ~!l~:i~jl). 6 1 'JH"18 • 7
HIN 205t.7.9 1~?o1MII2 11420.8 12747.9 lU99. ,~
~ f .. '0 AN
f
;~~~n3.1) 19:I:H .1 ,l'lU~j.a 11> l~HI. 7 H7~i~! .H
, '" ~ '--------.:. L.ii L...: .,'r)
I~M': (':PR liM' JUN JUL fillB HEf' MIN IJf.ll.
12BS8.4 In,,>() >~j \~:S270 .1 9t)1)37 • ~H 103 LJ. a 'JU~j!i1 > a 40;~11.B 43:')58.5
122JO. (I l1n6,;i :)!)4')6,8 6B~Jn,11001!m,6 n'J.76,~' l,l!'i:U I (I 40508.4
D:-I,~l), 7 1 ~!,~HU, 7 46404.6111776.2120008.1107266.1 7Mn6.:i 49H68.4
1 :WI,l,!5 J.It 69/" 2 8517R.4114051.111J154~B B900(I.O :~Bl'17, 7 "'9~jt.9.b
12'}91.4 I:S0t)'J .1 ~mlHB.'J 943AA.5104J3B.81144H6.7 ,S26!j:'j .:i 4:'jn3.8
1 :!SV • :i B1l6.0 56704.8J4933B.013193H.2110646.1 <1£1514.2 51 O~j~j. 3
Ufl;I,~ .1 l:WU:, > 8 79032.6143262.7151802.0122521.5 99~!9'J .1) ~j9.~97 .5
14BM.ti 14408.9 60a2H.91~8067c21251j7.0116272.9 80nfl.O 5BS' 11. 8
1.41 VI), ~j 14fll)2.2 671MII'J 9~j7 ()2. 61 \)7~!S3 .1-891MB .~j ~j·1h~!4°. tJ 4B~j15. 7
13177.2 1317' .4 5:H:?I). :$ 97110.913~504.6123363.1 6~'fl;~6. 9 4 Ul)~~(). 8
Ulb,~ .1 1 ni~:~.~! '1l)~il)l) .:~ 75771.4114710.2102JU1.6 70;m~j. 4 ~44:~8.9
16704.3 16~o;06.2 01935.1134234.3123876.1106596.5 !'jH4:H.3 ::;::;020. (I
n'162,3 1 ~S~i~H1. H :~1 :!:)~' 61. 4:S'J:it). a 1. ~!7~i77. 0 112:~:i? 14 69:i4/h ~! ~i:~t) i' 1. 5
D~i69. B l22MI.:~ ~011~.4 19913.912716R.6 98183 4 1,77()2.4 -1~,425. 8
l. ~~4:~2 d 1 :~2;S-1 • .., J7291).5128bJH.l)109743,l 879J9,5 "'~jfl3a. a 4:")1)06. a
nt,lll. (, l:~Hn. 7 46231.(1 93B2~.412033R.0102725,9 U41(1(1.4 47034.4
l'}M2.~! l<}7~H .'J riO 47 1>. ~! 11)~j719 • ~j 1 IMOO\).l) 1 I)IlH9'i\\ J .H4.n.3 48094.7
1-1194.9 n9B4.2 54693.211700~.7jI9B69.2127402.4 B46(17.6 5~·1\4B.9
U;~!8:i) 7 1.~j4b,~>~! 9t)702.i'IJ9919.1)11413b.2 BI704.:1 4~!RM! .a ~H~!42. a
1 :H1'17 • (I "2815.6 50:710.9 9~';6/B I 91 (l4:~(I(. ,6 927!i4.0 57295.6 -12Y2B .1
11 n6. ~j 1 I)l> I) (1 ,9 4B9~!7 .'1 05195.7119321.3109748.0 S07.6J.U ~~j;S70. 0
U'lH0.3 10796~9 ~q4:):i. ~' 99812.2122995.7114549.1 -':~881.2 46:!~!(I.~!
.l <\1 ~j 7 , rj 1 ;S~·i9(l) ~i 70JOb.915B195.A127708.S10030b.6 :;7120. '1 ~j4 7()9. 5
nH;~4. 3 14391.8 62505.9103911.4111591..2 9B970.8 4 ~)J. :'i2 .!~ 4!'iIJB:L 0
l:Wi):o·i. ~ D6M).4 ~mt) 11 ) 1 rj7</l,S. I) 1(Hlb7. ,~ 7 fit> 3 A • ~j :i:S1 n.~) :~ 11)'24.2
1254].6 lU94.B 41214.5109980.7119060.7 8~:i270. 1 i'Onn.l 4449fL 1
1. ~!B7'i, 7 ',;S'i~ib • 6 ,~74(HI.I\ <]l97(). :H()~!ln.l <J Hi~:it) .1 :3007'J .~) 44217.5
B~!:~b. :~ D)'U),6 53165.2146991.61?B9JB.l1iR260.1 B0470.J 5~l12;,.2
.tH01.? un6.6 l}~U09 • I) 7 a 4 I) b • (11 () ~s fJ 2:~ • 3 !J771t).~! 5.~19.L t) n~fl6.2
1 :~40(l. 7 B044 I 1 77200.710211B,0125330.J119740.P nlll(l.O 52422.5
16704.3 1 Mil) 6 .~! 90702.715Bl?5.A151802.0127402.4 'J'J<~99 .1) ~i9697, 5
1172[" !'i 1(lt.o8.9 3245:L 9 !'i'l1J 1.4.9 9(lf~6/. ~? n(l:H. !, :~a197. 7 37024.2
D~jJ.1.6 l~S~~!". \) 5793H.710H050.0117425.510J257.1 6:i~~,S~! • ~j 4S:U1.2
----..J "---.0 '----..: ~ --
:.i:;''' .~ ,--,L --.:,-----2=_-""': -d ,.~---c---.!=,~_-," ~~-:-J ~~~.~ ,~-=-~ ____ -J-J
TABLE 2.30 I1fJNHIL.Y MAXIMUU, IHN1I111l'ls f.l!~JJ I'1FAN FLOlolS AT ·HIJlH)I-IH~F.
"
HOtHU PI) BT ,··p:·m.JECT
F'F:E-f'r~OJF.CT loIATANA (·II.flNF. ~l(l TANA/IIFV ll. C ('II'! YOI-!
Mr;X IHN , !1EAN l-lAX MIN Hf:i~N i-IAX I1IH HEAt'1
OCT 18555.0 91\16.0 1:~ 7~) 1\ , n :~:i'l69.::i 1. ?833. f) 16(1"/ (; , "l :·~:i ::;:U" 9 :t:H -1:l , t, 1 :'iBt.B, "7
NOV <? 0 ~~ 2 > I) .3 fJ"7H > <) :'if)4:LB 1 /02l> > 0 <J .1\ ~;j ~I > :to ~. '~~:1 b l a> 2 ~.1.>'i~!6 > H . 9~7~):·~ > (, l :~91) 8.4
DEC 613S>.0 :a:~4. 0 4:?Hl. :'j :I. I, ::' :':i!) • 4 S'"! ;.18. () ~. :H12:? , II :i. bOOS'. 1 S'989.0 1:i,'iOH,6
JAN 1l7:W > () ~~~j() 7> I) :~ ~~j 1 :~ • B ~. 3 \" ~! 'i" ;-~~; SI:lBi, ::s J.:li'tn,/ :I. t\ .~~~~! > a 9:18:~ > l J. :!~"jl, 9 .7
FEB :~ 986.0 1731.0 :?'S'-'\(I, :-:l ? :~ (;:~ • ~.j 8052.0 lO.';01,-1 :i. :~40:~, ~j B 13:~, 'J' :t.:i. IH B • 5
MAR 38YB. t) 2()1 ~5 • t) :!b2B ,"} :t.1l}O,,?} l 'i '} ~.~ , ~:i ':lao "7 > '} 1 ~!~·jt)H .1) HO:~:) ,Co} J.()722.~:i
(I F' r.: :j 109,0 2025.0 :11 -1:~ .'1) UHl?6 :If,",,9.-~ '1'::;0(1. () :i ::~::~ HL 4 n',OB • .1\ 9820.8
r1AY ~'i () ~~ O~! , t) H\~'\!:; .l) 2~1Jt)9 > 9 -16(;.1\0,,' ~. () :~ 9 <1 , :~ :~ 'la9B >~! 1\ ~·!29 7 , .~ :l O:B8, t) ~!.~~! 17 .~;
JUN :111073.0 :~ S'31 :\ • ° f,/l49~j. B B,',:··.iB·1 • f, 30S'48.0 4nOl:i.1 ·,:1:/ Ii B ! 2 :W~:,",7 • ~·i -16:~:~2. 3
JUL ~:l():o;69 • t) ':\B~jf,:') > t) ,~:5~!H~1 • ~ 6:~~·j:··ifl • <\ :~ "7 :~ :.! :·s > ? ,w::s:-s··\ >.1\ f, t) :-=; b"} > ~'i ;~\.,9~·i6 > t) .1\ j,I>22 .6
AUG 1";21'47.0 '1::>118.0 f,6~):tO.~! ·r? H:11 •• ~ 3/7:;~8. 0 ·'?7f,l),b f,::;:H n, 8 :~Tl:;>R. 0 4"7:\~il\.4
SEf' :):5 7()~~, () ~. H~jt)~! > t) ;1:~b~j,S • () .'1 ?H:·j<1,:t. ~. ':n, 7~. , :.) 291M,,7 44<)97> !) 209~!1 ,t) 29790.7
AflttlMi. ::>7588.4 179::'0,-/ ~~:~ 5 ~.! ~j • (~, :U~;,F.::~ .9 18879.7 : .. ~:~~)~.I(l ,:~ :U.::iHH, -1 19061L f, :~:~ ~'j:~ H • 0
$
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TABLE 2.30 I1fJNTHL.Y MAXIMUU, I'j :c N 111lJ 1'1 s (.,!~ JJ I'1FAN FLOlolS AT ·H IJl~ HI-!:( N F. .'
HOtHU PIlBT···p:·m.JECT
F'F:E-f'r~OJF.CT loIATANA (·11. fJ N F. ~l(l TANA/IIFV 11. C("HYOI-!
Mr;X IHN , !1EAN l-lAX MIN Hf:i~N i-IAX I1IH HEAt·1
OCT 18555.0 91\:l6.0 :l:~ 7~) 1\ , n :~:ill69.::i 1. ?833. f) 16(1"/ (; , "l :·~:i ::;:U" 9 :t:H -1:l , t, 1 :'iBt.B, "7
NOV <? 0 ~~ 2 > I) .3 fJ"7H > <) :'if)4:LB 1 /02l> > 0 <J .1\ ~;j ~I > :to ~. '~~:1 b l a> 2 ~.1.>'i~!6 > H 9~7~):'~ > (, 1 :~94 8.4
DEC 613S>.0 :a:~4. 0 4:?Hl. :'j :I. I, ::' :=:i ~ • 4 S'"! ;.18. () ~. :H12:? , II :i. bOOS'. 1 S'989.0 :l:i,'iOH,6
JAN 1l7:W > () ~~~j() 7> I) :~ ~~j 1 :~ • B ~. 3 \" ~! 'i"l ;-~~; SI:lBi, ::s J.1i'tn, '7 :I. t\ .~~~~! > a 9:18:~ > l J. :!~"jl, 9 .7
FEB :~ 986.0 1731.0 :?'S'-'\(I, :-:l ? :~ (;:~ • ~'j 8052.0 10.';01,'"' :i. :~40:~, ~j B 13:~, 'J' :l:i.IH B. 5
MAR 38YB. t) 2()1 ~5 • t) :!b2B ,"J :t.1l}O,-?} l 'i '} ~.~ • ~:i ':lao "7 > '} :t. ~!~'jt)H .1) HO:~:) ,,} J.()722.~:i
(I F' r.: :j 109,0 2025.0 :11 -1:~ .'1) :1.:tH1?6 :If,",,9.-~ '1'::;0(1, () :i :,!:,! HL 4 7:"',08 • .1\ 9820.8
r1AY ~'i () ~~ o:! , t) H\~'\!:; .l) 2~1Jt)9 > 9 -16b40. " ~. () :~ 9 <1 • :~ :~ 'la9B >~! 1\ ~·!29 7 , .~ :t. O:B8. t) ~!.~~! 17 .~;
JUN :111073.0 :~ S'311 .0 f,/l49~j. B B,',:··.iB·1 • f, 30S'48.0 4nO:l:i.1 ',:1:/ Ii B ! 2 :W~:",7 • ~'i -16:~:~2. 3
JUL ~:l():o;69 • t) ':\B~jf,:') > t) ,~:5~!H~1 • ~ 6:~~'j:"ifl • <\ :~ "7 :~ :.! :·s > ? 4mS:-S·<\ >.1\ f, t) :-=; b"J > ~'j ;~\.,9~·i6 > t) 4 j,I>22 .6
AUG 1";21'47.0 '1::>118.0 f,6~):lO.~! '/:?H:11 .. ~ 3/7;;~8. 0 ·'"{7f,l),b f,::;:H n. 8 :~Tl:;>R. 0 4"7j~il\.4
SEf' :):5 7()~~. () ~. H~jt)~! > t) ;1:!b~j,S • () .'1 ?H~'j<1 , :t. ~. ':n, 7~. • ~'j 29:t.M'.7 44<)9"7 >!) 209~!1 ,t) 29790.7
AfltHMi. ::>7588.4 1 79:=:;0,"/ ~~:~ 5 ~.! ~j • (~, ;U~;,F.::~ .9 18879.7 : .. ~:~~)~.I(l ,:~ :U.::iHH, -1 :l9061L f, :~:~ ~'j:~ H • 0
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HIBLE 2. ~~ 1 UONTHI. Y 11f1X HillN, I'II N HlII!1 r (;I·W "'E('l1'~ FI. DMS AT SlIfil nu~
HIHHH POBT·-PRO)ECT
PRE-PROJECT WATANA ALONF 1U-ITANA/flFV 11. C(·IIn'nN
11i~X MIN MEAN MAX MIN MEnN MAX MIN MEAN
OCT ~;2,~,3\S. 0 l.8026.1· ~H)40:l. • () !!/ I, : .. ! (,/-, • :::; 2()~67.9 3:n ;~:~. (I !)!) ~ (), , (l ;,)O~'?(S ./-, 3?514.9
NO!,.I :n ~j';:1 • ~j ,£'799 • ~~ l~!lN'. -; :~ '1 !'j o4~. • ~'j :J. :!,<},£',£'. ~ l.<J:nl.l ~~!):I.':I. .:~ l. 2'17:~ • <J l'79:1.~.3
DEC 15081.0 4763.4 H~{l:1..B :~!'j :i, In • 1\ 1:ltl20.8 1 ~/1 :I.!'.J • H 2~) "/ I,:~ ( :l 11" :3:?, ~~ l"/0:t.8
,J(~N 12.£,.1;)9,1 ,£,!)71.9 :19Mi .9 :!~. !:;~'j9. b ~,:~-;"'J.<J ~,(.,:I. ~Hl.1 ~~~~26 ... ~ ) 9 :1.2763.0 :t.7024.7
FEB 11532.2 4993.1 707:t.7 :I. ';'B4B. '7 11:~9'1'.tl :t ·173;! I B :?'(ll):~:"'. :I. :I:i.<1~?7,~~ 1~i949.8
UAR 'i'~,,):':~,6 <\ 'n 0 .4 ,£,~~~;"~ • :'~ :1. /;? () 1 , ,3 ~. 1 ? :.~ \~ t ~'j 'l ~S!'H ,l ,,~ :I.79B6,8 :l.L£,YS',t) :I..~ 4~!.~ • 2
AF'F: '1802.t, !'j~'j~~0 .8 6'1'(;.7. :3 :I ('~:J(lf-, ,;.' :I. (If:,O 8.9 1 :~321! • 0 :t I:.'l :l :~ • (l :t()I-.~:/~.9 13c'.4"1.7
MfH 9·H I):;;':! ~!<JHt)9 .3 bt) niO • ~j 'i'!)70~:~ • "J . ~~?iJ!):l,;. !.) 579~SB • '1 (,I ('l (; l~) >;~ :~:~6~~.-!,) ~~ ~'jb2~'j8. 1
JUN 17t.?1f.1.8 ~7838.0 124534.8 l5H:l.9~./; ~) '1 ". 1,', • 9 1 0 8 O!:i (I • () :t!:; '7 ,} '1 ~ , :I. ::;'lOH(l I 3, l06371.2
JUI.. lbAH:t~.b It)21H4.3 :t32319.5 :tS1Ht)2.0 9 t)(-I b -; .:! l:t -; ," ~! ~ j • ~j :t .<l( H·I :t:{ • l. 9c):t<J1.~! U,£"13.7
AUG :l :~fJ:n4 • 3 8()2~1.~'j 1:tl.997.7 l274(J:~.4 ? I, (i:H .:';i 1 0325 I' • :t :t.:! 0'/ (I') • 4 'N,O:H • ~j 102(;,41. 9
SEF' l.(H~!l A. 4 :i)9:~:~:I. .~! 6,~ni~~ • S' ~'9~~9~) > () :~H,l9},7 'S ~S ~~ II~! • ~j ,I, !) t\ :! Ul , 1\ :HH 97.7 ,£,~Hl87 .6
ANNII(~I. ~:/'i'7() 1.9 :";,£'285.1 ·18307. t. I": (\ l. (\") I": d) \1 11 , d 37024.2 41'}~H:t ,2 ::; I,' 7 o:t, , 9 :~I,'lIM,c'. 48320.0
t
4
. ;'C?', L--
__ L ;;::--------'
HIBLE 2. ~~ 1 UONTHI. Y 11f1X HillN, I'II N HlII!1 r (;I·W "'E('l1'~ FI. DMS AT SlIfil nu~
HIHHH
11i~X
OCT ~;2,~,3\S. 0
NO!,.I :n ~j';:1 • ~j
DEC 15081.0
,J(~N 12.£,.1;)9,1
FEB 11532.2
UAR 'i'~,'):':~.6
AF'F: '1802.t,
MfH 9·H I):;;':!
JUN 17t,?1f.1.8
JUI.. lbtW:t·1 .. £'
AUG :l :~fJ:~:q . 3
SEF' 1. (H~~"8 • 4
ANNII(~I. ~;,'i'7() 1.9
t
pr~ E _. F'f~OJEr. T
IHN I'IEAN
l.8026.1·
,£'799 • ~~
4763.4
,£,071.Y
4993.1
4'l:t.O.4
!'j~'j~~0 .8
~!<JHt)9 .3
r,7838.0
:I. <)~! UH >:~
8()2~1 • ~'j
:i)9:~:~:I. >~!
:";,£'285.1
, .
'------
~H)40:l. • ()
l~!lN'. ;
H~{l:1..B
:1YMi .9
707:t.7
,£,~~~;"~ • :'~
6'1'(;.7. :3
bt) niO • ~j
12.1\534.8
:t.~~!:~ JlJ • ::j
1U997.7
6,~ni~~ ,S'
·18307. t,
POBT·-PRO)ECT
lUi TAN A A LON F 1U-ITANA/flFV 11. C(·IIn'nN
MAX MIN MEnN MAX MIN MEAN
!:, I, : .. ! (,/-, • :::; 2()~67.9 3:n ;~:~. (I !)!) -1 (), , (l ;,)O~'?(S ./-, 3;:>514.9
:~ '1 !'j o4~. • ~'j :J. :!,<},£',£'. ~ l.<J:nl.l ~~!):I.':I. .:~ l. 2'17:~ • <J l'79:1.~.3
:~!'j :i, In • 1\ 1:ltl20.8 1 ~/1 :I.!'.J • H 2~) "/ I,:~ ( :l 11" :3:?, ~~ 1"/0:t.8
:!~. !:;~'j9. b ~,:~-;"'J.<J ~,(.,:I. ~Hl.1 ~~~~26 ... ~ ) 9 :1.2763.0 :t.7024.7
:I. 1;'B4B. '7 11:~9'1'.tl :t ·173;! I B :?'(ll):~:"'. :I. :I:i.o1~?7,~~ 1~i949.8
:1. Ii? () 1 , ,3 ~. 1 ? :.~ \~ t ~'j 'l ~S!'H ,l ,,~ :I.79B6,8 :l.L£,YS'.t) :I..~ 4~!,~ • 2
:I ('~:J(lf-, ,;.' :I. (If:,O 8.9 1 :~321! • 0 :t I:.'l :l :~ • (l :t()I-.~:,~.9 13c'.4"1.7
'i'!)70~:! , "J . ~~?iJ!):l,; >!.) 579~SB > '1 (,I ('l (; l~) ,;~ :~:~6~~.-!,) ~~ ~'jb2~'j8. 1
1 !Hl:l. 9::j. ,t., ~)'J '1' 1 I', • 9 1080::;(1. () :t !:; '7 ,} 'l ~ , :I. ::;'lOH(l I 3, 106371.2
:t~lat):~ ,0. Y!)(-lb;, :! l:t -; ," ~! ~ j • ~j :t -<l(H-I:t:{ , l. 9C):t<Jl,~! U,£"13.7
1274(J:~. 4 ?!,(i:H .:';i 103257.:t :t.:! 0'/ (II) • 4 'N,O:H • ~j 102(;,41 .9
~'9~~9~) > () :~H,lY},7 IS ;s :.~ b ~~ > ~j ,I, !) t\ :! Ul , 1\ :HH 97,7 ,£,~Hl87 .6
I": (\ l. (\") I": d) \1 11 , d 37024.2 41'}~H:t ,2 ::; 1)'70:1, • 9 :~1,7IM,c'. 48320.0
4
r-~--i~1~ ~ ,-> :~~ '-.=-
TABLE 2.32 F'RE-PF:OJECT FI. 0\,1 AT ~J(.:T(.:N{, (dH)
1-10 D X F l nJ Il'{ J)ROL 0 G '(
YEAr~
1
" ..
3
4
5
6
7
8
9
10
11
12
13
14
1 .. --,
16
17
18
19
20
21
' . .., "-,
23
24
',0::-.:...J
;!6
27
2U
29
30
31
:~~
MAX
MIN
ilF.MI
OCT NOV DEC JAN
4719.9 2083.A 1163.9 815.1
3299.1 1107.3 906.2 B08.0
4572.9 2170,1 1501.0 1274.5
6285.7 2/56.8 1281.2 B18.9
4218.9 1519,A 1183.8 1087.8
3859.2 2051,1 1549.5 138R.3
4102.3 1589.1 1039.6 816;9
4208.0 2276.6 1707.0 1373.0
6031,9 2935,9 2258.5 1480.6
3668;0 1729.5 1115.1 1081.0
5165.5 2213.5 1672,3, 1400.4
6049.3 2327.B 1~73,2 177Y,9
4637.6 2263.4 1760.41608.9
5560.1 2~08.9 1708,9 1308.9
!HH7.1 UWJ, 1 1.l94, 7 H~j~~.O
4759.4 7368.2.1070.3 863.0
5221.2 1565.3 1203.6 1060.4
3269.8. 1?02,2 1121.6 1102.2
4019.0 1934.3 1704.2 1617.6
3447.0 1~67.0 1073.0 884.0
2403,1 1020.7 709,3 636.2
3768.0 2496.4 1687.4 109J.l
4979,1 2597.0 1957,4 1670.9
4301.2 1977.9 1246.5 1031,5
3056.5 1354,7 731,6 78A.4
30B8.8 1~7~.4 1276,7 1215,8
5679,1 IA01,1 876.2 7~7.H
2973.5 1926.7 1687.5 13~8.7
5793,9 2645,3 1977.71577.9
3773.9 1944.9 1312.6 1136.8
6150.0 3525,0 2032.0 1470.0
6458.0 3297.0 1385.0 1147.0
64~H.0 3525.0 225R.5 1779,9
2"03.1 1(170.9 709.3 ld6.?
4~; ~~ 2 • 9 :~ c) ~"j <J d H 14 • II 11.~ ~L !'j
Ff.S
,)41.7
673.0
fl4L t)
611,7
ao,~, 1
1 ()~)O. !)
n'j4.H
1:1.89.0
11)41,/
lI49.0
l1~HLY
1 ;~04. R
1~!~)7,·1
1184.7
7Bl,(-,
772.7
9114,7
1(,:H .3
1 ~'j,I)t) ,4
7-18.0
,~02, 1
'n7.4
14'Jl.4
10(lO.:~
Mi9.Y
1110.3
H,~.~!
l.~:!02. 9
1 ~!,() 7.7
1055.4
L!~{,~, ()
. ~'71, (I
1 ~jt.t) • 4
f,(,:? • 1
YB.L .~
,~
~I{)R
569.1
619.8
735.,
670.7
633.2
HP6.f
694,4
935.0
973.5
694.0
961.1
1331.0
U76.8
Bll:{. I-,
~j7~j ) ~~
80"1 • :~
IJ(·I·L7
8119. !"
1 ~j,)1) • 'I
6H~" 0
6~!4 ..l
71 "7.1
1 :~6,) • I)
Sn.9
627 ,:~
1()41.4
6 /}!).7
lll0.8
1 ~!~j6, 1
1101.2
1177.1)
BBS'. (I
1560.4
569.1
898.J
:~
M'R H(iY JUN .11 IL
~ ,
r:IJB
'.......--..
.l
REF'
(81),1 11635,9 16432,1 19193.4 16113.6 7320.4
1:r,02.:? u.6'I~'''~ 18!)17.9 H'786,b 164·"7l~.0 1nO:L~:i
303.9 4216,5 25773.4 22110,9 17356.3 11571.0
13112.0 15037.7 21469.8 l7355.3 166111,6 11513.5
942,6 11696.9 19476.7 1698J.6 20420,6 1165.5
940.8 .17HI.1 ?1IHH.4 ~!;~7117.9 ;!;l!);~7.(1 I:H47.8
719.3 129S3.3 27171.8 25931.3 19153.4 13194.~
945.1. 1017~.2 2~27~.0 19940.9 17317,7 14841.1
1265.4 9957,9 22017,H 19752.7 18343.4 5979,7
885.7 10140.6 18329.6 2(1493.1 2J940.4 12466.9
1069.9 13044,2 1323J.4 1950A,l 19323,1 16085.6
1965.0 13637,9 2~784.1 19839.B lY490,2 10146.2
1457.4 11JJ3.5 36017.1 23443.7 19037.1 12746.2
776.6 152~Y.2 2066~.4 28767.4 21(111.4 10HOQ.0
609,2 J5711.8 42341,9 20082.8 14048,2 7524.2
1232.4 1096~.0 21?13.0 232~5.9 17394.1 16225,6
1338,4 7094.1 25939,6 1~153.5 17390.9 1214.1
9~9,7 1255S.5 74711.9 11987.3 26104.5 13672.9
1576,7 12826.7 25704,0 22082.8 14147,5 7163.6
8~O.O 7~~2.0 17~()9,0 )5871.0 14078.0 8150.0
986.4 95J6.4 14397,0 10410.1 162A3.8 722".1
813.7 2857.2 27612.B 2112~.4 27446,6 12188.9
1305.4 15973.1 27429.3 19820.3 1750~.5 10955,7
91·1.1 nBi'.(I ~!.:~H:)'J.:~ If.3!ll.1 180H.7 8('S'9.7
fl71 • 'J 1 :~BWJ .!) H 7(N)\1 l~j'n 1 ,9 1 :S~):!.L 7 9i'fl6 • :~
1211.2 11672.2 266HY,2 2343(1.41~126.6 13075.3
10!'j'j.[1 fl<J.1(-l,B 1999·j',O 1701!).:~ la39.L~j ~j7J.l.~j
1203.4 8569.4 3l35'.8 19707,3 16007.3 10613.1
1408,4 11231,5 17277.2 111395.2 13412.1 7132,6
1317.9 12369.3 2290~.B 24911.7 16670.7 ~OYb.7
1404,1) 10140,1) 23400.0 26740.0 InOOO.O 11000.0
1103.0 10406.0 17017.0 27840.0 J1435.0 12026.0
1965,0 15973.1 42841,9 26767.4 31435.0 17205.5
609.2 2857.2 1~233.4 15H71,O 13412.1 5711.5
1099.7 10J54.7 2302J,7 20010,1 18628.5 10192.0 ,
~ -~ ~~~
MHWI'II
6.148.1
7733.7
777b.7
803~'j. ?
71t)0.4
B719,~{
90!)1.0
8:~81.0
];'f.9.4
HOU.O
19:-i 4,0
~:()(i2 •• ,'
91U2.9
'1277.7
13~~62. 7
8-151.5
7:~7 4.4
S'OS':;.7
nl):52 .2
t.lOO.·~
6),14 .6
S!WH. :i
fI~\b3. 4
7:i12.0
,qU.7
B402,7
6H~~4. 8
8n2.6
6992.2
8183.7
, 8907.9
9!HIO.4
9812.9
61 00, .~
aon.o
,
r~--
TABLE 2.32 F'RE-PF:OJECT FI. 0\"1 AT ~J(.:T(.:N{, (dH)
YEAr~
1
'I ..
3
4
5
6
7
8
9
10
11
12
13
14
1 ~;
16
17
18
19
20
21
23
24
27
2U
29
30
31
:~~
MAX
MIN
ilF.MI
1-10 D X F l nJ Il'{ J)ROL 0 G '(
OCT NOV DEC JAN
4719.9 2083.A 1163.9 815.1
3299.1 1107.3 906.2 B08.0
4572.9 2170.1 1501.0 1274.5
6285.7 2/56.8 1281.2 B18.9
4218.9 1519.A 1183.8 1087.8
3859.2 2051,1 1549.5 138R.3
4102.3 1589.1 1039.6 816;9
4208.0 2276.6 1707.0 1373.0
6031.9 2935.9 2258,5 1480.6
3668;0 1729.5 1115.1 1081.0
5165.5 2213.5 1672.3· 1400.4
6049.3 2327.B 1~73,2 177Y,9
4637.6 2263,4 1760,41608,9
5560.1 2~08.9 1708,9 1308.9
!HH7.1 UWJ. 1 1.l94. 7 l-I~j~~,O
4759.4 7368.2.1070.3 863.0
5221.2 1565,3 1203.6 1060.4
3269.8. 1?02,2 1121.6 1102.2
4019.0 1934,3 1704.2 1617.6
3447.0 1~67.0 1073.0 884.0
2403,1 1020.7 709,3 636.2
3768.0 2496.4 1687.4 109J.l
4979,1 2597.0 1957.4 1670,9
4301.2 1977.9 1246.5 1031,5
3056.5 1354.7 731,6 78A.4
30B8.8 1~7~.4 1276,7 1215,8
5679.1 IA01,1 876,2 7~7,H
2973.5 1926.7 1687.5 13~8.7
5793.9 2645,3 1977,71577,9
3773.9 1944.9 1312.6 1136.8
6150.0 3525.0 2032.0 1470,0
6458.0 3297.0 1385.0 1147.0
64~H.0 3525.0 225R,5 1779.9
2"03.1 1(170.9 709.3 ld6.?
4~; ~~ 2 • 9 :~ c) ~.j <J d H 14 , II 11.~ ~L !.j
Ff.S
,)41.7
673.0
fl41. t)
611,7
ao,~. 1
1 ()~)O. !)
n"j4.H
1:1.89.0
1041.7
lI49.0
l1~HLY
1 ;~04. R
1~!~)7.·1
1184.7
7Bl,(-'
772.7
9114.7
1(,:H .3
1 ~.j,I,t) .4
7-18.0
,~02, 1
"n7.4
14'Jl,4
l(l(lO.:~
Mi9.Y
1110.3
H,~.~!
l.~:!02. 9
1 ~!,(,7 , 7
1055.4
L!~{,~. ()
. ~'71, (I
l~jM, 4
f,(,:? • 1
YB." .~
~j69, 1
619.8
73:) • (~
670.7
6~~a . ~!
1-I~:6. 1·
694. 'I
n~j. (I
9l~, ~)
6901.q
961.1
1331.0
U76.a
Bll:i. I-,
80'1 • :~
IJ(·I·L'l
8119. !"
1 ~j,)1) • 'I
61-1~" 0
6~!4 ..l
71 "7.1
1 :i6,) , I)
sn.9
627 .:~
1()41.4
(-,//1),7
lll0.S
1 ~!~j6. 1
1101.2
117"7.1)
BBS·. (I
1~";60, II
:'i6 S' • 1
898, :i
:~ . .......--..
.l
JUN .11 IL r:IJB REF'
(81).1 11635.9 16432.1 19193.4 16113.6 7320.4
1302.2 11649.B 18517.9 lY786,6 164~B.0 17205.5
303,9 4216.5 2577~.4 22110.9 17356.3 11571,0
13112.0 15037.7 21469.8 l7355.3 166111,6 11513.5
942.6 11696.9 19476.7 1698~.6 20420.6 1165,5
940.8 ,17HI.1 ~.'1BS1.4 ~!;~7117,9 ;!;l!);~7,(1 I:H47.8
719.3 129S3,3 27171.8 25831.3 19153.4 13194.~
945.1. 101U .• :' ;!!",;!7!'i.(I H'9411,9 17317,7 14841.1
1265,4 9957.9 22017.1-1 19752,7 18343.4 5978.7
885.7 10140.6 18329.6 2(1493.1 2J940.4 12466.9
1069,9 13044.2 1323J,4 1950A.l 19323,1 16085.6
1965.0 13637,9 2~784.1 Il1839.B lY480,2 10146.2
1457,4 11JJ3,5 36017.1 2J44~.7 19337.1 12746,2
776.6 152~Y.2 2066~.4 28767.4 21(111.4 10HOQ.0
609.2 J5711.1-1 42341.9 20082,8 14048.2 7~24,2
1232.4 1096~.0 21?13.(I 2J2~5.¥ 17394.1 16225,6
1338.4 7094,1 2~939.6 1~15J.5 17390,9 1214.1
84917 1~!55S.5 ?471j .s' ~)19B7c3 2l,1(141~\ 1:if,72.9
1576.7 12826,7 25704.0 22082,8 14147,5 7163,6
8~O.O 7~~2.0 17~()Y,0 )5871.0 14078.0 B150.0
986.4 95J6.4 14397.0 10410.1 162A3,8 722".1
813.7 2857.2 27h12.B 2112~.4 27446,6 12188.9
1305.4 15973.1 27429.3 19820.3 1750~.5 10955.7
91·1.1 nBi'.(I ~!.:~R:)'J.:~ if.3!ll.1 180H.7 8(IS'lI.7
fl71 • 'J 1 :~BWJ .!) H 7(N ,,1 l~j'n 1 .9 1 :S~):!.L 7 9i'Hh • :~
121l.:~ 116'?2 ~!66H'J,2 n4:~(1,41~;12b.6 U(,"1!l.:-S
1 i) !'j 'J , a fl<J.1 a • B 1999 .j". 0 1 701!) .:~ 1 a 3 9 .L ~j ~j 7J. 1 • ~j
1203.4 8569.4 3l35'.8 1970,,3 16007.3 10613.1
1408.4 112Jl,5 17277,2 111395.2 13412,1 7132.6
131"1.9 12369.3 2290~.B 24911,7 16670.7 ~(lYb,7
1404,0 10140.1) 23400,0 26740.0 lnooo.o 11000.0
1103.(1 10406.0 17017.(1 2784(1,0 J14J5.0 12026.0
1965.0 15973,1 42841.9 26767.4 31435.0 17205.5
609.2 2857.2 1~233.4 151-171,0 13412.1 5711.5
1099,7 10J54.7 2302J.7 20010.1 18628,5 10192,0 ,
MHWI'II
6.148.1
7733.7
777b.7
803~·j. ?
71t)O.o1
B719,~{
90!)1.0
S:-S81.0
];'fl9.o1
ROU.O
19:-i 4,0
~:()(i2. I,'
91U2.9
9277.7
13~~62. 7
8-151.5
7:-S74.4
S'OS':;.7
nl):52 .2
t,lOO.·~
6).14 .6
S!WH. :i
fI~'b3. 4
7:i12.0
,qU.7
B402.7
6H~~4. 8
8n2.6
6992.2
8183.7
, 8907.9
9!HIO.4
91-112.9
61 00, .~
aon.o
TABLE 2.33 F'RE-f'fW,IFCT FLOW A1 fiEVH Cf.d-!YOI~ (d!:)
M{llHFXHt ll'(I)ROLOGY
YEAR
2
7
"'
4
6
7
H
9
10
11
12
13
j 4
15
16
18
19
20
21
23
24
26
'11 ... '
28
29
:w
31
:·1::!
OCT NOV
:)7:Hl, ~! ~!•104 ,'/
3652.0 1 ~!:O I 2
:);!~!1.7 2~i:S'J,l)
7517.6 ;{23~!.6
;)1 () 9 ' .~ 1 <) ~! l ' ;i
4830.4 · ~~506, B
·H47,9 1/Uil .. S
5235.3 21n.B
74:-i-i, :i :~:'i90, >l
4402.8 1999.8
M>bO ,J ~!6:!:!, 7
7170.9 2759.9
:j4~·i9 '., ~!:i44. J.
6307,7 2c.S'6.o
:5YYa, .l ~!on:·;,"'
5744.0 ~·6-t:'i.1
6-196,:'i 191)/,B
3844,0 14:i719
4~)H:L ;~ ~~20;1. ~)
3S'76.o na::t.o
:!HM, ~i 11·•l:i, 7
474ii.2 3\IBJ,B
::~:;;p '0 ~~'J12' ~i
4638.6 2154,fl
.l49L4 :l•l6~!.'J
3506.8 1619.·1
Joo;L .~ w:·;::s, o
3552.4 ?391.7
A II:; 6 , :i :~ ~! .l t) , II
4502' ~\ ;:>;~?4. :1
b 9•H}, I) :~y:·m, I)
72 4 t. t 0 :~ 6 9 '7' I (J
1 :i4:!, ~i 9~H, :i
H1:H1, a ~·o~ .. J
17:17, ~) HH:L 7
1:)50.4 999.6
DH7 d . 1 ';!~!,1, ~!
l86B.O H>-19.1
1 ~!1)6 .. ~ 'I~! 1 , 7
1986,6 15B:L 2
2j1H,Y 17n.o
1370.9 D16,9
~!I) 11 • ~i 16H6, ~!
21136 • .$ 2:!J2.0
19Nl.7 1791,.0
1B9fl.(l 14'Jl,,(l
DB7.1 978,0
l160.B 925,3
147(L ~ 1V!L 7
t:i64.9 1357.9
1 ')~!'1. 7 1!-1~)1. ·;!
1237.0 101;!.0
B 1 tJ, I) nil,·~
2074.8 ~~~1H,8
~!:11 ~!, 6 ~!IJ:i6, 1
1387,0 1U9.8
997,<} 842.7
14f.:l .. 5 HOH,S
1 t)C)7, 9 BY,S. a
2147.:) :lfl:)/,4 nn., •I Hll>7, 9
1!)49,4 DOI\,1
~!~!79 ,I) L'>·W, 0
1!i~:i-1,0 1287.0
FEB
7~Sf).7
767.5
9 •l:l • ~!
7'15.6
9~!'/,7
an.1
1Jfl8,9
un.1
l:Ht), ~!
1 :i1'3. 6
H.I..Lil
BH7 ,4
91)0. ~!
8?8,8
1 HI/ ,4
1?M!,:~
1nn.1
IJ!)9, {)
?MI,l
7'4 :1. 6
Ul~l,'>, 'I
11:·!8' f,
7 4~). 'i
13-1~~.?
(I 1 ·'> '2
H69.7
l~)~!:'j '0
1 ;!(l :L f,
t:Hl.'i .o
lOF!S',(l
MAR
671), I)
697.1
~:.!a,~!
'J./; 0 I i'
n9.<1
.ton. c.
(-)~)~!. :1
uo:L 4
11H1~·;, 7
B77, 9
Ul~!.H
1 ,<,;1fl, 9
~ J ~! 1) > ~i
958.4
66:LB
fl(,6.9
1 .U-IJ. 4
1M19, ~
:tna.7
71!(1. (I
n~.u
B66.fl
1.~ ~) 9 • a
9:i:i,O
M1'1, ~i
1271.9
1 :} 61 • (l
1~8!),6
116-1.7
1 :i ~! 1. , I)
9 1)7, (I
.JIIN Jill
{N2.~! 10~90,7 Ul·~Ml.6 ~!l:iH:L-t 11Hn0,6 79:)o.a
1B04,6 1321R~~ 1997R,5 ~157~.9 10530,0 19799,1
:J7H.5 4909,5 30014.2 24!-161,7 19647.2 13441.1
t::;:~jdl 1n:m.:\ 2:)no~7 H'lfl4.<1 :I.Y:?<l'J,o ~=~~~~!H.4
1130,6 15206,1) 2J1UU,1 19131,1 24071,6 11979,1
1107.4 R390.l 20(181,9 26212,8 2195'1.6 13989.2
ab7,J 15979,1) 311J7,1 2'1212,1) 2260Y,H 16495.0
1109,0 1247:i~6 2B41:L4 ~!~!109,6 Pi:·W~'.2 18029,0
.l ~ :i 7 , ~ 11 !I •l9 , ~! ~! 4 <\1 3 , :i ~! 1 7 6 ;L 1 ~! 1 ~! 1 9 , H .; 91l fl .fl
1119.9 139(1(119 21537,7 23390.4 28~94.4 1~329.6
1~!17.H 1<1!)()~!.9 14709,fl 217~i'l,:i ~!~!0116.1 1H'f;!9,'J
2405,11 J6030,7 27069~3 228HO,& 21164.4 1221H,6
1613.~ 12141.2 40679.7 2~990.6 22241.fl 14767.2
Bl0,9 17697,6 24094,j J23BH.4 ~2720~~ 11777,2
1!96.5 404b,9 47016,4 21926,0 155115,H !-1041),1)
1314.4 12267.1 24110.3 2~19~.7 19709.3 18234.2
16 J. 'I I 1 II 7:14 ,l) :i 0 •I •I .~ ' :i 111 ~j =i .~ • 2 ~!!) ~! 4 ~ • 6 1 t>:H 4 • :i
1 o:'i:' .. 7 lil 4 :i:'i 1 fi 2n 96. 4 :t:wnt. 2 :w~!n 1 o 1 :rnB 1 2
l/91.0 1<19!1~!.•1 ~!9462.1 ~!•1871.0 1,~1)9t),:·i lln:),y
~':i~'.O 9154,0 :19'121.0 J72<J1.(l 1:5:)(10t0 918fl.O
10<1,'>.6 10n1 .. ~ .l7Uil.9 ~!111121,~ 1!1M'i~!.B :H4:L:)
~·a6. 2 · 342/19 :Ho:u, o :n941. b :Hl3l ~. 9 1 :i6:{b .c1
.!~).~~>.:·-; (917,~.0 .H9~!'1d·l 2171.~.5 1BM)4,1 111HJ.1 .~!
986,7 7E96~4 2A392~6 17571,8 19478,1 B/26.0
Y4'l.l 1501)4,6 1676~.7 17790,0 1525/,0 11J71),1
1456.7 140~6.5 30302,6 26JBR.O 17031,1! 151~4.7
l~!61,:.! U:lO:'L3 22:H:L6 Ul~!~i2.6 19~!'1/,7 ,'>46:L:~
1509~H 11211,9 3~60A,7 21740,5 1H371.2 11916,1
1 r·; 9 7 , 1 1.l6 9 ·' • -t 1 11-1 .lo .t1 ~! o o 1 'J • o 1 r-; :~ ~! .~ , ~·i a o B o , 4
11!(l:!.H i:~:;;H,(l ~1 ·10S?.4 ??fl.6~!1B 191<1/,7 101'7?~4
1~75.0 11Jl7,1) 26255,0 31)01)2.0 21)196,1) 12342.0
1 nB. o 116 n .. o 1 7711 • (l :u ?:t,t., o 3:'i~?70.<l c?n:? I o
ni:i7. 8
861[..9
8'118.0
9~56.4
HH.S6, 9
9707.4
11},~1)8. 2
966H,7
8B66.8
9/.49. 6
91)84. 4
1 oo:? 1 , :~
lt)'/~6.5
10431,R
Y2:io, 7
9:15;.. 5
IM97,0
10460.4
yp::;. 4
6800.1
li)63.9
9[-.~17.?
101'7'9.0
7l3B, :J
7l60.5
1l60(,,6
~7 705.5
Y 4 :{H, 8
7765.1
9023.0
'1Y94. 5
10577.9
MAX /fH7.6 :W:i:LI) ~!YOL9 ~!~!12,0 1:-J:i6,4 17711.7 ~!40:L4 1Y77,LB 47B16.~ .1:·!3811.~ :m~!7t>.O 19n9.1 109~6.5
HIN 2866.5 114~.1 1110,0 75~.9 70H,7 663.R 696,5 3427,9 14709,8 17291,0 1~157,0 6463,3 6800.1
MEAN :i324,J 2JVO,a 1664,5 1362.1 1152,5 1042.1 1267,1) 12190,3 26071!,1 2J152.2 2092H.2 12413.,6 9129.7
..,, ... · . • I :·I(.
Tt'\BLE 2,34 F'OST-f'RO.JF.'CT FUJvJ fiT t.Jf.:TAIU: (ds)
lM'ftHioVI)EIJXt. CMI'fOI·/ : C;~SE C
YEAR
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
23
26
27
28
29
30
31
32
MAX
~llll
t1EAN
$
DCT t!OV rwc JAN FFB
:~!'i64, 1 HH~i~·i, c) .l ~!:H 4, b 11 431l, q :1. \)/H!), H !1;1 \)(i, 4
11 9 0 0 • 0 H 4fJ I •l 7 S' It 1. 1 73 tl ::i • 6 0 :~ 77 • 0 f, ij l 1. ?
1JObL'/ 'JII~·iO,:··; :l~!~!76,:~ 1Hc)L4 Ht)~!Lii 9/t)!l,J.
9261.1 1 \19 J 6, R 1224 9. 2 1 HOI!. s u (l(l;~, :1 YB:n· I:;:
114 n . 'I ,) 7 <1 t> • b u :w o , 1 J. uo :~ • <1 J. 1) 7 a·:.! . ? u n 7 • :·;
10208.6 6683,3 12250.4 1137617 10961.5 1031516
7071,7 10011,9 12317.~ 114~5.6 107J4,6 UUJJ,7
7183.4 10907.1 122'1fi,1 ll:i94~9 10n/,:i 1019:L6
880:~.9 lOUJO.l 12128,6 11312,9 10'/42.6 1~209,1
11673,8 6809.6 7793.9 9626,1 10928.8 BB3J,J
3140.9 10947.2 12222.0 1136~.3 10967.!) 10203.4
10336.7 1006R~4 12172.4 1137317 11003.6 101?5,2
9420.4 9619.6 12347.8 11410.3 10991.6 1020?.5
8535.5 11048.4 J~2fi9.7 1140~.4 10966.2 102~9.9
B 1 b ~! , ~j 1.l 0 J. 2 , 9 1 ~! :H> rL <J J. H 4 ~: , IJ l t) 9 9 9 , 7 lll.l 4 , ~·i
10477.4 R75H.o 12353.o 11497.6 1075~.5 R946.6
H1 '/,~ .. ~ 10711?, 1 1 ~!~!.)7. a .t D9<J, ;s ltlV?fl ..t 9b~!:'i. 1/
11 n a . 4 Mll 4 , 9 77 9 3 • 1 no o . o u {lU .J. s· <t ~1 s , B
6994,4 11011.0 1231J6,3 113Bfl,2 10961.J 10171),4
11765.1 6839.6 7834.0 8575.6 J0727.8 88?~.3
ll9t)c), 7 7tl.lH, ~! HO:S'l, 4 i'H 'I ,;s ,)4•1H, 1) 6~i9L ~j
11695.6 6014.1 7fl97,6 7352,2 A3Y7~J 6537.0
7 9 ~·; ·1 • ~; 1 o 9 w; . <~ 1 n 1) 9 • ~; u ~~ 9'1., 11 1 I) :U> <J , ~i J. t> ·'· ~~ ,, , "
7715.4 10748.3 12329.9 11451.0 11014.3 9396.7
1 Hl44 , 4 .'> '/J!L ,'> 7Y ~11L .1. ;:n6, :~ ~~~~ 70, ~! HOI) :'i. J.
11900.1 6974.5 7942.4 7JJ4.7 6337.0 6459,fl
RMi<t.~·; uHl~!4.9 1~!:L~:Ls' u~!u.:1 1on.L1> m;:~ti,t>
11801.3 679~.3 777~.9 72?7.3 6272.0 88?~.4
1017H,6 10412,9 12205,4 11359,5 10'/40,1 10167.2
117~8.0 6849.0 7903.9 7321.9 6356.0 6~1913
U64:!.~! :H~·i~Ll 1~!272.0 UHL6 10'J<n,6 11)~!t)/,a
n:n.·;
61-J~~;\ I H
7406,/
};1/FH, B
nj •lri, 4
'7:~113 I 6
n~!J. ,J.
fl!'o?? .1
919/,H
7'l8f!.~
a.t. 19. ~s
9(l/1c·1
B't-4 :'i '7
tnn.6
n.t2 .o
71L~~i, 2
7'J -11 '~!
14 !):!. ~;
!JHl:'i, :~
74~j/,8
~HOt),<!
!'iMS? .1
YJ.ri4. :!
7;j16' 9
7<17 ~If
~;{)(1/ I ~7
n .. ~,~~,"'
7!)(i,~ I 2
'i 199' 11
? ?:3~i. 4
'/IHH, B
•l cJ'Jt), :~
,'.:\'\ -1 ' :~
,, ~.Hn, :·;
702\i' <(I
4!)~)(),]
bBO .l , :1
'l9B?, :l
b0!.)9)~)
-it:'i'B I:?
7:'}1) .l '6
'/1/B, 1
b09? 't)
J !06 .li
57 -1::.>' (i
:J~ibb, .l
714'1' J.
n'lB, n
., ;•] 6 • !)
b ·:~ <l J.) :··;
46:,'·L :?.
6H;~S, .l
~)O"J;..: { t/
'1 :sv ,\)
~)II (I '1 ' f,
:)21)iJ,/
-1 (1 1 :,• • s·
(, ~~ (d, '4
7 0? ~ < !)
;)1)0 .l , I
1}1) .l J. >I)
4 ;.~f):i' 0
~Ll9!J • 6
f,;!J9,4
.'1:1 .L~ , l
~H ll:L 4
6.1..1.4,1)
·":'~:r;, {1
!'j li :.~ !.) • i)
:H:!:~.:-1
<} :~ l J ' ;!
~iS'69, J
!if:·;~, H
,L,J/7' ~~
:; ? t) I , <\
4/:H .• s·
;;(J'l:'i! a
6;),'.~!' 7
!>~!~~!)) i)
4079,/
~s;,~!'J. o
-1-1.',::) < 9
4;ng,o
,10 :.! .:J , ·-r
t.:ws. :-1
:1:1:1'/ ,•'J
M!)B, ;~
;,) :} ,) '9
.JilL
~179?, fj
:wn;.o
.'16~!11. 9
:~n 1 I 1
~~~ N ''J
~~1?B,'/
:·HI2iJ, B
;pn I o
:w~H .s
:s790.t~
4106,5
b .~ ·;! !L .'!
::;7:i7' 0
b<l99,()
4!W/~1
.'S-174 ,I)
f,(I;W I 6
/,1 :\?1 '6
41f.B, 0
~srin, ~i
3 1no.s
1·:·; u ':i
·1 :1 :\ (1, :t
."!97lL fl
t.1ft.B,O
1\?~!!L 'f
61: .~ ~i' H
:1\)27 ';·;
b(l4 ~ • ;1,
!·;9;i~! '7
HH'
>11HJt),'/ 7:i-L1.,,/
:i)'~/4,(1 6~';~().1
~'it ;'1), 1 :"5l.~O, ~~
'!,7{,/,f) 419:?.:';
~~~!,);~.4 41~!:L9
701:i.6 l~!-1.16.0
ll';!:n,:{ U19L4
!:i12j I B H',''iL I
'l4.tn.~> ~in:··d,:!
5!):)(;. 2 1 (i 1 /j ~·' )'
~S7tJt), ~! 40t)9, ',!
f,(}Y[l I "J -1H9 .. l' f,
l ;wML b 1V4.L ~!
B!)97' l 1 (!BOO I 0
6 'J~! 7, ·1 ~H td, ;;
!)4(1:~, :S 1(1/tBi', ;1
:s" n . <J .w :i :L ',!
B61t.~:i Df.n.'l
<ltH :~, t) ,L,:-JBO, q
:i9J.:J,;·; 6•)~!il.t;
f,Jfl:L9 8'1~"1~6
7UH,·1 '/~!L~.b
4 :Hu • 1 s:~~!:i, 7
HII~L-i 6n-1,,t,
:i6L~di 1:~:~6.6
~i:!2 f,, 4 fl J .• H), ~·j
b'Jil:·,,J S1B0,5
107·1• B 70·P, 3
~H, n , ~· 4 ~;' ll I s·
,)6~i~!. '1 :;'1);1 ~) 1,1
11901),7 11048.4 l23Hb,J 11497.6 111)21,6 10Jl5.6 'll'/9,9 7~01 • .'! 6626,9 ~625.6 14Q13.2 \367~ .. 1
5564.1 f..68~.3 777:L9 'J:.!V,3 o:U:!..O 645'i',B 51(10,., tl<,'l:,','l :H 1l!l.6 ~4·'!~~.:·) J26;~.'l 111\iS'.:~
Y?.!,:J.<I 9IU,L, lOBIIL~~ 10~!1-1/,~i Y?~!-Lt. '}!):')?,:! li''n,? :··;~~~~6,,', ~H·;!.Lf,lJ 'll3b •. t. ;)'/•l7:~i i'B~W,,I
/:)12 .t
6 f, J ;·' 1)
'/7'/a, ;•
rn:q,p,
n·;>1.6
Bf./8,:'i
'tt):il • 0
· s:w1. (l
a:!:i.2. 1
/9~1·1*5
H!:, 'i';~ \ r}
s·~n2. 9
9D7. 7
IH~L5
'7:!•)3.}
tll>f.f,, R
a~i:c·.::
I:!J B.:i
b:l U, B
8'/6:3.4
!1(1?;?14
.'tfl.1. 5 I 1
6 1} 9 (i i 5'
')~';,j:'). 8
7 j l ;~ .. 't
frl•1 ·~ • ;I
6'1i'O, :1
..:.::;,·; :\' B
:I:)) ::, I l
1 ______ ,
---------. -~. ~.~.-J
TABLE 2.35 F'OST-F'RO.JfCT now Al rlEVll r;{;NYrIl~ (I'ff.)
W;HMI~) /))EIJIL. eM-lYON : CAHE C
YEAR
1
~ ...
3
4
5
6
7
8
9
10
11
12
1.3
14
15
16
17
18
19
20
21
22
23
24
2~'i
26
27
28
29
30
31
32
OCT NIH' nrc . JMl FEB 11M:
6602.4 1075A.l 124U8.2 11574.6 10879,H 3309.3
12252.9 707~.3 B06S.7 744~,3 6471.5 6511~.O
yt.,'}() • 7 10219. 4 1 ~!:·);I~~. II U ,~11) "t, .1.11 ~~:L a 'l1lt).L.:~
10493.0 11397.6 1251~.4 11589.2 11137,2 99'3.2
123~8.J 7062.3 1178J.4 112J9.8 10909,5 8868.7
11179.8 7139.0 12568.9 11637.5 11186.2 104~3.1
7f1n •. ' 111).l2.4 124B!).2 11~j61),4 It)an.'i 1199)..6
8210.7 11404.3 12527.7 11605.1 111b7.2 10364.0
10205.5 114115.2 12775.0 1162~.~ 11113,1 103~O,~
12408.6 7079.9 R039.7 9Bl2,O 11158.9 9017.2
~0~6.1 I1J56.4 12561.2 11646,1 1116a,3 10355.1
11458.3 10500,~ 12635.8 l1HO~.B 11292.4 10433.1
.10242.2 9900.3 12566.1 11597.4 11147,11 10J5~,O
9283.1 11235.5 12476.8 11592.5 ll168.9 103'4.7
8973.7 I1JI)'l.2 124,}S.~ 11568.9 11118,3 HHOJ.l
11462.0 9034.~ 12443.5 11559.9 10808,6 9006.2
9471.9 I11Jl.6 12542.6 11617.6 11130,H 9H28,6
12312.6 7070.6 R036.4 9555.7 1124R.l 9~2H.4
7560.711200.2 12611.H 116~1.H 11179,6 10338.7
17294.1 7055.6 799H.0 8703,6 10838,8 89'9,3
12364.1 7143.1) 3140.1 7540.0 6554,6 6689,2
12672.8 7399.5 82B5.0 7S7~,9 6563.5 6~86.7
8512.4 I1JI0.7 12564.7 11665,0 1121.,5 10417.7
8052.8 10925.2 12470.4 11559,3 1114~.7 9477.B
12279.J 7043.8 HOQJ.'l 7~92.6 6<126,2 "O~7.~
12318.1 7119.5 B152,2 7~27.7 6S~B.9 ~690,3
S'Y]!1.7 UI)i'6.fl 1~!-1\~!),(, :lU~'i6,:~ .1.t):~!·:;b,l) Wn'L~i
123BO.2 7257.~ 8235.9 7536.0 6538.8 9075,6
l1J21.0 10978.4 12597.1 11649.5 1119/,4 10391.1
12486.4 7228.4 8140.7 7489.2 6504.2 6~H2.8
rn'l~!.~! a(l"~j.1 1·,!~i19.0 11~j9t) .. 1, Ul<l~~,f, 11)~~;;1.-H
10221.4 11J5~.5 12458.0 11592.9 'I121,6 l03Jl.1
(IF'R
7·' I)!i • 0
7(;U.2
~/"llll,:'S
IH31.6
77 ~~~L 4
77.10.:~
7~70 • .l
B136.(.
'-n\~9, B
7n~~. 7
B?,~7. ',~
9::j:i.,1. Ii
9I Ill. 7
f!:VI6.9
l:·~'n, ~
7'1:i.'?,2
anJ .. <)
7t.56.5
ii~S'i9, 6
7!),l,1.8
~'i J . .'10. b
~8~j·1. 6
'l=l.lL ~~
7:)89 .~,
7:j~jl.9
~'jg~)3 f 2
?8,~·~ > l)
811:1 .(,
nBa.,~
n:i fl. :~
9~~~~:'j ) n
88~.iB. ?
/1(.,)' JUN
(, :11)~j, I)' I~t) 4 7 • ~j
79U.0 57-t:~.6
!i7l>~-j,~j 7:lJ9.'1
97~i(l. 1 991HI. 3
~IB111. 4 71)~!.L ~j
.l;;:!;-~;.,~ ( :i 8:~B;! c 9
'J9<)7.t) It)I)lY,:~
nlS'.6 967/, I!,
79:')1), '-J 7')41).7
P.6:111. :i 6b'l (1.4
<) ',~ 6 t) , ~ ~j 7 .~ 'i • ,II
~':i'l(l. If 1 (1~!~4 • ~'j
f;904.) .lO<I.I,4, ~
9!in:L? 9fiOIL?
~'j!d t) .. S .l t)Mll .9
)(I4J cl 76~~I\. 2
f>:~()6.1) J.I)<\I)2. ~j
9(1~~-1.1 9M7. 2
~l '\:) '\ .!j IJ?Ba I .t
~~\a~·~,~) ~:i~i(i"'l,:.'
7 'l:,~,~. 7 !; :\<IH > 9
.~'i.l ','1\ • 9 78ll:i .• 1
1 O:!MI, a .l t)~H 9 ", 1~)68:.~.] 6UlL3
9 '\ '1 ~! , [., II t) J. 1 • I)
R173.9 9~')1. 7
M; ? :.; • :! ,q 4 <I • fl
.'. 71 ~,. ·,1 1 (l~~:~:'i. 4
6n.L ~S ~'j:'j79, ~j
7S'IM.2 n,(i!).9
fl ~!~SB , 7 ~I:I ;.1.1. , ')
f,~'jO<t, :'1 5:lM" 9
.---.)
.lIIL (i III; ~F.P
5989.5 5787.9 H177,1
57j~.3 6016.0 9~~?7
6379.7 74AI.0 ]6~O.~
5760,1 6293.2 6607.4
5950.4 6914.4 6537.5
75~3.6 8~3a.2 13007.4
<)210.5 116<)9,] 164Y5.8
:)CJ:~:i .7 n '.i':'" 3 1;"l';-·S'. eL,
5865,2 6774.' 686].3
~339.8 10201.2 1301~.6
11 021.0 6<1:I].:~ b\~!"i:S,:'i
71-1J.3 fj!HI:!.9 (,"N,},(.
111 n .:) 1 fl n:L:~ 14 n, 7 , ~~
9:~7B. 0 i(.:W6.2 11:rn,?
in42.~! lI'I,~~LI) (.4n,:,
7546.9 779J,5 12496.3
M):j6.7
R 1 ;.~~! c :)
119:L~, :!
5:-;1111 ,(I
li :1 ~~ '1 ~ t·,
~·jI4~~.0
H!\08,!'j
:'i4~;1. (i
~'i'19o , 'I
f-I90!) • ,I,
~j ~.'d , ~?
fWJIJ.O
~jf:H • ~~
B:)y:~. ,~
91.9:\,7
B'I(O .1
ht77.6
120£4.8
59~6,0
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,I, \01" ...
b ~~ t) ~~ • ~j
9~!~)~~.:.~
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7~-;U-!. (.
/1.1. ~~I) , 6
f::),W,f.,
~j,}(IY • ~~
?!j(.8.9
Bi-!:\il,7
UI{J8.2
f/~j,';~) ) ,c'J
1 :;'7:)1).~·
n·~::!,/
R:P() , ~~
/?!)~.!~,)
1044b,]
1014},1
895~,0
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9 /; 11'" (.
IWn:~, ~.;
t.4'i:i. ,~5
:l9·.J~:; ) l
604l • t,
B:~i',~, 'i
1:~76:). (I
(dHHlfll.
8101.13
l-t'l9.2
a<)t8.0
r/il511.0
tl8~.8. 1
,'() le .• f,
'.1).1,0:::.2
'i'M,B.7
'n'1't.4
t,';i \~"~" 9
't l )·}4. B
HI(·1(',.B
It)9il,~ .• 5
H',B1 • Po
,,~~:)o t ~,
,". ,:-, .. ,: C'
'ddd,'"
9.l2j.9
10031.~
9~a0.4
"l (/ J. f~: , {;
/:·:'1 :.') I I,)
/no~:~~~·~
J.O.l'/·:t.()
r:(,·H.:, f,
'/.'; ,~:! .• 0
8~9,~,tl
;:nl~:4 . t.:,
8:Ll~',R
9U7.7
i'H(.'},f,
';OW; 5 ,3
1 f,!:, Tl , S'
MAX 12672.8 11485.2 12775.0 11805,8 11212,4 10453.1 9514.8 10266.8 106AI.'l 9378,0 17S7H,~' 16495.1: lQ9~6.~
MIH 6602.4 7043.0 799B.O 7J92.6 6426,2 6~B?B 5160.6 51~4.9 536A.9 5~~1.0 ~757,2 604J.h J293.0
MEAN 105~5.'l 94~4.J .l11~O.9 l04fl4.0 10093,3 9202,9 7'lhl.2 7662,2 0178.0 7078,2 0247,2 94~0,0 9121.8
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TABLE 2.35 F'OST-F'RO.JfCT now Al rlEVll r;{;N)'('II~ (I'ff.)
W;HMI~) /))EIJIL. eM-lYON : CAHE C
YEAR
1
3
4
5
6
7
8
9
10
11
12
1.3
14
15
16
17
18
19
20
21
22
23
24
2~'i
26
27
28
29
30
31
32
OCT NIH' nrc , JMl FEB 11M:
6602.4 1075A.l 124UfI.2 11574,6 1I)Hi'9,H 3309.3
12252.9 7(l7~.3 B06S.7 744~.3 6471.5 f,5"~.O
96 'it) • 7 1 02l <J , 4 1 ~!:');I~~ , II 1.1.'.10 "t, .1.11 ~!:L a 'lllt).l. :~
10493.0 11397.6 1251~.4 11589.2 11137.2 99'3.2
123~H.J 70(;2.3 1178J.4 112J9,8 11)909,5 aHbR.!
11179.8 7139.0 12568.9 11637.5 11186.2 1(l4~J.l
76n .. ' 11012.4 124U:i.2 11~jllt).1 11)a7:~.'i 1199),,6
8210.7 11404.3 12527.7 11605.1 111b7.2 10364.0
10205,j 114115.2 12775.1) 1162~.~ I11J.3.1 103~0,~
12408.6 7079.9 R039.7 9Bl2.0 11158,9 9017.2
~0~6,1 .lIJ56.4 125bl.2 11646.1 1116a/3 lOJ55,1
11458.3 10500.~ 12635.8 I1Ho~.B 11292.4 10433.1
,10242.2 <)91)0.3 12566.1 11597,4 11147.11 10J5~,O
9283.1 11235.5 12476.8 11592.5 ll168.9 103'4.7
H97J.7 113t)9,2 1249S.~ 11568.9 l111H,3 9303.1
11462.0 9(l34.~ 12443.5 11559.9 10808.6 9006.2
9471.9 I11Jl.6 12542.6 11617.6 lI1HO,H 9H20,6
12312.6 7070.6 8036.4 9555.7 1124R.l 9~2H.4
75AI),711201).2 12Al1,H 116~1,H 1117Y,6 lO~HR,7
17294.1 7055.6 799H.0 8703.6 10838.8 89'9.3
12364.1 7143.0 3140.1 7540.0 6554.f, 6689.2
12672.8 7399.5 82B5.0 7S7~.9 6563.5 6~86.7
H512,4 11310.7 12564.7 111165,0 1121 •• 5 10417,7
8052.8 10925.2 12470.4 11559,3 1114~.7 9477.B
12279,J 704J.8 91)1)J,9 7~92,6 b<\26,2 BO~7,~
12318.1 7119.5 B152.2 7~27.7 656B.9 ~690.3
SIY7!1.7 UI)i'6.H 1~!-1\~:i.6 lU~·ill.:~ .1,O:~:·:;b,() wn,:J,~i
12380.2 7257.~ 8235.9 7536.0 6538.8 9(175.6
l1J21.0 10978.4 125<)7.1 11649.5 1119/.4 11)391.1
12486.4 7228.4 8140.7 7489.2 6504.2 6~H2.8
rn'l~!.~! a(lB~jol 1·,!~i19.0 11~j9t),,'. 1:I.J.'1~~.f, 11)~~;;1..H
10221.4 11J5~.5 12458.0 11592.9 'I121,6 l03Jl.1
7·' I)!i , I)
7(;U.2
~/"llll,:'S
10,31.6
77 ~~~L 4
77.10.:~
7~70,1
B136.(.
'-n\~9. B
7n~~. 7
B?,~7, ',~
9::j:i,,1. Ii
9I Ill. 7
f!:VI6.9
l:,~'n, ~
7 "n. ".7,2
anJ.,")
ii~S'i9. 6
7!),l.! .8
~'i J. ilO , b
~8~j·1. 6
'l=l.lL ~~
7:)89 .~,
7:j~jl,9
?8,~·~ > l)
811:1 .(,
nBa,,~
n:i fl. :~
JUN
6 ~Sl)~j, t)' I~I) 47 • ~j
79U.0 !i71:~.6
~i71>~-j,~j 7:lJ9,'1
97~i(). 1 991HI.3
~IBlb. <\ 71)~!.L ~j
.l;;:!;-~;.,~ ( :i 8:~B;! c 9
'J907,1) It)I),i'Y,:~
nlS'.6 'U,n, I!,
7 <J:'jl) , <) 7')41).7
P.6:1IL :i 6b'l (1.4
"n61). ~ ~j7·~'i. ,'.
~·:i"10. 9 1 (1~!~4 • ~'j
1;904.) .It)'1.1.4,~
9:in:L? 9fiOIL?
.lIIL
5989,5 5787.9 H177.1
5711.3 6016.0 9~~?7
6379.7 74AI.t) ]6~O,~
576(1.1 6293.2 66(17.4
5950.4 6914,4 6537,5
75~3.6 8~3a.2 13007.4
<J210.5 11699,] 164Y5.8
:)IJ:~:i .7 n '/:',. 3 1;"L'S'. eL,
5865,2 6774.' 6863.3
~339.8 10201,2 13(11~.6
/1 021.1) /t<\:\].:! b\~:"i:S,:'i
71-1J.3 fj:HI:!.9 (,"N,},(,
111 n .:) 1 II n:L:~ 14 n, 7 , ~~
9~~7B.O i(,:Wr..2 UFO.?
~·j!dO .. S .1')Ml1.<), in12.~! 1I'1,~~Lt) (,'In,:,
J01J.1 76J~.2 7546.9 77'JJ.5 12496.3
f>:~()6. 0 J. t}<jt)2. ~j
9(1~~-1.1 9f,1\7. 2
~l '\:) <\ .:; <)?Ba , ,t
~~\a~·~,~) ~:i~i(i"l,:.'
7 'l:,~,~. 7 !; :\<IH > 9
'~"i.ll,'ft, • 9 78ll:i, , 1
V):!btl' a .l !)~H <) ",
1~)68:·~.] 6U7L3
<J<I(I~!,6 bOJ.J.,1)
IH73. I) 9~·)1. 7
(; :') ? :') • :! 114 4 l\ • fl
.'. 71 ~,. ·,1 1 (l~~;~::;. 4
6n.L ~S ~'j:'j79, ~j
7S·IM.2 n,(i:).9
II ~!~SB , 7 ~l:\ ;'1.1. • 'i
f,~'jO<t. :'! SM,I" 9
6056.7 ht77.6 l565.4
R122.5 120£4.8 157~H.~
119:L~.:! :';'I~'j.~, I) n '~:L /
5:-;1111,(1 ::;7~}.? p.:P(),~~
~"i:/1~!.(J
H!\I)H,:'j
::;4~;1. (i
~f19o , 'I
f-I90:) • ,I,
~j~6:~, ~?
fWJIJ.O
~jf:H • ~~
B:)y:~. ,~
91.91,7
BIj(J} .1
9;!~;:L :.~ 1 (l;'.~!" 'i'
H~! ,I,:~ ,0 :t I) 1·1 :;~ , '-
5B-1::!.:) 1::'i:):~.(1
!"i'J :1. fl , ~I 7 H J. g ; :;
7~"i:l H. (, 9 /; 11' .. (,
/1,1. :~I) ,,~ Iwn:~ , ~.;
f:!)·1 ~\ , t. t. 4 ,;-:i. , ~5
~j'}(IY .:~ :l','?:'i • l
?:i(.8.1) 604'7.,'.
'Bfl:W.7 B:~i','..'i
1l1{l8.2 1 :~76:). (I
8101.13
'71'19.2
a<Jt8.0
r/il511.0
tl8~,8. 1
S'() le,. f,
J, ().'.Of:. 2
'i'M,B.7
'n=1't,4
'i;i \~.,~ .• 9
't l )·}4. B
j,(1(,1('I,B
1!)9il,~" 5
H,·B1 • Po
,,~~:)o t ~,
,". ,:-, .. ,: C"
'ddd,'"
S).L·:L9
10(,3,\ • :',i
'!,)f;:I) "~
"l (/ J. f~: , {;
/:·:'1 :.') I I,)
J. 0 ,t 'J .:{ • ()
r:("H,: if·
'/.'; ,~:! .• 0
8~9,~,tl
;:nl~:4 . t.:.
e:QS',R
9U7.7
i'H (,',' • f,
·iW;S.3
1 (',::i?,l • S·
MAX 1 ~!,'. n.l:j 114a~j.;! 1 ~!77:'i. 0 11 flO:), 8 U ';!,}2 • 'I J. 0 4~d , 1 ~}~):I. L H 1 Ii"! I,,'. • H 11)6{-1 It 'i IJ:C'B , t) PHi'fl, ,:!. If..4·:~:L H J,l)S' ~ t .. ~:;
MIH 6602.4 7043.0 799B.O 7~92.6 6426.2 6~B?B 5160.6 51~4.9 536A.9 5~~1.O ~757,2 604J,h J293,O
MEAN 105~5.'i 94~4.J 111~O.9 11)4fl4.1) 10093.3 9202.'1 7'lhl.2 761>2,2 0178.0 7078,2 0247,2 94~0,0 9121.8
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TARLE 2, 36 f'OST-·F'IW.If·:CT Fl. O~IS ?:T GOLD CREEl< < cfs l
w~~ I'Mfi.\/J:tf:IJXl. CMHOH l ~;?,SE C
YEAr\
1
2
3
4
•: J
tl
7
B
9
10
11
12
13
14
15
16
17
18
19
20
21
'1'1 ~. ~
23
24
25
u
27
2B
29
:w
31
32
MAX
til N
tiE All
$
OCT NOV DFC: .IM! FF.P. l1f.;R
7179.2 10YJ4,4 12570,2 11650,3 10939,J HH65.3
6748.5 7141.1 8131.9 7~97.6 6524.0 6~3119
.'>H~i9.1 JO.<I:SL.l U6.'>8,B J.17~!6,'/ .1.1Uitl,.~ 1J:l~·i9,6
730714 11650.3 12668.0 1168916 11211.6 9983.0
7251.7 7247.7 11096.3 11315 • .'> 10979.8 0919.3
7286.5 7392.? 1:~n9,4 J17B?.4 11'311.0 lO:):~t .. o
79J2,9 1112J,H J2572.1 11.'>25.2 10949,0 9079,J
8787.9 1167~.8 12683.1 11721.9 11278.3 10158.6
J.I)9:1:LO LI.H•W,:J .l:SD·L1 l .. t7Yl,:·i J .. l',!07,9 1t)J(·I:! .. ~
7116.3 7230.1 8181.8 9993.1 11?86.8 9119.3
9 ~ i ~i 'i • 9 u ~; n , o '· n 4 '/ I 7 1.1. R 1) ·L 'I 1 L! 11 1) • 1 1 tH ~i y • ~i
720.~.6 107-1:.',3 128Rf,.7 120-1;,18 1J.1:);~~B JOnOL1~2
707J,H 10062,9 12680,9 11701,4 1J2J4,2 104J2,7
9704.9 11332.8 1258018 1169615 11201.5 10356.3
9430.9 1147J,H 12598,7 11.'>J8,'l 11191.3 8852,J
7 3 o 5 • s 9 1 9 ::;. t. 1 2" 8 ~~ • 2 1 1 6 o J I 1 1 o 8 ~is· • s 9 o 3 s· • 3
10l:l6,'/ 1U~!l.B 1~!6811,/ lln!L9 U.?9:L,:J "i947.7
6931.1 721217 817115 969718 11379.8 933913
71Wl.9 U.4:!J,o :J.n.P.l .tlf:'·iL.~ 1U00.9 11)~)J.t),O
6889.6 717H~6 R091,0 8777.6 10901~8 R"i72,J
6921.1 7212.J 0196.1 7607.1 6613.9 674J.4
7515.1 7721.7 8500.2 7697.1 663~.9 .'>769.9
fHUB~9 J..trl!l4.l Jn.~:!.:l ll8.'>?~'1 :ll·~Ob~1 J.t):i80,9
6453,211.030.1 12541.9 1lbH.5 11214,1 9:)~~9.3
!l B :! o I 4 1.1. o :~ I ? a tHo , :; 7 ·1 n I 9 i) <1 ~) 1 I ~i :l J 1) ~ • H
6849.9 7200.1 8268.7 7634.9 6697.7 6818.4
n ~·; n I ,•, 1 .1. :~ .l .~ , a .l :~ :··; :i :! I ·,~ 1 J. 14 o , o ~ 1) '/ ~~ 9 , fl 1J o ~i ~· • :s
7001.4 7515~6 R491~4 7707,6 6~87,1 9214.6
n :·; .~ . 1 1 u 9 Y , :i 1 ~! B 1) a . :! .1.1 R 1 1) • b u ~HI) , " .lll ~il :··; I ~;
715' o • c. 7.-4 3 s· , J. f.l? n . 3 i' :w :~ , 1 6 58 .s • t. 6 t.1 8. 1
7096~2 "il2H~B 1~649.5 11.'>89~6 112~5~6 104~0~8
8334.0 1163217 12677.1 11759,5 11?68.? 104~8.~
1 0 !JILL 0 :l J.B 4 H , II L'SJ. ~1-L 1 1 ~! 0 <I::; , ll J..IA :·; ::! , B 1 <l 6 il-L ~!
6453.2 710~19 8040,5 7423.9 645713 6~1811
7764~9 96JO~H 11270~9 10596,7 10190~9 9205~6
lif'R .Jlll·l .ll!L SH'
7472~0 7J24,J 7178~9 7~06~1 12000,0 9JOO~O
7UH,f. 87B-'l,:) 6~i:i:i.1 67(1l·l~·1 1;!000,0 9~i0(11(1
t··;n,B td!J:LO <J7!J:L~I l'JOL~·; l~!tlOtl,O 9:SOtl,d
8:~J'l.~l 1J.:?:i:L:~ 120A9,7 6776,1 1~!00010 s·:Hf(i~O
;'B:P~fl .lUl70~'1 <JOB:·;~4 71:·;6,1) .Utlt)tl1il 9JOO,<l
7 H (i :.? I B 'i1 :i:i. ' :~ :l (llt..J. I (i f'! f; 9-1 ' 3 1:~ () 0 ()I 0 1 (I ·H 4 ,It
/~)~·i:!~H .l.l~')B.l)~·) :t:-~·:!:l~~):-! .tt08B,.~ l~~b.lfl,9 l~L·~:·~o),·)
HB:~3~8 R:i3n~O 1H1:i.3 7D:·!,1 J.~1 000~0 101'1?~8
'i'4,t,:··;. 4 'Joou, :! <,>:.!:·! 1. :.! 1!'/H:,~, 1 J. ~:1)1)!) I o noo, 1)
?B52,R 10727,.'> R~22.7 791~.4 ~27HJ,J 14603.0
ou:·i6,:! .lo:!Jo,'/ 6:i76.~; n.~L7 1:·~1)0t),o 9:loO,I)
97~9.4 .t<lS'(l(l~:! nf.:~~'i.~! fiB:\617 :12ooo.o 9:~oo,o
91?:LO 7:'\:',:L~; L!'/9B~I) 90:i1.9 p~;~sL:i J.~"ifl'i't),l)
8332,7 10911,1 11711~1 113BY~6 12000.0 115~0.Y
J ~~c)?,!! btlOt) , 1) .1. ,'1:\0:L :.! ? :i r,,~ , ~~ Uth)l), t) •n;t)O , •)
7%;!,8 776.~,(1 'i::1 'D,'i' 9104,7 l~!00010 10MJ.,:·;
n:rn. :~ l J. J. 1. o 1. ',!!!~'?, :·;. n8o. :) 1. :!1)00. o 9:·1C:H) I 1)
776!J,p, 100i,B,f, J.B::.-1~1 5'81\1,3 1:H!JLB 1bff1<,~<~
~;~; .1. B. 6 .lot.:';:~. :l :l ~'07 6. o J.<l .,-; .1. , s l :!1)!)1). i) noo, 1)
76:!1. r; u,1:n I:', 707':L 7 ,1,·~1l11 o 12ooo. o y:wo I o
65/7,9 6746,0 7'/hl),t) 7842~4 12000.0 9JOO~O
:JY:H•,·~ t.~i,q,~· 86':':',,2 6/:)(114 :i.:?ll(>(l,(l Ul(l~:!,fi
!J :··;~ill. H U :SB 0 , 0 J.',! H J. If , H !/ 4 6 '2 , 0 l :~ 0 0 t) , 1) n •.) 0 , tl
76~!9,8 f.O~!O,S· H:UB~7 1Vdl410 1~!(i00.0 9300,0
7~i9-1,B .lOtd.l.~) 7.1?.l • .l /,i·Nb.9 1:!00t.l,l) cnot),t)
5989.5 948111 1.1922,4 1(1~3116 l2000.0 9300.0
7S'J:i I H ~1 BH9 I if Bt) .1.1 I:~ 6 Hltl ·:· 0 1 :~i)t)t) ,,i) y~~l)l; > ,)
8?8:?. 8 B u::L :; :i. :?:W~!. (1 1N.2A, s .1 ;!(lOO I o s·Jo<•. (1
') ~ 9 ,'L ~; /, v B 6 , <I 6 :~ U , 7 /, 6 b ~~ , :.i 1 :! t) 1) 1) , i) Y ;'lt,H) , 1)
?Jt,:),:·i 8:):>:?~:: B:l,~:~.:i 100(I:L2 1~!(100.0 9:~oo~<•
~.'~S:f?,~i bn.l..? :L::io/,9 J.tB46~~ 1'.!1)t)t)1i) Y:lt)<)ll)
f1'i'91\,,~ B:\:H,~:·.! c.OOO.O fl 1l/;0,9 :H.t-1~~.:.1 UJ.J:l,1
·n:;·~,"l .U.WO,O .l.'IJtl!),:.! 1Hl1.~.~ ~~U-1.~.~~ tH:l:lO,•l
:·;'f::w,, bOl•(i I o t.<•no. (l fJ;B,l. o J :.1ooo, o s·:wo. o
:11 t)t), <} !i'/0,~, :1 ~1 fHl~!, 'J H:~~l/, .) J. ',!b~l:i, ~·i 11):·; J.t), :\
t;ill-!11;::1..
•J:If!0.2
17'76.1
961l't.5
:l<,:n?, 3
9:;n .3
97flP.. 5
11·~'1:1.3
.t<dH.<\,J
J.O<l-13.8
.1. •.) 1 ~~ '/ • 1
J (1/; 9;.! I •1
J.l ::::i} 1 :J
1H•n. s·
:1. •) J. 'i 'I • 1
S"J ~. fJ • I;
HLHS, J
).{t:H•:i I 0
J.()fji)(),:J
8JJl1.1
7'/H, ."
110;;7,]
<;·Y~7', S
•;\{,t)t_~ t /
t1H9!), ~·
'! ,t, ~ 1 • 2
B:r.:r!·,. (?
)I)J::-:5 I 'l
J 1 o~:1, I}
l J. ·1 /3 • J
}'/}~ ....... ,
'i?~3t4
_-L
TAB L.. E 2. 37 11fHH H I. Y ~1 A X Hi U H , /'1:0~ HlIll1r f.dHI 11 b~d~ F I. ntH; AT n F. V H. f; M~ YON
tHJNTH POB r-::·:W".JECT
MAX
ocr 7517.6
NOV :~9:·j:).1)
DEC ~)904. 9
JAN ;~~! J.::.!, I)
FEB l.!~36.4
MAI~ 1.}78."I
APr.: ;!405.4
MAY :t. 9TJ,£" H
.JUN 471H6.4
JUL :~:;!.'.)H8. <\
AUG ~::i270. ()
SEP l ':n<J9, .I.
ANNUM. 10946.5
$
-\,-.
PRE-PROJECT
MIN MEAN
:28M .• ~:i ::;3:;'4 • ~~
1:1. <\!5. } 2~~90 .8
IHO.O :t. f>b 1\ • ~'j
l~'ib .9 :I.~~f>:"~,:l
708.7 :t1 ~i~:!.~;
Mi.~, H :l.O4:"~,~"
\~. 91: .• ~j :i~U,7.0
.~4 :!"J .9 :I.~! 1 90 • ~i
1<1709.8 26078.:1.
.I. 7'<!91 ,() ~~~~:t ~)2 ~ ::!
:1. :)~)::j7 • 0 2(l S':? 8 • :~
.~46~~ ,~, '-201:t.:~ ,,~
,l;.800. :I 9:1?9.7
,
~--'---
WATANA ALONE IJAT tiN (,/J.!F. V X L C(iNY fJU
MAX MIN MEnN MAX MIN MEAN
110 () ~i • () f,O;'H ,.·1 7::;f>7,f> 1?{,7:,',g f>.',oi. '1 ~. O:'ic.:,"j • 9
1.~. 7;~:"j • :t. f>b('ll .4 WI <J'1 • <) 1:t.4B:'i.~! 70 /13. U 9·144.3
:t. :~ (I :~:t. ,. :~ 71>28.7 :t. ():"i~;(l , to :t. 2 J"l:'j. () 799R.O :I. :I.:t. ~i (I • ,.
:I. :t. ll)~! , :"j 7'14(-1,1) <J ~'i <J~"i • 7 lUI05.B ?39:·! • ,S lO4fl'l.O
:l.01:'.i:?9 f>384.5 (-IB:'i~. :) :1 :~ :~ li':~ , ~ f> ~26 .;) :I. 009~1 .• 8
92'JO ,4 ,~~"i41,4 U:! 'I:·! , J. :I. 04~:;~~, J. Mia';!, a 9:"~()2 • 17
li'1 09 , 0 5763.9 7<',1::;, ~ IJ :'i:l -1 , H ~H t.o. f> 79,t,l .2
1. b I):! ,. ,7 ~"i8(H. ~! 'I ~~~) ~j ) ~! .1 ():!,~ 6 • ~'l :H '.>' <l • <J 7bb2.2
:~:B28. () :'j~j98. 0 'N,B:~, 7 1 (I (, B :i .• Ii' :):'.{,f>.9 8:178.0
'" :~ J. ::5,~ • '~) ~'W05 > H 7B<J:!..} 'l~PH ,0 :""i .1\:")1 • I) 7078.2
2:~;~)~~f.. .. 0 9971. t. l:?OJg c ::i 1 "lB7B. :? ~·jni7.:~ 8:~.t)i'.2
1. :.! ,:5 ~) () , :.~ 7b~~2, B wn~"!, ~~ ).,£,19::;. H bO'! 7 "S 9.1\,~0.()
1 (17 ,,, ~~ • ;> 7:~.I\1.~) ','l21 • B :I. () <J -1 b , :'j 7 :,) I)':~ , 0 9121.8
I ",-"-
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---------------------------------------------------,
TAB L.. E 2. 37 11fHH H I. Y ~l A X Hi U H , /'1:0~ HlIll1r f.dHI 11 b~d~ F I. ntH; AT n F. V H. f; M~ YON
tHJNTH POB r-::·:W . .JECT
Pf~ E -'F'RO JEeT t,1 A TAN A A I. (l N E tJAT tiN (,/J,IF. V X L C(iNY fJU
MAX 111 N l'IEAN MAX MIN MEnN MAX MIN MEAN
ocr 7517.6 :28M .• ~:i :'j3:;' 4 • ~~ 110 () ~i • () f,O;'H ,.·1 7:'jf>7,f> l?{,'l:,',g f>.',oi. '1 ~. O:'ic.:"j • 9
NOV :~9:·j:).1) 1:1. <\!5. } 2~~90 .8 1.~. 7;~!"j • :t. f>il:·l:t. .4 WI <J'1 • <) 1:t.4B:'i.~! 70 /13. U 9·144.3
DEC ~)904. 9 IHO.O :t. f>b 1\ • ~'j :t. :~ (I :~:t. ,. :~ 71>28.7 :t. ():"i~;(l , to :t. 2 J'l:'j. () 799R.O :I. :I.:t. ~i (I • ,.
JAN ;~~! J. ~,I) l~'ib .9 :I.~~f>:"~,:l :I. :t. ll) ~~ , :"j 7'14(-1,1) <J ~'i <J ~'i • 7 lUI05.B ?39:·! • ,S lO4fl'l.O
FEB l.!~36.4 708.7 :t1 ~i~:!.~; :l.01:'.i:?9 f>384.5 (-IB:'j~. :) :l :~ :~ li':~ , ~ f> ~26 .;) :I. 009~1 .• 8
MAI~ 1.}78.'I Mi.~, H :l.O4:"~,~. 92'JO ,4 ,~~'i41,4 U:! 'I:·! , J. :I. 04~'j~~, J. Mia';!, a 9:"~()2 • 17
APr.: ;~405. 4 \~. 91: .• ~j :i~U,7.0 li'1 09 , 0 5763.9 7<',1::;, ~ IJ ::;:1 -1 , H ~H t.o. f> 79,t,l .2
MAY :t. 9TJ,£" H .~4 :!'J .9 :I.~! 1 90 • ~i 1. b I):! ,. ,7 ~'i8(H. ~! 'I ~~~) ~j ) ~! .l ():!,~ 6 • ~'l :H '/ <l • <J '1bb2.2
.HlN 471H6.4 1<1709.8 26078.:1. :~:B28. () :'j~j98. 0 'N,B:~, 7 1 (I (, B :i .• Ii' :):'.{,f>.9 8:178.0
JUL :~:;!.'.)H8. <\ .I. 7'<!91 • () ~~~~:t ~)2 ~ ::! ,. :~ J. ::5,~ • '~) ~''iB05 > H 7B<J:!..} 'l~PH .0 :"i .I\!"i1 • I) 7078.2
AUG ~::i270. () :1. :)~)::j7 • 0 2(l S':? 8 • :~ 2:~;~)~~f.. .. 0 9971. t. l:?OJg c ::i 1 'lB7B. :? ~·jni7.:~ 8:~'1i'.2
SEP l ':n<J9, .I. .~46:~ .~, '-201:t.:~ ,,~ 1. :.! ,:5 ~) () , :.~ 7b~~2, B wn~·!, :~ )',£,19:). H bO'! 7 "S 9.1\,:'0.0
ANNUM. 10946.5 ,l;.800. :I 9:1?9.7 1 (17 ,,, ~~ • ;> 7:~.I\1.~) ','l21 • B :I. () <J -1 b , :'j 7 :,) I)':~ , 0 9121.8
$
~--
r---J-_ -'--,..
-----r---,-
TAI:LE 2.38 POST·,·PRDJECT fLDl~ (d f;lJl-H;HHH~ \cf,,)
\·h.lMIr\lI:IE'JH, CMlYlm t CMIE C
YEAR OCT NfiV [lEC JM~ FEn 11M: .;f'r.: 1M Y J\IN ,11/1. (;til; SEP MH!\Ia
1 HfJ47.2 l,~<)<)t).A 147:-;t).~! ,n~~7L~~ 1:!~:!/.:~ lOln.:~ H9CLO UI:,!~~:~.~ :~~Ll?1..9 078:).1 ,1/I~~/,':?Q 2!1?:U.O 'n,,~,95,3
2 1512A.5 1055~.1 1083~.9 94~J.6 8139.0 HOJ5.9 9081.6 36890.5 ~16J7.1 5~6)2.1 5~6U6.0 3~129.0 21HO~.~
3 119Hl.1 133111.1 1455~.9 13396.1 126Yl.6 11261.6 *r59,3 12t)J4.t) 46163.2 1~4~8,5 14443.0 26877,0 221)4.9
4 16499.415352.3 1504H.0 13407.6 l?7:~4.i, :t14liO.O 1(lfW.c1.8 4~~:~lll.:~ ,·HIH:H.6 "1(11,)07.1 41344.0 ~!/U./.(I ;,I'~/'l:il:'{
5 141P4.7 1()2:S'i,jI .l4.n3.:1 U/,W2.6 .l:!9{lfI.H 1():·j62,:~ 'i'1i(j,,>,:~ :~7UI:L'i ~W.);\(),'l 1tHWL4 4~SIlI)1.() 2~/:'il"l) ~:l\H3.~5
6 14104.5 10972.2 1~007.4 :t391~.4 13100.0 12013.0 9i60.8 lY5Y(I.2 -1Y~EJ.O 5222S.~ 63942.0 31539,~ 2557~.7
7 L~9n.9 U~-;<jO.H IH:~.Ll n(~:)7.·,~ 1~!~!{1:),8 1IB4fl.~~ IIfJ"lfl.fl ~!7()lll.:·i :·i:,~:W.L~~ l.i)~j,S7.~S ~iIlJ.n.';J 4·1~S':).1) n:):~8,4
8 18233.9 15~~2,A 154~B.l 14027,9 13219.3 1'102.6 10540.8 ?!!9~6.0 60408.3 ~612~.1 4~703.0 J849J.B 265~0,7
9 21170.0 16<)26.H lA009.1 13H91.J 12996,9 1187/.6 11331.' 231167.2 44279.2 1J952,1 ;6362.0 2184H,0 ~3!11.~
10 13883.3 10411.1 10260.8 11932.1 13038.8 10419.3 9491.8 ~41YJ.6 4YJea,7 50470.4 535~1.3 34~~11.0 2~J78.4
11 IH112.9 15142.0 15372.7 14018.9 lJ029.1 11917,3 10494,2 2925},9 30357.5 42508.7 43725,0 31876.0 2j076.1
12 16405.6 13856.3 j569~.7 1433~.B 13176.8 1~2J4,? 1?218.4 25971).2 44071,2 47906.7 50516.0 32001.0 ?~9~8.J
D 1:')/3,'>,9140.1.9.9 1:j4()0.9 1<\t)=!:L4 Ul)n,;~ 1~!O<)7,7 111)76.0 .1.nB~L~·i :-inb::;'O :)1)9.37.9 ~)~i1,~·,!.5 ~W~I.I.1,'.) ~!b-1:,;8./
14 16937.9 14~R~.8 15270.8 14170.5 13402.5 11755.3 9527.7 27126.1 ~23~3.1 55208.6 41268.0 2R'12.9 ~2hO,R
15 21536.9 151JO.8 14637,7 13Jfl7,9 12672.3 1~152,J 8993.9 10ll!I.0 13799.2 4~252,2 ~193'.Q 22916,0 ~}64.4
16 l'14ti'l,B D8W.6 15812.2 H01'l.1 U9~1.R 1(l9~)7.3 10037.B :t9:~n.(1 ,P(lH.9 4(dlll,,1 4n:)~j,() 44997.5 4:'i'/1.:::
17
18
19
20
21
22
n
24
2:5
26
?7
28
29
30
MAX
tlIN
MEAN
$
21189,9 14544.H 15022.7 1:1742.9 13002~~ 11522.7 10200,8 13<)51.0 49519.5 4276J,5 52177.0 27706.0
14319.1 9907.7 10527.5 11895.8 13273.8 1(1932.3 9~~1.8 27500.6 48006.1 60166.3 6531B.G 37~7Y.O
1368/.9 14493.0 15245,1 13951.6 lJ396.9 12508.0 1116J.6 314~J.l 57296,~ ~J786.9 41560,Q 21~69,O
13141.t, 975:J.f. 9989.0 1·n8().b 11710.£1 10161.3 9('44.81811(1,:) ]:W1Y,} :1(W:).~.O 31l648.0 24:~:~6,(I
13213.1 9975,J 10179.1 938J.l 9293.9 9349.4 9647,8 21053.0 3b932.0 15953" 46946.0 27370,0
14491.1 11784,7 11140.2 9580.1 8133.9 8170.9 7508.4 1J~68.9 ~197~.2 47~H7,4 ~4609.0 2H014.H
:.!:~}.:.:: 8 t J
;~ C. tl ~:;;l , !~
(~!) 1, :q3 f U
.t 906B. ,~.
~~ () "-.. '2 ~ • ~~.
') ")1';<':"', ~)
,,: .... .1 I,.. I ,.
1129,1.9 1~jn,~,7 1~)17"1.1 I~HI8:),9 U179,l 1~!i)92,9 UI)~)~LH :nbll),I) 'l:i:n:L::! ,1:19840(; <\:W,SLO :HO~;,L..\) ·;:'1::;:'):;:.1:;
15215.2 H79~)'1 :t~10f .. 9 13731.5 12S·S;fi.1 lU7:;.3 ~\4?:L~) 160(I(I.S· 404U.7 ;'\~'9·"::j.O 4?~11J~i.O 2~·i4t,.1.0 214"/9.0
14371.4 10279,9 1053Q.5 9431.9 11199.J 9597.9 9510,8 25<)17.5 J2964.1 392J3.9 39~()2.i) 26161,0 19696.J
1 5 4 1 ::! • S' 1 (143 fL 1 1 0442 • 7 9 t. 6 ~ • 9 82 .\t .• J R? ~:'Il • 4 7:)::; 6 • 5 n 511 ,P, ;. ~~ 4 ''lIL -1 ~"j B 4 (I IJ Ill, 4 ::i::' B 8 • fr :~ 8:=;:."1 • (l ::~ ~\ J 1 3 • 0
16353,6 13461,8 14195.2 129J3.0 12J3'.8 10420.3 9896,H 18144,9 39997,2 1J050,O t4J~5,Q 20921.0 21118.1
13747.4 10753.6 11373.4 10109.6 8"1(19.1 1('B~:)'~. 10US'.8 n79:L::; r}n~'~j.(l <\!lS':)~!.~j 4;'917.0 2'i37S',(l ~'1\J(IIL~:i
IJIH4.7 14Yt)4.3 155J2,2 13991,6 12899 •• 11912,5 11333.5 17743,<\ 35206,7 4~~72.J J!72H,O 2J433.') 213~6.9
DS06.t. 10552.1 10899.3 98~i9.1 85(i,1.6 8381.1 9.q9,~:i ;W::i?H,;~ ":~,HI;~.~) :);~fi(n.J '1(l·1~i7.0 2~·;J?(I.(I :U'n(i.9
21536.9 16926.9 1600'1.1 143J2,8 13402.5 12508,0 12219 •• 422117.3 7J799.2 60567.5 65318,8 44997,~ 27~88.4
13141.6 97~:L6 9989.0 S·:HlJ.1 R13:·L9 803~i.9 7::,(18,'\ 1<d:·\ll.O :HI~'~:,i·.5 3H:'j6.() ::\7nB.O ;~(IS'?J.(I l'i'(I/.I).i.
158~H.7 12<)40.4 1J60H,6 12569,} 11818.5 11)722,5 9020.9 2121/,5 411332.3 47622.6 47151.4 29790,1 2J5.18,0
'-,
r--.. _'-,..
----r-
TAI:LE 2.38 F'OST· .. PRD.lfCT fLDl~ (d f;lJl-H;HHH~ \cf,,)
\·h.lMIr\lI:IE'JH. CMIYIlI-I t CMIE C
YEAR OCT NfiV [lEC JM~ FEn 11M: 1M Y J\IN .11/1. (;til; SEP
1 HfJ47.2 l"~<)<)t).A 147:-;t).~! .n~~7L~~ 1:!~:!/.:~ J.()1n.:~ H9CLO UI:"!~~:~.~ :~~Ll?1..9 078:).1 ·1/I~~/,':?Q 2!1?:U.O "n",~.95,3
2 1512A.5 1055~.1 1083~.9 94~J.6 8139.0 HOJ5.9 9081.6 36890.5 ~16J7.1 5~6)2.1 5~6U6.0 3~129.0 21HO~.~
3 119Hl.l 133111.1 1455~.9 13396.1 126Yl.6 11261.6 *r59,3 12t)J4.t) 46163.2 1~4~8,5 14443.0 26877,0 221)4.9
4 16499.415352.3 1504H.0 13407.6 l?7:~4.i, :t14liO.O 1(lfW.c1.8 4~~:~lll.:~ "·HIH:H.6 "1(11")07.1 41344.0 ~!/7.',,/.(I ;""~/'l:il:"{
5 141P4.7 1()2:S'i,jI .l4.n3.:1 U/,W2.6 .l:!9{lfI.H 1():'j62,:~ 'i'1i(j,,>,:~ :~7UI:L'i ~W.);\(),'l 1tHWL4 4~SIlI)1.() 2~/:"il"l) ~:'-'H3.~5
6 14104.5 10972.2 1~007.4 :t391~.4 13100.0 12013.0 9i60.8 lY5Y(I.2 4Y~EJ.O 5222S.~ 63942.0 31539,~ 2557~.7
7 L~9n.9 U~-;<jO.H IH:~.Ll n(~:)7.·,~ 1~!~!{1:),8 IIB4fl.~~ IIfJ"lf>.fl ~!7()lll.:·i :·i:"~:W.L~! l.i)~j.S7.~S ~iIlJ"n.';J 4·1~S':).1) n:):~8,4
8 18233.9 15~~2,A 154~B.l 14027,9 13219.3 1'102.6 10540.8 ?!!9~6.0 60408.3 ~612~.1 4~703.0 J849J.B 265~0,7
9 21170.0 16<)26.H lA009.1 13H91.J 12996,9 11877.6 11331 •• 231167.2 44279.2 1J952,t ;6362.0 2184H,0 ~3!11.~
10 13883.310411.1 10:U.O.8 1l932.1 13038.8104:19.3 S·/ilJ,).8 ?4l~'J.f, r.neS,7 5(I4/(I."} ~i3:):;~ .• 3 34~}r,·1~.(1 2'!:n;::.-1
11 IH112.9 15142.0 15372.7 14018.9 lJ029.1 11917.3 10494.2 2925},9 30357.5 42508.7 43725,0 31876.0 2j076.1
12 16405.6 13856.3 j569~.7 1433~.B 13176.8 1~2J4,? 1?218.4 25971).2 44071,2 47906.7 50516.0 32001.0 ?~9~8.J
D 1:")/3,'>.9140.1.9.9 l:j4()1).9 1<\t)=!:L4 ul)n.;~ 1~!O<)7,7 111)76.0 .1"nB~L~·i :·inb::;'O :)1)9.37.9 ~)~i1,~·,!.5 ~~IP.l.l.") ~!b-1:";8./
14 16937.9 14~R~.8 15270.8 14170.5 13402.5 11755.3 9527.7 27126.1 ~23~3.1 55208.6 41268.0 2R'12.9 2~2hO.R
15 21:):~6.9 1:"·jl:~1).8 1·1,'>~'Il.7 n:HI7,9 1:"!.'>n.~~ J"IH:··j2 •• ~ i!iJfU.a l<):UH.1) 1.rn:L2 ':)~;?~·i~!.2 H9~ILQ :::·;!S',},L .. O :!-':N.4 •. j
16 :I,14ti"l.8 D8W.b 15812.2 H01'l.1 U9~LR 1(l9~)7.3 10037.B :t9:~n.(1 ,P(lH.9 4(dlll", 4n:)~j,() 44997.5 24::;"l1.:::
17
18
19
20
21
22
n
24
2:5
26
?7
28
29
30
MAX
tlIN
MEAN
$
21189.9 14544.H 15022.7 1:1742.9 13002~~ 11522.7 10200,8 13<)51.0 49519.5 4276J,5 5217/.0 27706.0
14319.1 9907.7 10527.5 :11895.8 13273.8 1(1932.3 9~~1.8 27500.6 48006.1 60166.3 6531B.G 37~7Y.O
13687.9 14493.0 15245.1 13951.6 lJ3H6.9 12508.0 1116J.6 314~J.l 57296,~ ~J786.9 41560,Q 21~h9,O
13141.t. 975:J.f. 9989.0 1·n8().b 11710.£1 101b1.3 9(144.81811(1,::' ]:)I)1Y,l :1(W:).~.O 31l648.0 24:~:~6,(J
13213.1 9975.3 10179.1 938J.l 9293.9 9349.4 9647,8 21053.0 3b932.0 15953,4 46946.0 27370,0
14491.1 11784,7 11140.2 9580.:1 8133.9 8170.9 7508.4 1J~68.9 ~197~.2 47~H7.4 ~4609.0 2H014.H
:.!:~}.:.:: 8 t J
;~ C. tl ~:;;l , !~
.t 906B. ,~.
~~ () l-.• '2 ~ • ~~.
') ")1';<':"', ~)
,,: .... .1 I,.. I ,.
1129"1.'1' 1~jn,~,7 1~)17"1.1 I~HI8:),9 U179.1 1~!i)<J2,9 UI)~)~LI-l :nb'jll) ,I) 'l:i:n:L::! ,1:19840(; 4:W,SLO :HO~;,!,.\) ';:'1::;:";:;:.1:;
15215.2 H79~)':I :t~10f .. 9 13731.5 :l2S·S;fi.1 1117:;.3 ~\4?:L~) 160(,(I.S· 404U.7 ;,\~·9·"::j.O 4?~11J~i.0 2~·j4t,.1.0 214'79.0
14371.4 10279,9 1053Q.5 9431.9 11199.J 9597.9 9510.8 25<)17.5 J2964.1 392J3.9 J9~()2.i) 26161,0 19696.J
1 5 4 1 ::! • S" 1 (143 fL 1 1 0442 • 7 9 t. 6 ~ • 9 82 .\t .• l R? ~:'Il • 4 7:)::; 6 • 5 n 511 ,r. ;. ~~ 4 ''lIL 4 ~'j B 4 (I IJ Ill, 4 ::i::' B 8 • (I :~ 8:=;:."1 • (l ::~ ~\ J 1 3 • 0
16353.6 13461,8 14195.2 129J3.() 12J3'.8 10420.3 9896,H 18144,9 39997,2 1J050,O t4J~5,Q 20921.0 21118.1
13747.4 10753.b 11373.4 10109.6 8'1(19.1 1<'B~:)'~. 10US'.8 n79:L::; r}n~'~j.(l <\!lS':)~!.~j 4;'917.0 2'i37S',(l ~}1\'(IIL~:i
IJIH4.7 14Yt)4.3 155J2.2 13991,6 12899 •• 11912.5 11333.5 17743.4 J5206.7 4~~72.J J!72H,O 2J433.') 213~6.9
DS06.t. 10552.1 10899.3 98~i9.1 85(i,o).6 8381.1 9.q9,~:i ;W::i?H.;~ ":~"HI;~.~) :);~fi'n.J '1(l·1~i7,0 2~';J?(',(, :U'n(i.9
21536.9 16926.9 16009.1 14332.8 13402.5 12508.0 12219 •• 422117.3 73799.2 60567.5 65318,8 44y97,~ 27~88.4
13141.6 97~:L6 9989.0 S·:HlJ.:I R13:'L9 803:\.9 7::,(18,'\ 1<d:·\ll.O :HI~'~:,i·.5 3H:"j6.{) ::\7nB.O ;~(IS'?J.(I l'i"(I/.B.i.
158~H.7 12<)40.4 IJ60H,6 12569,} 11818.5 11)722,5 9020.9 21217.5 411332.3 47622.6 47151.4 29790.7 2J5.18.0
'.,
~J __ 1-
TABLE 2.39 POST-PROJECT Fl.ml AT SlJHl'fIUi (cf!;)
WATM1M))EI)H. CMf(I)U ; CM;E C
YEAR
1
2
3
4
5
6
7
a
9
10
11
12
L~
14
1•· ,)
16
17
IB
19
20
21
'1'1 ~-...
~,~
2-1
25
26
D
28
29
30
MAX
tlItI
MEAN
$
~
. OCT NOV [lfr. JAN FE I< I'IM.: flPR 11(i)' .IIlN .IIIL r..1.I1l fin'
27713.6 1971~.5 17336.2 16693.2 15406.9 13516,0 12259,7 62107.0 119194.6109475,9 99551.8 40330.2
20926.6 12773,9 13015.8 13611.2 12998.9 12273,4 12815,H 53967.0 68019,7107302.5 93276.9 615~1.~
32320.7 24050.9 17757.3 IH401.2 11217,0 14332,6 12587.9 46070,JI09972.5110833.3107266,1 76896.3
44057.B 24442.4 20714.0 18658,3 1716A,1 15512.8 14595.4 00825.3115310,9112525.3 89000,0 38l97.7
21816.2 16976.~ 15667.9 11217,6 14972,9 13119.0 1290H,J 53106.~ 92716,410J528,0114496.7 6265~.3
25812.2 13800.0 16877.4 17?43.0 157~6.1 14751.6 13015.2 55996,2l493~5.Bl~0210,8106370.0 49658.6
2~!90:j .. ~ 1 97'I~j • 7 111~j,~6. a IM124. 4 1 flO It) ,,1 14 H:L 7 U7a~j. i) 7b ~O 1 • :S.l-'lo~!al:' :i1411~H:L 1J. ~:i)7t)·1. 41001'~.1. fL ~
44803.5 30171.3 24687.4 20622.0 1813~.4 16611.7 15339.1 58010.41:i747~.1124140.4116?72.9 78197.8
55407,0 27701.4 20505.4 173H5,~ Ib~117,H 15913,4 16i)Jl.0 ~6~2H.7 Y6~24,0106JH2.~ 89068,5 51803.3
32848.4 14608.5 11432.2 16340.7 165~4.1 13804.8 13070.6 51339,0 95705.~1~9166.~jI9937.6 6~5H~,3
2Hn6.t) 181)<)1.:') 17:m4.~{ 16676.~~ II1D;!.1 ),·\H'i.Li' ).~nB~j,fl 4<I:H~!,~) 1~HHI),91D68B.lJ.Onll1.b 7i):S::,~:;, 1
33191.9 20661.5 2J960.9·22262~9 J973~.8 17986.8 16912.0 i'H9Y6.9134900.31~~735,7106596.~ 58434.3
JOIH6.5 20406.2 19557.5 111851.5 15916,/ 1498J.3 14130,2 49Jl].3132777.0126623.2115202,0 74R06.~
30698.1 19287.3 19445.4 18767.2 1763~.1 15414.4 13067.4 45704.3 71362.01~3409.7 Y5036.8 7(,013.3
40828.2 20925.4 16730,7 Ib9~2.0 159116,9 13041,] 1213J.6 3722<).21151151.6111222,0 81H39.5 15HJ~.H
29761.716854.6 17402.8 1759~.0 16175.6 14309.2 13122,9 14761.4 93598.51'9751.2102725,9 81238.8
.~9~B:)' 1 21 ~):~,~.,~ 20?17, 0 1 a:s,t,'}' 7 17 '1B2 , (.J 1 !'in(L:~ q6~H.l ·:}<)lil:L 41 ()~jJ. :s:! , :-s 11):H n • 91 OBH?'i.:~ t, J 4:P ,:s
29164.3 18575.3 14993.4 16226.3 17705.9 14822.5 138113.4 3269S.21167~:i.011YJ~7.6119H89.B B9~?7.0
I) 07(),!,.4 24 <J ,\~! • 8 ~!~j7 6.L 1 ~~ D7 <I • S :!t)'/:n, 1 1 T'W2 • i) L~:P L~! :W{d ~j,:1.l 1,11:19:L ~~ 11 <\ ~jt.:L 4 IH11).L:i 1 :!:il,n ,a
289'10.1 163~i9.(l 1395~.5 14t.15,6 If.143d 13,~74.b 12714.8 ·H"8B.:) 94~'(l(,,91(1:~nll.9 ,,'21:)4.0 5n9:;.l,
:.~6 4 ao .:') '12796.6 12.H,1. :'j 1 :!iJ~j7 .:s 11·\ n , :.! lJ. ,S 99, C) .1.1 ~!1I6 • 'J 'HI <\o:! .:! a:)<,J:\:! • .t.llli LS 7, I1I)Y74 a II) 811.?',~L a
35044.4 20924.9 j4B43.4 1276J.R 11873.7 1170~.5 10~~5.9 3~626.2 98023.4121983.8113100.1 ~1)631).0
35745.123JI3.6 19042.9 19008.6 170J6.4 15403,1 14743.7 44552,015441J.71294711.811)030b.6 57120,'
28409.1 23630.0 19?24.0 JB~2~.7 17490.8 14841.9 14291.0 12319.9103275.81l1596,2 98970.8 4~~S2,8
24063.1 15694.2 13097.5 IJ951.5 1~421,6 lJ671.5 IJ565.6 5511119.3 57089.1 90191.2 76031.5 ~31JJ,5
22630.9 15900.1 16084.7 14715.9 13030.7 12466.4 J1263.5 4j677.410A41?61j~417.6 B5'70.1 7013(,.1
32339,6 19156.H 17451.2 16<)95.0 15593.8 13507.3 13~55,H 115130,0 906Jl.~1027~ •• 1 91350,1 51329,0
33267.4 23135.6 191811.4 15978.6 13980.1 1441lB,6 12835.8 316HJ.~11)0522.31306511,511R260.1 80~JO,1
38015.7 20404.3 17748.2 16755.6 16443,4 1~500,5 14824.5 43706,4 IH092,111)l2012.4 97710.2 56193.0
39093.6 19904.1 l5iJ97.3 15008.1 13246.6 12450,1 14598.5 7591?3103~5~.512~623.1119710.0 l2870.0
55407,0 30171,J 25163.1 222~2.9 209J3.1 17136.H 16912.0 H"615,3151474.114""13,lt20709.4101~18.~
20926.6 12773.9 11432.7 12763.8 11427.2 11699.0 106~5.9 32626,2 ~7089.1 90191.2 76031.5 38197.7
32514.9 19<)12.3 17701.8 17024.7 15949,8 14~26.2 13644,1 5625".111)6J71,211A7l3,71026~1.9 638~7.6
L--~ ~ L--
,; I! 1-111;\1
-1.L'"n,9
1)(l4!'i3, 6
4';>:;;.'12.8
A 'i'~,:, to. 'l
~ ~j l/,2 , 1
5(1~'.',.l • 3
~)'I}OI.9
:)11'/11.9
~la:.'~)7. 4
t\ B l; 3 ~~. ( 1.
,'·1:·.,':0.2
!) ''I 'J'I.~ • :~
:)}9~6.?
I~~I?:':=-i. 4
·1-17::17. ~;
Irl·~ y.;~ 4 0
-:~H.\H3 t /.,
5:~.t60. 0
~i.1.~sn8. ~'
·1:Q I"} • f:
'I:;:' ,13,2
,,1:"('.1'."; .,
'},}/\},}c .:.
:) .. 1.:\:j i' • 1
'I i;. (, 'l.~ I 8
:~\!, :'~~6. 6
Jl1J9~!I:{
'1q~)06tt)
547M .• l
:1:-q·19.0
5~~il.~J. /1
:')'1.701, I.j
!,.~6i·H\~,';
;:p.)O,<)
.-.-~
,
--'-
~J __ 1-
TABLE 2.39 POST-PROJECT Fl.ml AT SlJHl'fIUi (cf!;)
WATM1M))EI)H. CMf(I)U ; CM;E C
YEAR
1
2
3
4
5
6
7
a
9
10
11
12
L~
14
1 :)
16
17
IB
19
20
21
'1'1 ~-...
~.~
2-1
25
26
D
28
29
30
MAX
tlItI
MEAN
$
. OCT NOV JAN FE I< flPR .IIIL fin'
27713.6 1971~.5 17336.2 16693.2 15406.9 13516,0 12259,7 62107.0 119194.6109475,9 99551.8 40330.2
20926.6 12773,9 13015.8 13611.2 12998.9 12273,4 12815,H 53967.0 68019,7107302.5 93276.9 615~1.~
32320.7 24050.9 17757.3 IH401.2 11217,0 14332,6 12587.9 46070,JI09972.5110833.3107266,1 76896.3
44057.B 24442.4 20714.0 18658,3 1716A,1 15512.8 14595.4 00825.3115310,9112525.3 89000,0 38l97.7
21816.2 16976.~ 15667.9 11217,6 14972,9 13119.0 1290H,J 53106.~ 92716,410J528,0114496.7 6265~.3
25812.2 13800.0 16877.4 17?43.0 157~6.1 14751.6 13015.2 55996,2l493~5.Bl~0210,8106370.0 49658.6
2~!90:j .. ~ 1 97'I~j • 7 111~j,~6. a IM124. 4 1 flO It) ,,1 14 H:L 7 U7a~j. i) 7b ~O 1.:S 1-'10~!al:' :i1411~H:L 1J. ~:i)7t)·1. 4104,~.1. fL ~
44803.5 30171.3 24687.4 20622.0 1813~.4 16611.7 15339.1 58010.41:i747~.1124140.4116?72.9 78197.8
55407.0 27701.4 20505.4 173H5.~ Ib~117.H 15913.4 16i)Jl.0 ~6~2H.7 Y6~24.0106JH2.~ 89068.5 51803.3
32848.4 14608.5 11432.2 16340.7 165~4.1 13804.8 13070.6 51339,0 95705.~1~9166.~jI9937.6 6~5H~,3
2Hn6.0 181)91.:') 17:m4.~{ 16676.~~ II1D;!.1 ),·\H'i.Li' ).~nB~j,fl 4<I:H~!.~) 1~HHI),91D68B.lJ.l)nll1.b 7i):S::,~:;, 1
33191.9 20661.5 2J960.9·22262~9 J973~.8 17986.8 16912.0 i'H9Y6.9134900.31~~735,7106596.~ 58434.3
JOIH6.5 20406.2 19557.5 111851.5 15916.7 1498J.3 14130.2 49Jl].3132777.0126623.2115202.0 74R06.~
30698.1 19287.3 19445.4 18767.2 176J~.1 15414.4 13067.4 45704.3 71362.01~3409.7 Y5036.8 7(,013.3
40828.2 20925.4 16730.7 Ib9~2.0 159116.9 13041.7 1213J.6 37229.21151151.6111222.0 81H39.5 15HJ~.H
29761.7 16854.6 17402.8 1759~.0 16175.6 14309.2 13122,9 14761.4 93598.51'9751.2102725,9 81238.8
.~9~B:)' 1 21 ~):~,~ •. ~ 20~!17, ° 1 a:s,t,'}' 7 17 '1B2 , (.J 1 !'in(L:~ q6~H.l ·:}Ylil:L 41 ()~jJ. :s:! • :H O:H n • 91 OBH?'i.:~ t, J 4:P ,:s
29164. 3 1f~~,7:).:S 14993.4 16226. 3 177(l~i. 9 148~!~). ~:i D8IU. 4 :):)69~).:O u. 6n:L (l1l~':VI7. 6 Ll. 'ifW'l. f; 8S·~?7. ('I
407(),!,,4 249 ,\~! • a ~!~j7 6.L 1 ~~ D7 <I • S :!t)'/:n> 1 1 T'W2 • i) L~:P L~! :W{d ~j,:1.1. 1.11:19:L ~~ 11 <I ~jt.:L 4 IH1I).1,:i 1 :!:il,n ,a
289'10.1 163~i9.(l 1395~.5 14t.15,6 If.143d 13,~74.b 12714.8 ·H"8B,:) 94~'(l(,,91(1:~nll.9 ,,'21:)4.0 5n9:;.l,
:.~.s 4 ao .:') '12796.6 12.H,1. :'j 1 :!iJ~j7 .:s 11·\ n • :.! 1J. ,S 99. C) .1.1 ~!lI.s • 'J 'HI <\o:! .:! i1:)<,J:I:! • .t.t 111 LS 7> 11 !)Y"l <\ a II) 811.?',~L a
35044.4 20924.9 14B43.4 1276J.R 11873.7 1170~.5 10~~5.9 3~626.2 98023.4121983.8113100.1 ~1631.0
35745.123JI3.6 19042.9 19008.6 170J6.4 15403.1 14743.7 44552.015441J.712947i1.8100306.6 57120,'
28409.1 23630.0 19?24~0 JB~2~.7 17490.8 14841.9 14291.0 12319.9103275.81l1596,2 98970.8 4~~S2,8
24063.1 15694.2 13097.5 IJ951.5 1~421,6 13.171.5 lJ565.6 5511119.3 57089.1 90191.2 76031.5 ~31JJ.5
22630.9 15900.1 16084.7 14715.9 13030.7 12466.4 J1263.5 4j677,410A41?61j~417.6 B5'70.1 7013(,.1
32339,6 19156.H 17451.2 16995.0 15593.8 13507.3 13~55.H 115130.0 90631.~1027~ •• 1 91350.1 51329,0
33267.4 23135.6 191811.4 15978.6 13980.1 1441lB,6 12835.8 51.sHJ.~110522.3130651l,511R260.1 80~JO,1
38015.7 2(41)<\.3 17748.2 16755.6 16443.4 1~500.5 1<\824.5 43706,4 IH092.110l242 •• 97710.2 56193.0
39093.6 19904.1 J5iJ97.3 1500a.1 13246.6 12450,j 14598.5 7591?3103~5~.512~623.1119710.0 l2870.0
55407,0 30171,J 25163.1 222~2.9 209~3>1 17136.H 16912.0 H"615.3151474.114""13.1t20709.4101~18.~
20926.6 12773.9 11432.7 12763.8 11427.2 11699.0 106~5.9 32626,2 ~7089.1 90191.:0 76031.5 38197.7
32514.9 19912.3 17701.8 17024.7 15949.8 14~26,2 IJ644,1 5625".II06J71>211A7l3.71026~1.9 .s38~7.6
-1.L'"n.9
1(l1j!'i3, 6
4';>:;;.'12.8
A 'i'~,:, to. 'l
~ ~j l/,2 • I
5(1~'.',.l • 3
~)'I}OI.9
:W'l11.9
~la:.'~)7. 4
t\ B l; 3 ~~. ( 1.
,'·1:·.,':0.2
!) ''I 'J'I.~ • :~
:)}9~6.?
Irl·~ y.;~ 4 0
-:~H.\H3 t /.,
5:~.t60. 0
~i.1.~sn8. ~'
·1:Q I"} • f:
'1:;:'·13.2
'1:)()~-j:~ c:~
:) .. 1.:\:j i' • 1
'I i;. {, 'l.~ I 8
547M .• l
:1:-q·19.0
:')'1.701. 'i
.-.~
,
~'-
r-
(\' "
F !
~ ii
1
)
08~ .
coot< INLET
06n e
ANO<ORAG(
0 ..... '
HEALY
e06n
PAL .. ER
Qo 0681
DATA COLLECTION STATIONS
! ;;:
001'"
STATION
I .. ) SUSITN.. RnlEA NEAR DEN .. U
18) SVSITNA RnlER AT Y[[ CANroN
Ie) $lIS,TNJ. AnlER HEAA WATANA DO .. SlTt
10) SUSITNA IInlEII HEAR [)(VlL C .. NYON
IE) SVSITNA IInlEA AT GOLD CRU~
") CHULITNA AlY[A HEAR Tl.L~f:£TNJ.
1(;) Tt.L~UTN" RrJDI HE .. R ,AUtE(TNJ.
h.) SUS'lNA ftlVER HEAR SUN5><'NE
III SKWENTNA IInlER HEAR S~"EonNJ.
IJI HNTN" A-y(R HEAR SUSlYN .. SUT'ON
1., SUS.T ..... A'VEl! AT SUYTN .. S'JATION
(L I MCLAREN RIVER AT PAXSON
x
x
x
x
IC
X
x
X
x x x x
x x x
x x J( x
x x X
X x IC IC
)( J(
x x x
\
I
r ~", ,
!-
Df.TA COLLECTED
• STR[ ..... 'lD"'· CONTINUOUS RECORD
o STT«,,"'nD'" -""RnAL RCeDRD
• WA.TER OUAUTY
T ",UER TE ... '"(RATUR(
.. SEDI ... eNT DISCHARC(
c:> cu ..... Tt
IHlJ()( NUU 5~UHG
C\fOO
0200
OX>O
C>4O()
0:.00
06:Xl
fRCEZINC RAIN AND IHCl.OUD ICINC 0700
SNOW COURSE 0600
SHOW CREEP 0900
NOTES
70, CONTINUOUS WATER OUALITY MONITOR INSTAlLED
3, DATA COLLECTION 1981 SEASON
~_ THE LETTER BEFORE [ADi STATION NAME IN T){[
TABLE IS U5t:D ON THE .... P TO Mt.R~ THE
APPROX.IoUTE lDCATION Of' THE STATIONS,
~ STATION NUMBERS UNDERLINED ...ottJrrES Ol>.TA COLLECTED
, BY STU9Y TE .... I IN 1980-81., SNOW COURSES "EASURED
-ARt: NOT UNDERLINED FOR CLARITY.
SCALE
,"PPROX.I
FIGURE E.2.1 _,"_~_~ __ .. ..---.--_--.,----:::--:---=-:-:-:-:=~-:-:--__ ----------=--=-::"::":"=--':~:::.J
r-
(\' "
F !
~ ii
1
)
r
~--~
08~ .
coot< INLET
06n e
ANO<ORAG(
0 ..... '
0Ii70
e
ONEN .. NIo.
HEALY
E> Olin
PAL .. ER
Qo 0681
DATA COLLECTION STATIONS
! ;;:
STATION
RAPIDS
G' 061<4
PAXSON
e OIiTfi
I .. ) SUSITN.. RnlEA NE .. R DEN .. U
18) SVSITNA RnlER AT Y[[ CANroH
Ie) $lIS,T"" AnlER HEAR W"T .. N" DO .. SlTE
10) SUSITNA IInlEII HEAR [)(VlL CANYON
IE) SVSIT"'A IInlER AT GOLD CRU~
") CHULITNA AlY[A N[AR Tl.L~f:£T""
1(;) Tt.L~UTN" RrJDI NE .. R TAUtE(T""
h.) SUS'l"'A ftlVER N[AR SUN5><'N(
III SKW[NT"A IInlER N[AR S~"Eon ....
IJI HNTN.. A-y(R N[AR SUSlYN .. SUT'ON
1., SUS.l ..... A'VEl! AT SUYTN .. SUTIOH
(L I MCLAREN RIVER AT PAXSON
X X
X J(
x X
x
x
X
X
X
"
X
X
X X J(
x2 X X IC
X
x x x x
" x x
X X " X
X X X
II II IC X
)( x
X X X
{
!
I
r ~", ,
!-
,,~, -I'/I( NT
I I'
['961 ~ !972' c(8
IUO -PRE~KT
IC X 19tD-~R( " NT
X 19'~-~R(~£~
19~r -"~72U (198~ -FP.( NT
1964 -PR(tNT
198·· PRE NT
'9~9 -~98o'
198" -~R[~NT
197< • PR[ NT
1-
Df.TA COLLECTED
• STR[ ..... 'lD"'· CONTINUOUS RECORD
o S1T« ..... nD .. · -""RTlAL RCeDRD
• WA.TER OUAUTY
T ",UER TE ... '-(RATUR(
.. SEDI ... eNT DISCHARC(
c:> CLI ..... TE
IHlJ()( NUU 5~UHG
C\fOO
0200
OX>O
C>4O()
0:,00
06:Xl
fRCEZINC RAIN AND IHCl.OUD ICINC 0700
SNOW COURSE 0600
SHOW CREtP 0900
70, CONTINUOUS WATER QUALITY MONITOR INSTAu.ED
3, DATA COLLECTION 1981 SEASON
~_ THE LETTER BEFORE [ADi STATION NAME IN T){[
TABLE IS U5t:D 011 THE .... P TO MAR~ THE
APPROXIIoUTE lDCATION OF THE STATIONS,
~ STATION NUMBERS UND£RLINED ...ottJrrES o.o.TA COLLECTED
. BY STU9Y TEUI IN 1980-81., SHOW COURSES "E.lSURED
-ARt: NOT UNDERLINED FOR CLARITT.
SCALE
,"PPROX,I
_.,_~_~ __ .~ . ....-___ --:--_---:::---:--:-:--:-:--:-::=::-::---:-~---_----------~F~I::G::U~RE~~E~. ::.-2~. :.J1
.Ll.
Susitna R. near DenalL
THRFE PARAMETE~ LOG-NORMAL DISTRlnUTION-wtTH q5 PCT (1
PARAMETERS ESTIMATED f\Y MAXHIlJM llKLlHOOD
'~-~~
10f5----------------------------------------------------~-------------------------_____________________________________________ _
1 I 1 I t I I I I I I
9 ------------------------------------------------------------------------------------------_________________________________ _
1 I t I I I I It] I I I I I I I I I I I I I
B -----------------------------------------------------------~-----------------------------------------------_______________ _ I I I I I I I I 1 I
I I· I ' I I I I I 1 I
7 ---------------------------------------------------------------------------------------------_____________________________ _ I I I I I I I
I I I I I I I b ____________________________________________________ J_---------------------------------------________ ~------______ -___ _
I I I fil I I I
I I I I I I I 1 I I ,I I I I
5 ----------------------------------------------------~-------------------------------------------I I
I I
I I
4 --------------------------------------------------------------------------------~----------1 I I
I I I
1 I J
1 I I II I
3 --------------------------------------------------------------------------------I I
1 I
1 I
1 'I
1 1
1 1
1 I
2 -------------------------------------------------------------
1
1
I
~----------------------~ 1 I
1 I
1 1
1 1
1 1
1 I
1 1
1 I
1 1
1 I
I I I
'I I I
I 1 • 1 1 I I I I I I I 1 1 I 10f4----------------------------------------------------------------------------------------------------------------------------1.005 1.05 1.Z~ Z.n 5.0 10. ZOo 50. 100. ZOO. 500.
X--ClASERVFD OATh
0--F5TIMATED DATA
RECUR~ENCE INTERVAL IN YEARS
*--95( CONFIDENCF LIMITS
ANNUAL FLOOD FREQUENCY CURVE
SUSITNA RIVER NEAR DENALI
FIGURE E.2.2
Susitna R. near DenalL
THRFE PARAMETE~ LOG-NORMAL DISTRlnUTION-wtTH q5 PCT (1
PARAMETERS ESTIMATED f\Y MAXHIlJM llKLlHOOD
10f5----------------------------------------------------~-------------------------_____________________________________________ _
1 I 1 I til 1 I I I 9 ------------------------------------------------------------------------------------------_________________________________ _
1 I I I I I
B ~------------~------------------~--------------------!------------------------------------___ ! _________ ! __________________ ! I . I 1 I
I ' 1 I 1 1 I 1 I 7 ---------------------------------------------------------------------------------------------_____________________________ _
I 1 1 1 1 I 1
b i------------i------------------~-------------------i~-------------------~----------~--------f-------
1 I I 1 I 1 1
1 I I ,I I 1 1
5 ----------------------------------------------------~--------------------I----------j-----------
1 1
1 I
4 --------------------------------------------------------------------------------~----------1 1 1
t I f
II I
3 --------------------------------------------------------------------------------1 1
1 I
1 I
1 'I
1 1
1 1
1 I
2 -------------------------------------------------------------
1
1
1
I ------------------------I 1 1
1 I I
1 1 I
1 1 I
I 1 I
1 1 I
1 1 1
~~ X x I I
I I I
'I 1 1
I I • I I 1 I I I I I 1 I I I 10f4----------------------------------------------------------------------------------------------------------------------------1.005 1.05 I.Z~ Z.n 5.0 10. ZOo 50. 100. ZOO. 500.
X--ClASERVFD OATh
0--F5TIMATED DATA
RECUR~ENCE INTERVAL IN YEARS
*--95( CONFIDENCF LIMITS
ANNUAL FLOOD FREQUENCY CURVE
SUSITNA RIVER NEAR DENALI
FIGURE E.2.2
,--_--1 :::-:~
!';usitn,l K. UC:1C Cllntwcll
L " (. -r: 0 ~~. A L D I <; T n I n 'J T I 011-II I T 1\ 'l'i P (T ( L
Ir~~---------------------------------------------------------------------------------------------------------------------------~ -------------------------------------------------------------------------------------------------------~-------------.------
7 --------------------------------------------------------------------------------------------~ -----------------------------------------------------------------------------------------
?
1 1 I I
I I I t ------------------------------------------------------------
I I I • -----I 1 I ~ x
I I I --------------
I
1
I
I
I
I
11 f' •
1
"I
~
'1
(,
')
;0
I ____ ~ I I ________________________________ _
---------I------X~_~~~~~!~~=~~~~~~~~~~~~~~~~~l~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~_~ _______________________________ .
----------------------------------------------------------------------~----------------------------------------.------
I
1
I
I ---------------------------------------------------------------------------------------.-----------------------------------.
I
I
I
I
I I'
I 1 I I I I I I 1 1 I 10r3--------------------------------------------------------------------------------------------------------------.-------------, .005 1.05 '.25 2.0 'i.0 10. 20. SO. lao. 200. 500.
x--OOSERVEn DATA
O--ESTIMATED DATA
.--95( CONFIDFNCE LIMITS
RF.CU~RENCE INT(RV~L IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
SUSITNA RIVER NEAR CANTWELL
FIGURE E.2.3
!';usitn,l K. UC:1C Cllntwcll
L " (. -r: 0 ~~. A L D 1 <; T n 1 n 'J T 1 011-II 1 T 1\ '1 'i P (T C L
lr~~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::-::::::::::::::::::::
7 --------------------------------------------------------------------------------------------~ -----------------------------------------------------------------------------------------
?
l1f'
1 1 I I
:------------:------------------~--------------------t-------1 1 1
I 1 1 x
1 I 1
1
1
I
I
1
1
1
1 1 ----------------x------------------------------~----------------------------------------------------------------------1 1 1
--------------------------------~---------------------------------------------------------------------.
----------------------------------------------------------------------~-----------------------------------------------1
I ,I
I I
I I ----------------------------------------------------------------------------------------------------------------------------
I
I
I
I
1 1 1 I 1 1 •
I 1 1 1 1 1 1 1 I I I
l n r3--------------------------------------------------------------------------------------------------------------.-------------" .005 1.05 '.25 2.0 'i.0 10. 20. SO. 100. 200. 500.
x--OOSERVEn DATA
O--ESTIMATED DATA
.--95( CONFIDFNCE LIMITS
RF.CU~RENCE INT(RV~L IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
SUSITNA RIVER NEAR CANTWELL
FIGURE E.2.3
~--, __ L
Susilna R. at Gold Creek THRFE PARAMFTFR I OG-~OnMAL OISTRlmITIQN-WITH q5 PeT CL
PARAMFTFRS FSTINATFD AY MAXIMUM 1,lKLIHOOO 10Fb----------------------------------------------------------------------------------------------------------------------------~ ----------------------------------------------------------------------------------------------------------------------------
B ---------------------------------------------------------~------------------------------------------------------------------
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I I 1 I 1 I I 1 I 1 I
1 I 1 I 1 I I I I I I
I I I I I I I I I I I
I 1 I I I I I I I I I
IOF4----------------------------------------------------------------------------------------------------------------------------1.005 1.05 1.25 2.0 5.0 10. 20. 50. 100. 200. 500.
X--GASFRVEO DATA O--ESTIMATFO OATA
---951 CONFIDENCF LIMITS
PEcuRRENCE INTERVAL IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
SUSITNA RIVER AT GOLD CREEK
FIGURE E.2.4
-__ L
Susilna R. at Gold Creek
htRFF. I'ARAHFTFR IOG-llOIHIAL ()15TRIRlITlnN-WlTH q5 PCT CL
PARAI·IFTFR5 E'5THIATFr> AY "'AXHIUM UKLlHOO() 10Fb----------------------------------------------------------------------------------------------------------------------------~ ----------------------------------------------------------------------------------------------------------------------------
B ---------------------------------------------------------~------------------------------------------------------------------
1 ------------------------------------------------------------------------------------------------------------------_---_____ _
b ----------------------------------------------------------------------------------------------------------------------------I I I I I I 1 I 1 I I
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4 ----------------------------------------------------------------------------------------------------------------------------I,
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5
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2 ----------1------------------1--------------------1-------------------I----------j--------i---------j-----1------1------1
I I I I I I I I I I I
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1 I I I I I I I I I I
I I I I I I 1 I I , I
I I I 1 I I I I I , I
IOF4----------------------------------------------------------------------------------------------------------------------------1.005 1.05 1.25 2.0 5.0 10. 20. 50. 100. 200. 500. PECURRENCE INTERVAL IN YEARS X--GASFRVE() DATA O--ESTIMATFO DATA ---951 CONFIDENCF LIMIT5
ANNUAL FLOOD FREQUENCY CURVE
SUSITNA RIVER AT GOLD CREEK
FIGURE E.2.4
-__ L
MLclaren R. ncar Paxson
THRFF PARAMFTfR LOG-NORMAL OI5TRIP.UTI1N-WITH q5 peT CL
PARAflFHR5 E5TIMATEO RY MAXI~·ml I.IKLlIIOOO
._';;....---==;-
IOF5----------------------------------------------------------------------------------------------------------------------------
q ----------------------------------------------------------------------------------------------------------------------------
R ----------------------------------------------------------------------------------------------------------------------------
l ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~:::::::::::::::::::::::::::::::::::::::::2_
5 ---------------------------------------------------------------------------------------------------------------------I I I 1 1 1 I I t
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4 --------------------------------------------------------~------------------------------------------------------I I It· I I It'
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3 ----------------------------------------------------------------------------------------------------------
2 --------------------------------------------------------.----------------------------------------I
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3 ----------------------------------------------------------------------------------------------------------------------------I I I
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2 ----------------------------------------------------------------------------------------------------------------------------t
I
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I
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I I I I I I I I I I I IOF3----------------------------------------------------------------------------------------------------------------------------1.005 1.05 \.25 2.0 5.0 10. 20. 50. 100. 200. 500.
X--OA5FRVFO DATA O--ESTIMATEO DATA
*--q51 CONFIDENCE LIMITS
P.F.(lJRRENCE INTERVAL IN yEAR5
ANNUAL FLOOD FREQUENCY CURVE
MACLAREN RIVER NEAR PAXSON
FIGURE E.2.5
MLclaren R. ncar Paxson
THRFF PARAMFTfR LOG-NORMAL OI5TRIP.UTI1N-WITH q5 peT CL
PARAflFHR5 E5TIMATEO RY MAXI~·ml I.IKLlIIOOO IOF5----------------------------------------------------------------------------------------------------------------------------
q ----------------------------------------------------------------------------------------------------------------------------
R ----------------------------------------------------------------------------------------------------------------------------
7 ---------------------------------------------------------------------------------------------------------------------------
b ---------------------------------------------------------------------------------------------------------------------------
5 ---------------------------------------------------------------------------------------------------------------------1 I I 1 1 1 I I t
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I I I I I I I I I
3 ----------------------------------------------------------------------------------------------------------
2 --------------------------------------------------------.----------------------------------------I
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9 ------------------------------------------------------------------------A -------------------------------------~-----------------------------7 --------------------------------------------------------------,
b ------------------------------------------------~-~-:;-~~----...... "'-~-------------------------------------
t
5 ---------------------------.~~~r.-~-~---------------------------------------------___________ _
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3 ----------------------------------------------------------------------------------------------------------------------------I I
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I I I I I I I I I I I IOF3----------------------------------------------------------------------------------------------------------------------------1.n05 1.05 \.25 2.n 5.0 10. 20. 50. 100. 200. 500.
X--OA5FRVFO DATA O--ESTIMATEO DATA
*--951 CONFIDENCE LIMITS
P.F.(lJRRENCE INTERVAL IN yEAR5
ANNUAL FLOOD FREQUENCY CURVE
MACLAREN RIVER NEAR PAXSON
FIGURE E.2.5
;--------L_
Chulitna R. near Talkeetna
THREE PARAMETER LOG-NORMAL D15TRIAUTIQN-WITH 95 peT CL
PARAMETERS ESTIMATED BY MAXIMUM LIKLIHOOO
IOF5------------------------------------------------------------------------------------------------------------
I 1 I I I 1 I 1
9 ---------------------------------------------------------------------------------------------------------~------------------I 1 1 I
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3
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I \, 1 I I I I
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I I I I I I I
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IOF4---------------------------------------------------------------~------------------------------------------------------------1.005 I.U5 1.2~ 2.0 5.0 10. 20. 50. 100. 200. 500.
x--Oa5FRVEO DATA 0--[5TIMATED DATA
*--951 (ONFIDFNCF LIMITS
RfCuRRENCE INTERVAL IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
CHULITNA RIVER NEAR TALKEETNA
'-r-~~ __
FIGURE E.2.6
Chulitna R. near Talkeetna
THREE PARAMETER LOG-NORMAL DlSTRIAUTIQN-WITH 95 peT CL
PARAMETERS ESTIMATED BY MAXIMUM LIKLIHOOO
IOF5------------------------------------------------------------------------------------------------------------
I I I I I I I 1
9 ---------------------------------------------------------------------------------------------------------------------------I I I
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x--Oa5FRVEO DATA 0--[5TIMATED DATA
*--951 (ONFIDFNCF LIMITS
RfCuRRENCE INTERVAL IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
CHULITNA RIVER NEAR TALKEETNA
FIGURE E.2.6
~~--
Talkeetna R. ncar Talkeetna
THREE PARAMFTER LOG-~ORMAL DISTRIBUTION-WITH 95 peT CL
PARAMETERS fSTIMATFD BY M"XI~\llM LIKLlHOOO 10Fb----------------------------------------------------------------------------------------------_____________________________ _
9 ------------------------------------------------------------------------------------------_________________________________ _
8 --------------------------------------------------------~---------------------------------------------------_______ -_______ _
7 ------------------------------------------------------------------------------------------------___________________________ _
b -----------------------------------------------------------~------------------------------------------------_______________ _ I
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I I I I 1 I J I I
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10F4--------------------------------------------------___ I 1 I I I I 1.005 1.05 1.25 z:o-----------------s-o----------------------------!-----~------~------!
X--OBSfRVFO DATA RECuRRENCE INTERVAL IN YEARS • 10. 20. 50. 100. 200. 500.
z
O--F.STIIIATF.O OATA 1l--951 (ONFIDFN[F LIMITS
ANNUAL FLOOD FREQUENCY CURVE
TALKEETNA RIVER NEAR TALKEETNA
FIGURE E.2.7
· ,-------.---._--------.~~-
Talkeetna R. ncar Talkeetna
THREE PARAMFTER LOG-~ORMAL DISTRIBUTION-WITH 95 peT CL
PARAMETERS fSTIMATFD BY MAXI~\llM LIKLlHOOO 10Fb----------------------------------------------------------------------------------------------_____________________________ _
q ----------------------------------------------------------------------------------------------------------------------------8 --------------------------------------------------------~---------------------------------------------------_______ -_______ _
7 ------------------------------------------------------------------------------------------------___________________________ _
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X--OBSfRVFO DATA
O--F.STIIIATF.O OATA
1l--951 (ONFIDFN[F LIMITS
ANNUAL FLOOD FREQUENCY CURVE
TALKEETNA RIVER NEAR TALKEETNA
FIGURE E.2.7
r-____
Skwentna IL near Skwcl,tna
THREE PARAt-IETFR lOCi-NORMAL nI5TRIPIJTlntl-WTTH 9~ PCT C"L
PARAMFTER5 E~TII<\ATED BY MAXIMUM L1KLIHOOO 10F5------------------------------------------------------------------------------------------------------------------_________ _ I 1 I 1 I 1 I I I , 1
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X--ORSFRVfn DATA
O--ESTIMATEn nATA
*--95t CONFIDENCF LIMITS
RECURPENCF INTERVAL IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
SKWENTNA RIVER NEAR SKWENTNA
FIGURE E.2.8
Skwentna IL near Skwcl,tna
THREE PARAt-IETFR lOCi-NORMAL nI5TRIPIJTlntl-WTTH 9~ PCT C"L
PARAMFTER5 E~TII<\A.TED BY MA.XIMUM L1KLIHOOO 10F5------------------------------------------------------------------------------------------------------------------_________ _ I 1 I 1 I 1 I I I , 1
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3
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X--ORSFRVfn DATA
O--ESTIMATEn nATA
*--95t CONFIDENCF LIMITS
RECURPENCF INTERVAL IN YEARS
ANNUAL FLOOD FREQUENCY CURVE
SKWENTNA RIVER NEAR SKWENTNA
FIGURE E.2.8
,---"'-=-
w >
0::
:J
U
--~------.,------,------_.
'1 1I111 ~'I-. "WIIIII-l-~'I"'I"'II'" -llir"'1 . --1-"'I ··[_· .. ··· .. [111·/·-'~rl ;':11' NOliE:.': '1 :: ·1 :1'.,> :~=-:l r:·~·~;:·::Y·:: .. :-":::::'::;-.::1 :."'.::~
7.0 ...\ 1'! J~I' ~'H ICA'" ~ , V. ~I • fI -~-". U '. . -.. . -. . t---.. --~.. .. --. I -,0.. " ti ro I" l" . -.. -. - - --. . . _ f-_ _ . ___ .. . . T -E R' ~ [J IF W . .. " . - . . _. -. _.. . -'--. . -. -" "'-
6.0 i 'I" -'-,.S I -r-= r:-. I . I '.:: . I' -.. ' .: -' I . : - : ~.,,_._ ~;~. '.; .: .~ .. ~ .:~ -R.~ ~il' . r 1·1 ~ ..• :~~r7.$!5·t ~JA!.l I <. . ~. tJ . I{I :. . ~ . 0 '.. . 4 :\t ~~~~~.:;~ -:.I! ... < .; ~~ .;~ I ;.< ,'. 5.o·~J:I!jt~;.i i., ,. l~·'·H'·.'.··r:'.:i:.·:~~~:,. 1:.<:.~·.:0.:.=:ii;:~il:::~.' ·~;.:·~~~·:·:~~l .. ~I.::.~, _.-y I,H" WI;~E"--" IJ .. ··· T '" .... . .... -------.... ' --.... E--~·U if ..
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1 JI t I ... 1-' ., ~... . -.... . . -.-.. --.... . . . .... ,...... _. f '''I~ : : ! . G' P R I~ E:' I is .. ~ .. '. -::: :_~ '::;:' :7;: . .. '.' '.1/"_ : ':. j...rr .
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TIH-.. 1'" ------+ -Iii -.. I-[Z---... I--+-.. ----
2.0 .-... -.... _. ... . . . .t .... "V~ .--.. 1-\_-1-. ___ . . -.-.. IIT· .----_. __ . .. .. ..... ,-~,-"""t--I--... + __ . __
"Tl.Uul .. _ -=::: .. :~ .: --.. . : ...... : . -:. -... ~ ~ . L::: I-- -~ :: -:=~:
J.=-
rm,c .. .ti.
~ 1.0
-l
Z o
o
1.005 1.05 1.25 2 5 10 20
RETURN PERIOD (YRS.)
DESIGN DIMENSIONLESS .R'EGIONAL FREQUENCY CURVE
ANNUAL INSTANTANEOUS FLOOD PEAKS
50 100 200 500 10,000
FIGURE E.2.9
1 .... :-~~
w > 0::
:J
U
3.0
1.005 1.05 1.25 2 5 10 20
RETURN PERIOD (YRS.)
DESIGN DIMENSIONLESS .REGIONAL FREQUENCY CURVE
ANNUAL INSTANTANEOUS FLOOD PEAKS
I
-..... -~--.!
.~
50 100 200 500 10,000
FIGURE E.2.9
\
\
( 180
I I .
165
150
,I
I 135
!
120
(/)
~ I
u 105
0
~
~ 90
lJJ
(!)
ct:
~ 75 :x: u
(/)
0
60
45
30
15
0
1.005 .2 5 10 20 50 100 1,000 K),OOO
RETURN PERIOD (YEARS)
WATANA
NATURAL FLOOD FREQUENCY CURVE
FIGURE E.2.10
\
\
( 180
I I .
165
150
,I
I 135
!
120
(/)
~ I
u 105
0
~
~ 90
lJJ
(!)
ct:
~ 75 :x: u
(/)
0
60
45
30
15
0
1.005 .2 5 10 20 50 100 1,000 K),OOO
RETURN PERIOD (YEARS)
WATANA
NATURAL FLOOD FREQUENCY CURVE
FIGURE E.2.10
(,
(., ,
\
l
i
-!
I
-(
!
)
\
l
180
165
150
135
120 -(/) u..
<.> 105
0
0
Q -90
ILl
(!)
a:: < 75 J: <.>
(/)
0
60
45
30
15
a
1.005 .2 5 10 20 50 100 ~OOO 10,000
RETURN PERIOD (YEARS)
DEVIL CANYON
NATURAL FLOOD FREQUENCY CURVE
FIGURE E.2.11
(,
(., ,
\
l
i
-!
I
-(
!
)
\
l
180
165
150
135
120 -(/) u..
<.> 105
0
0
Q -90
ILl
(!)
a:: < 75 J: <.>
(/)
0
60
45
30
15
a
1.005 .2 5 10 20 50 100 ~OOO 10,000
RETURN PERIOD (YEARS)
DEVIL CANYON
NATURAL FLOOD FREQUENCY CURVE
FIGURE E.2.11
(
(
i
1
J
.1
\
L
200 ~,~~I~~~I-r· ~1-+~-r~r-~~~'~44~ 4+-j1-+-+++-i+H-+++-I-+--H-+jf-+-++Vi-t-t--t----t..+-+-HH-H·-t-i-rl-t-t-n--T·I-+-Li-:~t-..;..: ..... '-+-,'-1
H--'-+-+-H-++-H-++++t-+-H-+t--l-I-t-+-+-+-Jr·t-+-+·+-t--;~-'-'· t-+-++ t-:"7'"~ +t-: 'i-i'-+-~";,,,,-r-;..-+, +h--+ .
0
8120
><
(f)
u...
<..)
w 80
(!) '-I ' G:
<I:
:,A.
:c
<..)
en -...
'0
40 r-.. -r
TIME -DAYS
SUSITNA RIVER AT GOLD CREEK
100,500,10000 yr. FLOOD VOLUMES
LEGEND
Flood Volume
ft 3
-----100 yr 122.3 X 10 9
--500yr 178.2X 10 9
---10,000 y 310.0 X 10 9
Peak Discharge
(cfs)
104,550
131,870
19a,000
FLOOD KYDROGRAPHS
MAY-JULY
t
f'
v
• I I:
:\ I . , ,
1 _"-..' . ~
: ; , '" , ,
, ' r'\.. . .7 ~ I
J i I I , / I
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1 ! , ....
I I !
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FIGURE E.2.12
!
) .
I
l
j ,
(
(
i
1
J
.1
\
l.
ILJ
0
8120
><
J I
(f) • I I:
u... I t
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w 80 :"\' . ..Ll
I ~. I I ~
(!) I ' I ,!
G: :....1
<I:
. 1 . ~ , ,
:c , r'\..
<..) J i I ./ en f' . I , , 1";"--·0 I ._I~
40 :..... , -.-I ... I I ! . , ....
.~
I I !
~ .. -r f
I 1 , i
OLLLLLLLLLLLLLLLLLLLW~WU~~~~~~~~~~~~~~ __ ~~~
-15 -10 -5 PEAK 5 10 15
TIME -DAYS
SUSITNA RIVER AT GOLD CREEK
100,500,10000 yr. FLOOD VOLUMES
LEGEND
Flood Volume
ft 3
-----100 yr 122.3 X 10 9
--500yr 178.2X 10 9
-·-10,000 y 310.0 X 10 9
Peak Discharge
(cfs)
104,550
131,870
19a,000
FLOOD KYDROGRAPHS
MAY-JULY
FIGURE E.2.12
-j
I
I
-!
-i
I
L.
--r-+++ 7-H-f-;--f-L l-H-_ ~~--~:-tH:±+H---~_ t-_f-~I--t-. --'--:-+--I-L'--I, H-l--I--__ +-_-J-t+-HI--+--"--++~-++-+-Hrx-~lttt---~ -1+-1---r--f--. -1-r---. H . -t. !-1--'---r-j-. -r-'--,'-H-+-+--I~~'~±-I .•
1--1 -: • i
+-i+ 1-++ -r-l---t-t-4-rl---t-I---1
H --t-+--'->-t-H-t---++-+t -: : L': I ---I---f-J--H-H--++++-+++ H-++--I-+4-I'-I-iH# I ,-; r-t-
200
; I
l--t--t--+-'-"-H-1I-+-li-+-il~-:--~'---+-:--l-T _. t. ---r-t -H--t--~--! --.-
! . I : -f
+++~-f-J-+t i_ ... · -tt.t---:t-ftttt-t.tttt.r-t-tJ~tjJ-t-l-h-t'_-1 -I-;'--tl-_+~'_-H 1 +t-t-t-t-t-;-l-t-f--I '-'---l-+---t---+--l--I--t-f-i -+-ir--+-+-
160
~++4~~++~,-I,il-~~~~++~rrr.~~~~~r~++~rrt.-~~;~~~~~++~~~
f-L I J --,-~+\I-+-.! Ft +-+ r±-H-jH--T---i--+-~1
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i
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I
I I
; I
i~
v· ,
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I !
< 1
-5
1-"'" , .
i/f
-!
PEAK
TIME-DAYS
SUSITNA RIVER AT GOLD CREEK
LEGEND
----100 yr
--500 yr
---10,000 yr
Flood Volu me Peak Discharge
ft 3 ( c fs )
53.8 X 10 9 90,140
78.8 X 10 9 119,430
140.0 X 10 9 185,000
FLOOD HYDROGRAPHS
AUG -OCT
I ,
, I
I I
I I N
5
, I
• I
I I
, 1
I I
---.:.:r .
1 I I .~.
I 1
I I .....
10 15
FIGURE E.2.13
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f
l :
I
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-+t: : it-
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1 c...--.~ ... '....; : I 1.01"" ,... .... I !
~ < I -!
1 1
I
0
-15 -10 -5 PEAK
TIME-DAYS
SUSITNA RIVER AT GOLD CREEK
LEGEND
----100 yr
--500 yr
---10.000 yr
Flood Volu me Peak Discharge
ft 3 ( c fs )
53.8 X 10 9 90,140
78.8 X 10 9 119,430
140.0 X 10 9 185,000
FLOOD HYDROGRAPHS
AUG -OCT
"1
1 ,
:
I I
i'\.1
'"
-+ ....
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1~t=F -Hf -t 1-~-.~ H -+-\-' =~# ~ --.-
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5 10 15
FIGURE E.2.13
.. '
.lANUA .. V
, -,-. '---,'-. __ . ______ , ___ ·l=~~_ ..
.. _. __ .. i", j":! ;
! ~~;.~: ~~ ._. :~. ~--r--.
.. '
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to ..
... or 1'_e Ot~ __ .( tOU'&LL[D CIA [.'([0«(1
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.---~.----.-
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MA .. CH
% o· , .• [ OISCot,t.ItGE (Ov.l.lLl:: :> .. rwCllOlr
AUmU.T
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ANNUAL
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A .... tL
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CR. "I
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:1----
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I FLOW DURATION CURVES IAS[t ON 1IlI£lil r.l.U.'Y FLOWS
2.PERIOD OF -RECORD:.'I' 50 -.T I, I
i"
I
r
I
MONTHLY AND ANNUAL
FLOW DURATION CURVES
SUSITNA RIVER AT GOLD CREEK
SUSITNA RIVER NEAR CANTWELL
SUSlrNA RIVER NEAR DENALI
i
\
FIGURE E ,2 .14
,,'
"ANUA .. V
,
-,-. '---,'-. __ . ______ , ___ ·l=~~_ ..
... or 1'_e Ot~ __ .[ tOU'&LLED CIA [.'([0«(1
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to.' , .
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.~------
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MA .. CH
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:1-------DENALI '
________ i ______ ~_
lI.Q.ll.i
I FLOW DURATION CURVES IAS[t ON 1IlI£lil r.l.U.'Y FLOWS
2.PERIOD OF -RECORD:.'I' 50 -.T I, I
i"
I
r
I
MONTHLY AND ANNUAL
FLOW DURATION CURVES
SUSITNA RIVER AT GOLD CREEK
SUSITNA RIVER NEAR CANTWELL
SUSlrNA RIVER NEAR DENALI
i
FIGURE E.2 .14
.. fI , .. ...-c ....... lwa&.LIO OIl ueu •• _.
... ., •• _____ ......... _ 1-"-".' _"'.M_ ...
'-',-,====-,=:£ ' .. , "
= .~~~--~:::
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..
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m
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... 01' t...: DISCo&6IISf. 1I-.u64LtO QII [-.e[(O[D
AU.U.T
. -.,-:
1010110 .,
-..01 , .. DdC-"" I ....... UD .. UCUIU
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D 10 to 40 to 10 1'0 10
... Of' T.r l)I'e ...... '" IIIUoALLlO 01'1 [ltUCllO
.CTO .....
MONTHLY AND ANNUAL
FLOW DURATION CURVES
MACLAREN RIVER AT PAXSON
FIGURE E.2.15
.. fI T .. ...-c ....... lwa&.LrO OIl (lc.".o _.
... ., •• _____ ......... _ • .cc. .... -"' ... _"
40 10 C .1'0 C
... Of TNit CMac:M&IIH 19U&LU:0 OIl UC.UOt:O .... "U ... ,,"
..
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,
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... U.U.T
-",.'-r-. -.,-:
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1
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: _~_l. ________ 1 __ ~ I. __
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... Of" T.r 1)1" ........ '" lau.Al..L[D 01'1 [ltUCllO
.CTO ....
MONTHLY AND ANNUAL
FLOW DURATION CURVES
MACLAREN RIVER AT PAXSON
FIGURE E.2.15
w.·-t I
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2 PERIOD OF flECOIIO:.y7&-W'11
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acTa ....
~ .
MO THLYAND ANNUAL
FLO. DURATION CURVES
SUSITNA RIVER AT SUSITNA STATION I . FIGURE E. 2.16
w.·-t I
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FLO. DURATION CURVES
SUSITNA RIVER AT SUSITNA STATION
I FIGURE E. 2.16
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I fLOW DURATtON CURVES BASED _ON h1E~" fAILY FLOWS
2 PERIOD .of "[CORD· CHULITNA ~IVER WY~9-WY72~W'fll
tALKEETNA "IYER WI65-WVfll
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FLOW DURATION CURVE S
TALKEET~~ RIVER NEAR TALKEETNA , ,
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FIGURE E. 2.17
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FIGURE E. 2.17
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50 1.1 2 5
RECURRENCE INTERVAL -YEARS
SUSITNA RIVER AT GOLD CREEK
LOW-FLOW FREQUENCY CURVES
MAY
10 20
FIGURE E.2.IS
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50 1.1 2 5
RECURRENCE INTERVAL -YEARS
SUSITNA RIVER AT GOLD CREEK
LOW-FLOW FREQUENCY CURVES
MAY
10 20
FIGURE E.2.IS
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8,000
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6,000
5pOO --= --
1.1 2 5
RECURRENCE INTERVAL-YEARS
SUSITNA RIVER AT GOLD CREEK
LOW-FLOW FREQUENCY CU RVES
JUNE
10 20 50
FIGURE E.2.19
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RECURRENCE INTERVAL-YEARS
SUSITNA RIVER AT GOLD CREEK
LOW-FLOW FREQUENCY CU RVES
JUNE
10 20 50
FIGURE E.2.19
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7,000
6,000
5,000
1.1 2 5
RECURRENCE INTERVAL-YEARS
SUSITNA RIVER AT GOLD-CREEK
LOW-FLOW FREQUENCY CURVES
JULY AND AUGUST
10
--.
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FIGURE E.2.20
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6,000
5,000
1.1 2 5
RECURRENCE INTERVAL-YEARS
SUSITNA RIVER AT GOLD-CREEK
LOW-FLOW FREQUENCY CURVES
JULY AND AUGUST
.....
10 20 50
FIGURE E.2.20
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3,000 .
2,000
1,000
SEPTEMBER
OCTOBER
14-DAY
1.1 2 5
RECURRENCE INTERVAL -YEARS
SUS ITNA RIVER AT GOLD CREEK
LOW-FLOW FREQUENCY CURVES
SEPTEMBER AND OCTOBER
10 20 50
FIGURE E .2.21
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3,000 .
2,000
1,000
SEPTEMBER
OCTOBER
14-DAY
1.1 2 5
RECURRENCE INTERVAL -YEARS
SUS ITNA RIVER AT GOLD CREEK
LOW-FLOW FREQUENCY CURVES
SEPTEMBER AND OCTOBER
10 20 50
FIGURE E .2.21
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50,000
40,000
30,000
20,000
15,000
10,000
9,000
5,000 ~------~--------------~--------~----~--~--~
1.1 2 5 10 20 50
RECURRENCE INTERVAL-YEARS
NOTE: PERIOD OF RECORD IS 1950-19BI.
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
MAY
FIGURE E .2.22
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40,000
30,000
20,000
15,000
10,000
9,000
5,000 ~------~--------------~--------~----~--~--~ 10 20 50 1.1 2 5
RECURRENCE INTERVAL-YEARS
NOTE: PERIOD OF RECORD IS 1950-19BI.
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
MAY
FIGURE E .2.22
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50,000
40,000
30,000
20,000
15,000
10,000 '--___ --'-_______ -.1... ____ ---'-__ -1-_--1.._----1
2 5 10 50 20 1.1
RECURRENCE INTERVAL-YEARS
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
JUNE
FIGURE E.2.23
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40,000
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10,000 '--___ ---'-_______ --'-____ --1. __ -1-_--'-_----1
2 5 10 50 20 1.1
RECURRENCE INTERVAL-YEARS
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
JUNE
FIGURE E.2.23
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40
30
20
10
100
90
80
70
60
50
40
30
20
10
1.02
JULY
1.05 2 5
RECURENCE INTERVAL -YEARS
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
JULY AND AUGUST
20 50
FIGURE E.2.24
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40
30
20
10
100
90
80
70
60
50
40
30
20
10
1.02
JULY
1.05 2 5
RECURENCE INTERVAL -YEARS
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
JULY AND AUGUST
20 50
FIGURE E.2.24
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30
20
10
9
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SEPTEMBER
5-~~--------------~--------~--------~--------~--~--~
1.02 1.25 2 5 20 50
RECURRENCE INTERVAL (YEARS)
20 ~~----~--------------~---------'-----r---..---.-----~
10
9
a
7
6
5
4
3
1.03
OCTOBER
1.1 2 5 10
RECURRENCE INTERVAL (YEARS)
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
SEP1f'EMBER AND OCTOBER
20 25 50
FIGURE E.2.25
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<.!l a:::
<I:
:I:
U
II)
Cl
40
30
20
10
9
8
7
6
SEPTEMBER
5-~~--------------~--------~--------~--------~--~--~
1.02 1.25 2 5 20 50
RECURRENCE INTERVAL (YEARS)
20 .-r------.---------------.---------.-----r---..---~----,
10
9
a
7
6
5
4
3
1.03
OCTOBER
1.1 2 5 10
RECURRENCE INTERVAL (YEARS)
SUSITNA RIVER AT GOLD CREEK
HIGH-FLOW FREQUENCY CURVES
SEP1f'EMBER AND OCTOBER
20 25 50
FIGURE E.2.25
r---
14
13
12
II
10
9
0
0 -8
w 1\ , \
0: t : ::J 7
~ I I
<{ ,
0: 6 ,
w ,I a.
::E 5 ,
W I
I
t-,
4 4 ,
3f '.1 fll r" \1
2+ I ¥ }
I
I ,
J
0 1
MAY
t
I
. 11\
I I
I ~
, I
,
\
I ,~
t
I
" I dqll
" x \
I , 1\
14' 1'1"
I ~~ 'l I f I
'/ I
11 I
1 I
'UI 'II ~ ~
I' ~
JUNE
L {\ 11: , r\ I"
, , \ .'" I ~ " I I" '_' ~ , ' ... ,., I , L, I "\ ,. t \ I •• I I'" f ' l.. " I., I I, \ , ~ "-
I' 'p<! '" I I , " I' -1 V ~ 1 ., ." • \: I. j II i\
' I ~" • , " \ T1 1 ~ lJ 'I I , \ • , "I I , ~ I \, , 'I n \ ri ¥ I II '"
I J ~ ,I 1'1 ~"
r \ I "I " , I , \oJ ,. I I 'I I I 1/ ~ L.i
I ' " ,,J ,
'i ~
JULY AUGUST SEP.
'--~
SUSITNA RIVER
WATER TEMPERATURE
SUMMER 1980
LEGEND:
___ DAILY AVERAGE VEE CANYON
-+-DAILY AVERAGE DENALI
• DAILY AVERAGE SUSITNA
STATION (SELECTED DATES)
OCT.
FIGURE L2.26
14
13
12
II
10
9
0
0 -8
w 1\ , \
0: t : ::J 7
~ I I
<{ I
0: 6 I
w ,I a.
::E 5 I
I W I
t-I
4 4
I
3 '.1 fll r" \1
2 I ¥ }
I
I ,
J
0
MAY
t
• I
II
d
I I
I \
I , I
,
\
I ,~
I X I
I I
I
..
-~ .. ~-----" --,-,-'-~
SUSITNA RIVER
WATER TEMPERATURE
SUMMER 1980
LEGEND:
___ DAILY AVERAGE VEE CANYON
-+-DAILY AVERAGE DENALI
d ,
14' II
I I I I I ~~ I
, {\ 1\ '
\: \. ,~~ J , " r\ "
• DAILY AVERAGE SUSITNA
STATION (SELECTED DATES)
t
I f I
" I 1 \
I I
I I
~ ~
I' ~
JUNE
" \ III~' I ~"", II II,
I' 11'\ I •• I'~,
J V'''' I 1 l \ f \ f ~ ~
l' II l..J \ I " I' ., I ~,I ~ I + It
'\ I, ~I A ~lJ 1.1
I I \ T', 1 I I,' \ ~ I, I I ,
I , I " II "
I Ii ¥ I I I I" , I ~ I, ','I
, I I I I I I
I , WU'I r. , U ~ i LJ~
II ,
~
JULY AUGUST SEP. OCT.
FIGURE E.2.26
I !
'l
)
I
L
W 0: 0: => ~-W > 0: (X) -W ~ 0:0... <X ::::E 0: ZWW ..-..-~ -~ (I) 0: => =>W(I) (1)..-<X
~
o
<l: z ~ <:{ ~ ~ w (!) <l: a:: w ~ ~ <i
0
+
:J <l: Z W 0 I-<l: w (!) <l: a:: w ~ ~ <i 0
I .p
I
..... __ ------__ .1
>-
..J
:::l ..,
r--I'! ~ w w a:: ::l ~ u.. I !
'l
)
I
L
W 0: => 0: ~-W > 0: (X) - W ~ 0:0... <X ::::E 0: ZWW ..- ..-~ -~ (I) 0: => =>W(I) (1)..-<X
~
o
<l: z ~ <:{ ~ ~ w (!) <l: a:: w ~ ~ <i
0
+
:J <l: Z W 0 I-<l: w (!) <l: a:: w ~ ~ <i 0
I .p
I
..... __ ------__ .1
>-
..J
:::l ..,
r--I'! ~ w w a:: ::l ~ u..
12
10
I
8t
I
6
u
Il. 4
::!!
w
I-
2
o
-2
.----J
SUSITNA RIVER AT WAThNA
WEEKLV AVERAGE WATER TEIVIPERATURE
19B1. WATER. YEAR'
LEGEND:
@ WEEKLY AVERAGE TEMPERATURE
C] ENVELOPE OF WEEKLY
. MAXIMA AND MINIMA
4 8 12 16 20
OCT. NOV. DEC. JAN. FEB.
24
WEE K
MAR.
28
APR.
32 36 40 44 48 52
MAY JUN JULY AUG. SEP.
FIGURE E.2.28
U .
Il.
::!!
w
I-
12
10
8
6
4
2
o
SUSITNA RIVER AT WAThNA
WEEKLV AVERAGE WATER TEIVIPERATURE
19B1. WATER. YEAR'
LEGEND:
@ WEEKLY AVERAGE TEMPERATURE LJ ENVELOPE OF WEEKLY
. MAXIMA AND MINIMA
-2 L-----~~----~------~------_+------_+------_+------_+------_r------_r------~------~------~I------~I--
4 8 12
OCT. NOV. DEC.
16 20
JAN. FEB.
24
WEE K
MAR.
28 32 36 40 44 48 52
APR. MAY JUN JULY AUG. SEP.
FIGURE E.2.28
l
l
i
l'
I
I
(
15r--r------------~--------~----~M
u o
I
a:
::E w
t-
.::------------......................... ...
O~~ __________ ~------~~----~
26 137
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE)-6/I/SO
15
u o
I
0.:
::E
LLJ
t-
--------
--------------------~
" '-
O~~----------~~------~~----~~ 26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION {RIVER MILE)-7/I/SO
15~~------------r---------~------~
u o
I a:
::E w
t-
::---------------------~ -----~' -------..., -.....,
" " '" " " "
O~~ ____________ ~ ________ +-____ ~~
26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION !RIVER MILE)-S/I/SO
15
u
0
I
a:
::E w
t-
O
26 137
SUSITNA GOLD CK. VEE CYN.
LOCATION !RIVER MILE l-9LI/SO
LEGEND NOTES
15r-~----------~--------~------~
u o
I a:
~
LLJ
t-
=---------
O~~ __________ ~~------~~----~~
26 137
SUSITNA GOLD CK. VEE CYN.
LOCATIO~ (RIVER MILE)-6/15/S0
15
u o
I
a:
::E w
t-
--------------------~ -----
O~~----------~~------~~----~~ 26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION {RIVER MILE)-7/15/S0
15~-T------------r---------~------~
u
o
I
Il:
~ w
t-
~-~-
O~~ __________ ~~ ______ ~~~ __ ~~
26 137
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE) -8/15/S0
15r-~------------~--------~------~
u
o
I
Il:
~ w
t-
O~~ ________ ~~ ______ ~~ ____ ~
26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE) -9/15/S0
----MAXIMUM
-----MEAN
I.) ALL TEMPERATURES WERE RECORDED BY THE USGS WITH SINGLE
THERMOGRAPHS AT EACH SITE.
-------MINIMUM 2.)GOLD CREEK'S TEMPERATURES MAY BE INFLUENCED BY TRIBUTARY
INFLOW AT THE SITE.
3.)DAILY MEAN TEMPERATURES COMPUTED AS AVERAGE OF MINIMUM
AND MAXIMUM FOR THE DAY.
SUSITNA RIVER -WATER TEMPERATURE GRADIENT
FIGURE E.2.29
l
l
i
l'
I
I
(
15r-~------------~--------~----~~
()
o
I
a:
::E w
~
.::------------..................... ...
O~~ __________ ~~ ______ ~~ ____ ~~
26 137
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE)-6/1/S0
ISr--r----------~--------~------~
()
o
I
a;
~ w
~
----------
--------------------~
" '-
O~~----------~~------~~----~~ 26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE)-7/1/S0
ISr--r------------~--------~----__ r_1
()
o
I a:
:!: w
~
::---------------------~ -----~' -------..., .......... , " ...... '-',
" " "
O~~ __________ ~~ ______ ~~ ____ ~~
26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION !RIVER MILE)-S/I/SO
15
()
0
I a:
::E w
~
0
26 137
SUSITNA GOLD CK. VEE CYN.
LOCATION !RIVER MILE l-9LI/SO
LEGEND NOTES
15r-~------------~--------~------~
() o
I
a:
~ w
~
=---------
O~~ ________ ~~------~~----~ 26 137
SUSITNA GOLD CK. VEE CYN.
LOCATIO~ (RIVER MILE)-6/IS/SO
ISr--r----------~--------~------~
()
o
I a:
::E w
~
--------------------~ -----
O~~ __________ ~~ ______ ~~ ____ ~~
26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE)-7/IS/S0
ISr-~-----------.--------~-------n
()
o
I
a;
~ w
~
O~~ __________ ~ ________ ~ ____ ~~
26 137
15
()
o
I
a;
::E w
~
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE) -S/IS/SO
O~~~ ________ ~~ ______ ~~ ____ ~~
26 137 224
SUSITNA GOLD CK. VEE CYN.
LOCATION (RIVER MILE) -9/IS/S0
----MAXIMUM
----MEAN
I.) ALL TEMPERATURES WERE RECORDED BY THE USGS WITH SINGLE
THERMOGRAPHS AT EACH SITE.
-------MINIMUM 2.)GOLD CREEK'S TEMPERATURES MAY BE INFLUENCED BY TRIBUTARY
INFLOW AT THE SITE.
3.)DAILY MEAN TEMPERATURES COMPUTED AS AVERAGE OF MINIMUM
AND MAXIMUM FOR THE DAY.
SUSITNA RIVER -WATER TEMPERATURE GRADIENT
FIGURE E.2.29
A
._--' .-1 ' .... ~
PARAMETER: TEMPERATURE. °c
_·+t-++, , , , , , , , , , , , I , , I I , I , I I , I I , , I , I , I , , , , , I , I , I , I I I , I I , I I , , , , I I I I I I I I I I I I II
15
+J.--\-l I I I I I I I I I H-I-+H++-H-t-H-ti I , I I I I I I I I I I I I I I I I , I , I I , I , I I I I I I I I I I I I I I I I I , , I I
+H--H; I , I I , , , , I , , I , , I , , , , , , , I , , , , h , , , , , , , , , , , , , , I , I , I I , , I , , I , , , , , , , , , I I I
10
-I-H--H-I+H I I I I I I+H-H-I , ,± I I " I I I I I , I , I' , , , , , , , , , , , , , , , , , , , I , , I , , , , , , , , , , , , , I I • MAXIMUM
MEAN
• MINIMUM
#:OBSERVATION 1*ltf-i52~~·mlmt#' I" 4 -: ----~t - - -----~8JJJ-~mmftmrt=mmHmtllill;II~II~ I*II~~
SUMMER :WINTER BREAKUp·
D-DENALI V-VEE CANYON, a-aOLD CREEK C-CHULITNA T-TALK~ETNA S. -SUNSHINE: SS-SUSITNA STATION
A. Shall not exceed 20°C at any time. The following maximum temperature shall not be
exceeded where applicable: migration routes and rearing areas--150C, spawning areas
and egg and fry incubation--l30 C (ADEC,l979)
Established to protect sensitive important fish species, and for the successful migration,
spawning, egg-incubation, fry-rearing, and other reproductive functions of important species.
DATA SUMMARY -TEMPERATURE
FIGURE E.2.30
A
----'
PARAMETER: TEMPERATURE °c "
-
15
--
-
-.--
10 .
-• MAXIMUM
--
MEAN
5 -
-
------• MINIMUM
-
-o -. -
52 ~? l4:r il Iq4 -I ~l llr !i4 l~ ---~~f ~~ --~ ~ "( --::J...,.
1--~ -++ 1""1-' --'t' ; l-:'l-1 I~
#:OBSERVATION
SUMMER :WINTER BREAKUP'
D-DENALI V-VEE CANYON, a-aOLD CREEK C-CHULITNA T-TALK~ETNA S. -SUNSHINE: SS-SUSITNA STATION
A. Shall not exceed 20°C at any time. The following maximum temperature shall not be
exceeded where applicable: migration routes and rearing areas--150C, spawning areas
and egg and fry incubation--13 0 C (ADEC,1979)
Established to protect sensitive important fish species, and for the successful migration,
spawning, egg-incubation, fry-rearing, and other reproductive functions of important species.
DATA SUMMARY -TEMPERATURE
FIGURE E.2.30
i
,I
L.
; .
Fourth 01 July Creek
RM
Direction
of
Flow
Sherman Creek .
~
OBI
OF.!
Indian River
Slough
\ Talkeetna: 26 River Miles
RM
/' Devil Canyon: 7 River Miles
~ -( Slough 21'"
.0
[j ,-oEl
C:l
/
~ Slough 20 ...,
-< Slough 19 0 1:1
Direction
of
Flow
\7."
O.
oe
RM = River Mile
Ryan Surface
Ryan Intergravel
YSI Surface
YSI Intergravel
o .' \7
V
Location map for 1982 midwinter temperature study sites. Datapod Surface 0
FIGURE E.2.31 Datarod Intcrqravel tn :
'-----.~--_. ____ '
i
,I
L.
; .
Fourth 01 July Creek
RM
Direction
of
Flow
Sherman Creek .
~
OBI
OF.!
Indian River
Slough
\ Talkeetna: 26 River Miles
RM
/' Devil Canyon: 7 River Miles
~ -( Slough 21'"
.0
[j ,-oEl
C:l
/
~ Slough 20 ...,
-< Slough 19 0 1:1
Direction
of
Flow
\7."
O.
oe
RM = River Mile
Ryan Surface
Ryan Intergravel
YSI Surface
YSI Intergravel
o .' \7
V
Location map for 1982 midwinter temperature study sites. Datapod Surface 0
FIGURE E.2.31 Datarod Intcrqravel tn :
'-----.~--_. ____ '
( SLOUGH 21 SUSITNA RIVER ABOVE PORT AGE CREEK
(RM 142) (RM 149)
111.11 31-SEP .:s.a
" AUG 6 '"' AUG 31-SEP 6
u a .• U '2 .•
V V
S.II " .11
a.. 7 •• 0-I •• a :t: 1:
W S.II W \J.B l-I-
s.a 8.11
I I I I
.... ea ,_a I sea zzaa liHea ,_a leea zzaa
11.11 SEP 7-13 IZ.II SEP 7-13
'"' '.11 " 11.11 U U v v 7.B 111.11
0-e.1I a.. g.II
:t: 1:
W s.a W S.B l-I-
04.11 7.B
I
.... 911 laa • laaa 22aII G-4QQ1 IQQla ISQQI ZZ:BQ
9.a SEP 14-20 'I.a SEP 14-20
" 8.B -= '"' IB.B U U v 7.a v 9.B
0-/!I. a a.. s.a
:t: 1:
W S.B W 7.B
l-I-
04.a /!I.B
a04911 ,-laQQl zzaa a-4QQ1 ,00B 18C311 2299
,(' S.B S.B 21-27 SEP 21-27 SEP
'"' 7.9 '"' 7.9 U U
V v
S.B S.B
0-S.9 0-S.B
1: 1:
W 04.B W 1.11
I-~
3.B 3.B
I
II04ea I_a 11:I0.\!l ZZ:BQ IH_ 1-" leea zzaa
TIME TIME
FIGURE E.2.32 Comparison of \,/eek 1 y die1 surface water
tempe ra tu re variations in Slough 21 and the
\
mainstem Susitna n· at Portage Creek (adapted "lver
-from ADF&G 1981 ) .
( SLOUGH 21 SUSITNA RIVER ABOVE PORT AGE CREEK
(RM 142) (RM 149)
111.11 31-SEP .:s.a
" AUG 6 '"' AUG 31-SEP 6
u a .• U '2 .•
V V
S.II " .11
a.. 7 •• 0-I •• a :t: 1:
W S.II W \J.B l-I-
s.a 8.11
I I I I
.... ea ,_a I sea zzaa liHea ,_a leea zzaa
11.11 SEP 7-13 IZ.II SEP 7-13
'"' '.11 " 11.11 U U v v 7.B 111.11
0-e.1I a.. g.II
:t: 1:
W s.a W S.B l-I-
04.11 7.B
I
.... 911 laa • laaa 22aII G-4QQ1 IQQla ISQQI ZZ:BQ
9.a SEP 14-20 'I.a SEP 14-20
" 8.B -= '"' IB.B U U v 7.a v 9.B
0-/!I. a a.. s.a
:t: 1:
W S.B W 7.B
l-I-
04.a /!I.B
a04911 ,-laQQl zzaa a-4QQ1 ,00B 18C311 2299
,(' S.B S.B 21-27 SEP 21-27 SEP
'"' 7.9 '"' 7.9 U U
V v
S.B S.B
0-S.9 0-S.B
1: 1:
W 04.B W 1.11
I-~
3.B 3.B
I
II04ea I_a 11:I0.\!l ZZ:BQ IH_ 1-" leea zzaa
TIME TIME
FIGURE E.2.32 Comparison of \,/eek 1 y die1 surface water
tempe ra tu re variations in Slough 21 and the
\
mainstem Susitna n· at Portage Creek (adapted "lver
-from ADF&G 1981 ) .
15
14
13
12
II
10
9
~8
w a::
~ 7
<l: a::
~:t
4 l-
3
2
o
___ I
A fV\ I r-.",\
,
\ \j v,' • "\ ,--/,1 1\ A I
. I IV\I
I \: ,I
) '" f ,"""",
10 20 30 10 20
JUNE JULY
\ \ I
.J
31 10 20
AUGUST
SUSITNA RIVER DAILY
AVERAGE TEMPERATURE
(BASED ON PRELIMINARY
DATA)
-. -INDIAN RIVER DAILY
AVERAGE TEMPERATURE
(BASED ON PRELIMINARY
DATA FROM ADF a G)
----PORTAGE CREEK DAILY
AVERAGE TEMPERATURE
(BASED ON PRELIMINARY
DATA FROM ADF a G )
31 10 20
SEPTEMBER
30
SUSITNA RIVER, PORTAGE CREEK AND INDIAN RIVER
WATER TEMPERATURES SUMMER 1982 FIGURE E.2.33
15
14
13
12
II
10
9
~8
w a::
::l 7 I-
<l: a:: w
Q. 6 ::E
W
I-
5
4
3
2
___ I
A fV\ I,r-.,/,., \--1'\/' · V I ' I I V \ I
. ,\: \ I
)' f
"'" \I , ...
,
\ \ I
.J
SUSITNA RIVER DAILY
AVERAGE TEMPERATURE
(BASED ON PRELIMINARY
DATA)
-. -INDIAN RIVER DAILY
AVERAGE TEMPERATURE
(BASED ON PRELIMINARY
DATA FROM ADF a G)
----PORTAGE CREEK DAILY
AVERAGE TEMPERATURE
(BASED ON PRELIMINARY
DATA FROM ADF a G )
o ~ ______ ~ ______ ~ ______ ~ ________ L-______ ~ ________ L-______ ~ ______ ~ ________ ~ ______ -L ______ ~ ______ ~
10 20
JUNE
30 10 20 31 10 20 31
JULY AUGUST
SUSITNA RIVER, PORTAGE CREEK AND INDIAN RIVER
WATER TEMPERATURES SUMMER 1982
10 20 30
SEPTEMBER
FIGURE E.2.33
i
PARAMETER i TOTAL SUSPENDEILllOLIDS, (mg. /1. )
-"-.-"'-'-'-I-.-~I--
. • .• • .•. 1_1 __ .' _ .. -• -t-•.• -1-t-.J.-I--+-l-~-I-+-1.-1··' - . a._ .. _
6000
1 1 1 1 1 t·-··-~·""·-·-·-·h'-'-
-. ~-. -~. -·~-·-H-+-+-I-+++++-+
_.0-••••••• _.-••• -.-•• -•••. ~~-H-t-.-•.• --.-. -.-.. -_1-_--1-'-• ___ • __ .. _ ..... _ ....... _.--1--1-1-+ -·-·-·--··---·-·----··--+_1-+1-J-+-l-+-1-1-+~_+·+_1-+++-1 --.-..... -.. --.-...... -.. -.-.-+-... -<-.-.... ·,-,··~.-I-H-H-l+l+l-I+~+~-
4000 • MAXIMUM
-.-.-.-.--~-.-·+-,-.--I-I+~-++I-·-.--.-.-.-
-MEAN
~OOO ._ ... _ .··· .. ·-.-.. -1-.-1'1,,'1-1,' 1-t··· .. • t-..... -t--t--t-·r--I-·,·-~--f-~4-+-'-I-H-f-J+
I+I-H_++I-H-·------
;-I-H+! •. MINIMUM
.. , 1'1-1·· [":'-]· ...... 1-"-[··tl-['-tl-·r~·rj· ···tt·I·-t-t-r -t-·I-'-l-'-'-r-t"·'··I-'-'-·1-,-·r-l·1 --,-r-r-I-I-l-r l-'-[1-r-,· . __ ..... '._ :-c _, __ I .. __ -I .. _. __ --'-. -. -1-· ... ,~-I-J.--1-----I-~4-+-·-·· .. --. -.. M _. -+--.. ---.-~.-+-- ---_.
_1-_-1. 1._"_.' ·"_-+_1 _I ........... _ ... _a_ .. _ I_a._ ,_1_-1-' -.-1-1-1 -1-"-, ... _ ........ I •• __ ••. I ........... 1_ • _. · .• ··1-.. -1·-1--1-1-1.·.-1.-.-
o H+I+~++4 I I t I Ii 1 rJ rll rl1111Irn·I:~.:.w:.w+mW+W:U1TrITll-t+I-~·tltltrt+J:+
f..-.+-f--I--I--+.~j_I~-1_I_.L-J-...l_I_I_.l-I_.J _ 1-1 __ '-.. ·1-'_.1._1_ I .. I .• J _ I ..... ·.1 • I I .. ' I _ I .1 .. J . I._ I .•.• 1--1-1-.' -1-1-.-1-.... -1--1-
.,._1_1." __ .. _1.1-1-1_-1 1_ '-.1_."-1_1_1_ ..... -1-.1-.-.... -.---.... -•. -..... ----.-.· .... ··---·----
Illrrfl:~frr.tl'frrffl31ITmtfltlrnt~i1~lirr4'-n1-1-~rlfr·'3·n~w¥~*M~ .... ~~.--~~ t~ ~ .=~.~~ 1~·~·~ ~: .. ~ ~~ ~-t---~~~~[1-:~1~> '-~~: ~··ltF .~~~--:;<~==;
41=08SERVATION
SUi\tlMER . : WINTER BREAKUP
0-DENALI V-VEE CANYON. a .. aOLl> CREEK c-CHULITUA T-TALKEETNA S. -SUNSHINe SS-SUSITNA STATION
No measurable increase above natural conditions (ADEC,1979).
Etitdblished to prevent deleterious effects on aquatic animal and·plant life, their reproduction . . ' ..
i.lud habitat.
I DATA SUMMARY -TOTAL SUSPENDED SEDIMENTS
FIGURE E.2.34
---------------------------------------------------------------------------------------------------~
PARAMETER I TOTAL SUSPENDED SOLIDS, (mg. /1. )
- - - - - - --t-t--t--t-I--H H-I+I--~-
.. .' -._. - -_. . - --f--H1--f--_.. . - -
H-++++ -H--f .... -H-- - ---- - - -.. -. -
6000
~~~~--. --." - ------
- - - - --H--+--++~--I--+--ll---+--I-
f--H·-+-f-· ------ --.-- ------H-+-++-+-+-+-H-H-H-H-I_I--I
_. -_. . -_. -_. -·_·\-f--+-+-H-- - - - -..
--' _. ----... ---- - - - ---·-I---I---I---I-I-HH-I-H+f-++-H-
4000 • MAXIMUM
- - - - - --. --f--f--i-t-f--+-I-------
-MEAN
~OOO . __ -.... - - - - - . ... ----.--- - - - . ---. ·-I-+--I~~~-I!--H-lH-t-t-t---t-I-
-I-I-+-H-- - - -
-~+++-- ----
;-
• -MINIMUM
-~ --~ •. ~ J;; :. ~ -= ~ : ~: --= - - -~ -~ ... :----'---'--"-1----, -t-= = -= -_. --~.: .~-: ~ ~:~ = . :: = ~ = = -: -: - - - --_. -. .--. . ---.' .. ,---- ---- --- ------.. .. -. --_. .. --. '. .. --.-.---.--.--
--_ .. - - -.... - - - - - - -.. -.. --.-_. - _ ... --. --- - - -.--•. p - - -o ~++++_+_~~-+_+_~+_+_+_+_+_+_+_+_+_+_+_+_~~+4_~+~'~~I_++
-... -.--.. - --., ------- -- --. ---- -... --. - - ---_. _. --... -.--
... : :~B:~ :~r I~ :~r l ~ ... ~ : : ::rj:~::: It :I::,~I: :l:I~I: : . ·II~ • .. :1tn: ~~ ~!J~ .~~: :
41=08SERVATION
SUi\tlMER : WINTER BREAKUP
0-DENALI V-VEE CANYON. a~ aOLl> CREEK c-Ct-iULITUA T-TALKEETNA S. -SUNSHINe SS-SUSITNA STATION
No measurable increase above natural conditions (ADEC,1979).
Etildblished to prevent deleterious effects on aquatic animal and ·p.lant life, their reprod~ction
i.lud habitat.
I DATA SUMMARY -TOTAL SUSPENDED SEDIMENTS
FIGURE E.2.34
1--
LH IHll III III IRllmmlllFTTTFlTHFFmmtmll1ll 1n11 .Itl~nl. . • t I j I II - .
-~.
. . -,--I-. -.. .R .. .., ,.. ,.. '. _. _'="_ : .. ····/i .. IH·ffifI~
~I
................................. ,--
_
TITI
ml!~,h!t : l W1 l±111H~ .. ' ....
c-
. ' .s1Jti;;tct;t r"':tt ttl Wltl II III ItH1] JttH I I I 1I''''""lltlll'l' ,
tt1 n 1ttttmtltmtt1JHttmmttt~ItlW~lllml~I"-t-t--i-+-+-j\-4 ~~I~I~~lm . : ·lm~Bm
-. . •.. .,' U" ft '11m1.~ ". , .. ; . :: : .. 1 .': i, ':'" Y : ; : C'! iii I .. : .: C
H1"""tlJHft1TlllITTII!1f!TIll ::. =--:;' ~ .: ~ :' ;:. 1;: ;" ':.:.':.. ~: iii" i 1. .. -:-
.. ! !JmnrThl~:~~' :j~ '. 1j jl'j ~}l t!~ ~ ....
• 1._..4-1 .... II ••• II •••• ,I ..... I .......... '...ILII •• I ••••••• II .. ' ... 1I
.t-t-
++ :t± l~
I ~.ttlU!WI;ilfITl~, . . -I+~f.lil~
t-
__ .................................. LL .......... L-.--L.LJ. .......... II. II. IJ 1,.11.'"
5 6 ; 8 9 \~:~~tr[;[lj;j[[[[[[[[[ltljjlljlllllllil~[!!;11 111 ; 1IIIIIIljji~~~~t$OO ,
2 3 4 34 "I' , •. :-I
5 6 7 8 9 I· I I I'· • :: I
100,000 2 l : ; :1 4 ~.
SUSPENDED SEDIMENT DISCHARGE (TONS / DAY)
SUSPENDED SEDIMENT RAT I N G CURVES ,
UPPER SUSITNA RIVER BASIN
IPiJ~i+
, I , ,
t ,
, I
6 7 n 9 !
FIGURE E.2.35
• mIiIIHI\Hi~~-dJ::t 1 I': 5 1=1= l-
t ~!Ill' +-4 .. I I-t r . ::I,U H:
3_t-. I-I-:;-liml:I'flj kl1 iii I::. !-::
c-,. ,
11-t-.t '&f:?-8if.il.n· 1-,
H j" 1=:-~ p ~III I/-t-
,I' 1w.W.rtJ:~~l I
2 1-+-I~ I ~P: h b I~: l-f.( r-II.; i'-' tJ I-I-
I I~ ro-It I-~ ! ~! I
,~ k" I , , ..... ~~ r<il"-1/ ' . , i
10,000 I--"" Ii it I ~
1-=-1',:,0 LHt en 9
liiiil'i Ig , , -1'21::1= H: 8 , . I~ 111(' lin
u K n H t!! .. , :l,:yr , I'!rj!jW!!UU d ilI~W ~ 7 I:: r~
Itmlm: ,11:: t-.i . ''':, 'l.rW till UllJi, Ir i: , w 6 ·f ~ (9 1= -: ft 1+ lffji ~lrt 0:: 5.
I'~ <t ( I:~ iF,.
'I :r: H 'Itf~' fli-t1it 4. 1-' 1-' t'-U
(/) Ie:-lEi'b:O:1:.~, . -I=:. I~l ti IB 11 :G !J.:' 0 3_ 1-· .:: :!c L"! ' l~ , l:.!. f-: l-I r---!, Ii !.i,' . -1"'1' }-" . 1::.:: ~'7": !1\lI~: ~:t~ Il~! f:= 1:±E '"' I 2,
1 I~ ~! ' , '
k-'" ' ."-,
-I-'
~f ' I
Iml-= -I f~ Jllll" ~. ,I 1,009 I:; .. ,
s ~ I , , 1,000 2 3 4 5 6 7 ~ , I , , , : , , , , 10,000 2 3 4 5 6 7 8 9 , , ! , ! , ,
100,000 2 :1 4 ~. 6 7 n 9 !
1
SUSPENDED SEDIMENT 01 SCHARGE (TONS/DAY)
SUSPENDED SEDIMENT RAT I N G CURVES ,
UPPER SUSITNA RIVER BASIN
FIGURE E.2.35
._1
.u _~UL !" :1 iUh' I' ill ; I I' , . : 0;' ", .~ -n . 1
--.: ,. '; •. ...... . . .... . . -. . _... ... -.. . I 1 ... -. ---• ---.... ,. ... . .• .. -. ..
., 1 .-. " .... '" . . .• • . . ... 1 .. .. " . .. •
.. !----. 11. .. : .. ·t-·· "I"~' .. . . . .." ..... : l i .. -. -..... : :::1.. ... : 1:::1'
11.5 ~ . ..:.....:..:. --'-' ~-'" o_.I.~ -~..:.. -. .... .. . T' , . _I ... -.-: -... ',' _!.... . . :... -::1_1_. _._ .. _.---.... -....... \ ... , ...... . .. 1 ...... ·r , . t-'-'" .. .. it!).
II ':::=:::' ::.:; :::: ::. i ! .. :: . . ... '.: :.'::: .'! j: '.: :'. : : ... : :': ~ .. H-
~~T£~ :~~.: SUSPENDED SEDII·IEtiT SIZE AIIALYSIS .... : :.: 'j>: <i .. ::.) V.::' I.,oi·,--,·j rr:: '" I::" .... , .. ·lJl : . =~~ti t~: LEGEtiD STATlQII ... : .. ' :::. L ::: .::'j::-'~! :)~
nl __ ;o~_~ SUSITtIA At GOLD CREEK o_o·--r'-,-,-,-,-".~I~V-il~ .. ,-.... -.... ~-
.::.:::~~ ::-~:: ----.:.;:--SUS I HIA tlear CAtITl~ELL 1..1 I .. :: I : .. Vo' j~1 .
IIJ to :::: ::.: -----SUSIHIA ~ear DEIIAlI --I r :/ ~.: . I !
~ Ly.l·~~;· . -:---, -_ 1 MAC,L ~~R~lN: ·!.I:~:'~I~~ C -0
0
' :;:' .1'-7 -7' o. -i' . "1 + '::'1' ~l··:i --, .
10 .• ---r--r--I-. , '. ' __ '1-1-_ --1-./-.-o . . . ....... '1' ". vi""· ... ~·· I W , ' . . .... I' . !.' r--~.
I-. I 1 .::::. I:.:: ~~ . I'
<t 1D . . .. ---;-r---. ,-... ,. I. • • ,-. I.---.b· lil·~-'-~.I--I-
." .. 'j I .. . I' . I. ........-.... .....--• ~ . :: .": .. i· . .. .:::! i I /V , .... 1--. !. 1 : i : I
z 50 : . ...•.. I .. r-r-~ : I'" :: : I' /1-"':----ta-~ri -j'-: lrIT;ttl-lt -'::. I . . : .. : ...... ·1Q'J...-:.--I~f1" ': i I UL_
z to . • . . !. , __ . ~ .... ', . ; I I . r-1"". -I 1
I . . : !",.....-o-.... -r .... lo-"?'" . <t . I '~-~-f-,', . :r: 4() •••• " ··'1 . -r--:--1-. I ~~-.. .... ~--I" -I~r--: -H-} I . t-.... : ::..' .: L,. • .,....-__ ""..... • : :: I : . ~ .. . .. .. ~i !, !r::----:"'.... " .. _.
IX: lO .. .... . .. 1 --:-. -t::::--l~';;' : .!.. .. -. . . ;-'Ir-' 'I-l-I-l-w .... -. . ...... 1 'l~~rc-~.' . '. ~ ... . -.. '1" . 1 I Z . -. .. , ''I _, ~ 1 ' ... 1 1 .. • • ••• "1" . ..... --..... "",,~~. .-.' , ".. .,. . i·
LL ZO ,:-,: :. (p-:~"" ~-i: i: . I: .: ': : - . . . ! . .; : ·I-Em~
I-~ :...:.:.(~:.-...,-:. .. -'-.. ; .. : .. ~_I_!-Ic. -. -.J .• oo __ -'-'::..c.: :.c..:...:..i·=-:=:o:, '1'\" =~"':::'r-'':':'''; --!!: .. : :_::.1:-t=-.--.:. -0 '" . r'l I I I· .. ·· '\ . . ., . \ z ..... i . " " I'. . ...•• , W ::: : 1 I :: ... :: . : : .::: '. :. : ..
u ID" ...... j .. ... ... I ---:-1-. r--:---I .. ~-. "I'" t--:--, IX: ....... ..... .... . .. • I . , ." .... ...... I' .
lLJ ~ !.: ~ .' . : : .. . ~. . : :.:: . . " : i l .' . . • "I ' I :
0... 5 ------' .-- - --.-. -I-----_ -1-. -+-_._. _ "_ _ _ ..:.:..L+_!_ ~ 1 ·1·1-~ --... -:.. ... . ,---. .. .. 1!· '. , .. I :
o t ., I.;... .. i:,... . ... .. :...:....:... .... : . I I. ",. I, . zl-I:~:I.: ~:::: :::: .: .. ::" ';:.:. . -:'!::::" :.. ..I I INTERIM REPORT 1 . ..... . -.. .... .... ... .... . .--". I 1 SOUTHCENTRAL RAILBELT 1 Il~~~: ~~'.~: ~~;~::;:::":'.' ::.:: .:: .. :: :.:.' ~ .. ,r+-1
1
_
':::1:;-::::;:::::::::"::.:: "'_" ::::.::. IJ: L.... AREA, ALASKA
0.5 ~_ .-__ .•. r-:-:-: :-::-.:: .. ::-r-' o. -:-. ---.. ---. -.... .. r:-:-: r-:-IT -t::"". 1'--ALASKA D:STRICT -t-1'\' i+l: ": .. :: . : . ... ---... ..... -.... \ I ... : CORPS OF ENGINEERS ' 0.21-1-.j. .,,': -...... '" .-:,,1......... . .. .. ... JUNE 1975 I .1-' li;-j iU r iii i .:. ", '" • ,-~~... -, -. ." .....1 :..:.. _ L I. 1 1 I 1 I !.1 I 1.1 . • , • I. .
0.001 1 .01 .I 1.0
PARTICLE SIZE IN MILLIMETERS
SUSPENDED SEDIMENT SIZE ANALYSIS
SUSITNA RIVER
FIGURE E.2.36
,_I
'U .LUL ! !~ ... ··1··· ]11'" ..... / ..... ":1'" '. : 'l i'" ' . : .. :..: I' ..... j. ":J"'! r····I·· .'.1 .~:!! .:. : . I" . . I • - 4 • • • •• I .. .. " .. : ... i ... : ... . ::::"-~::':' :~:l::' .. 1'1':, , : : .::. , ".~: ... L ~ _'-... , ..... "'1" .. .
1151--I--:_··.I·_-t ---"" ... 1 .. ~ .f.-i ,. I : •• ·~:.:I" :., .. , ,';:;," "i:.,:, ~;'!~,'.'f;-,'----~ •. ::~ ~~.~; :~~J::i !. ::;': ... ,'.; :.':j:: •. ' i : .. ~. 1_
.. :~r::.:, ;:.:: SUSPENDED SEDII·IEtiT SIZE AIIALYSIS ..... :::'il>: ~::L::~>i V .:j:,
II :; :,::,7:: r.J.·_;:. . I ' =~~Ll I ... :. LEGEtiD STATlQII, .. : . " :::.: ::: .::' ::..... :)~
IS SUSI Ttl A At GOLD CREEK' -.. --r--,-. -.. -. I·~ 1~1I-t;.~~ .. -... _ ... -
::.:-=.: ::-.:: ------SUS I HIA tlear CAtITl~ELL 1-.1 I ,.:: I : .. Vo' j~, .
IIJ .o~~ ---~ SUSIHIA ~ear DEIIALJ --I r ~k1": I
N ._ .... :. ,: ....... ;_ .. ~ -----MACLAREN tlear PAXSOIl . _ .. _, .I, _. ___ .... __ . '. .: .. ~ .... .
(J) ~......... . '~", ··-r---:-!'··"I--:-r-:-' . ... .. i I': I"" ..
o 10 .'-: •• I, :.-'-:-r·+-r-· : ~ . ' ~ ~ .. : ';1:' :.... I ~I~' '. ~t '-:-'1--:--1-,1 .' -1--'1--
W . : .: i I--'-+_~_ ::: T,' 1~""" r, . , ~---r-'I-I-!;:t 10 : : :. -:-:1'--, -j' . . '. , , I: :. "::'. ,:. : V I--'~ I, 1 , ! : , ' ~ 50 " ": 'i' f-I-!-" :1" : ::::! I'~ 41-=ta:b~i-:' . j"-:-I'ri-r;I--I--~ .. "j' ! ,:.: :. : :;;:: 'IQ"~-I~~ ,i i I . LLL ..
z 50 , , . . I ' J..-::'-!':' .... ~~ . " 1 'I--I-t--+-t-I ~ 40 :1 i-r--f-' : '~~~r-:-~~ , ,
I-:::.::! i: L..k~;::;::ir -: I :T: I ... \: .:
IX: lO ...•. , ... , . _1. .,...r::-.~ . i--I--
~ :~ .. ~~: .. : ::~. ::'1 ~!::J~~m-' ~ ~ .. , I.I~, ::.: :'~~l: :.j .. I :
LL zo :.":: : ;~.::::---:.... -. i: i' . I: .: : ~ . I ' . ! . .; 'I !-:-II-+-+-IH ~ ~ ~.;':~~ '-, 'J .: .. ~.I_IIC. ~': ~;:"':~~~;:r~~rlt'=~~l"I" =~~r~ ~."(':JJ~ --.... --.
~ ID.~;.:::::.:.~:::, 'j:' .. ~~~::: :.:.,. TrT;-c-'-', ::~'::'Jl: ,j'!
0.. 5 -,---- _ .. - - - - -... -I-' --1---1-1' -+--.-. - . --- --f-!-"'7
1·· 'I-~ -TOO .~:.. ... . .~-:-• .. .. ! . '. I . . I '
z ~Jrl t: :~!i ':' :... .::':' . ri-~'; :::: ::: .. I I' INTERIM REPORT i
.1:;:: i :';:: :::: ::.: '::. .... . ::: .: ...... I. I. SOUTHCENTRAL RAILBELT I I::'·~;,: ::'::::::::::::.':' : .. : .~:.:;:';'.:. ~ .. 1-:-1-AREA, ALASKA 1-.
0.5 '~~t:l' ~~:~>p:f. .~. :fr'~'~: ~ .-.. _--:.' :.' ~.:.' ~.: .. ~:.'~. ",P+.I. _L
1
~.'." '~I:--C~~~~3~E~:~i~HRS I'
0.2 -I' J" .:11 j': '... .... . ...! .. I. .. _. li I" i r iii; .; .. " • ! " ....... ....j : .. :.. I! 1 ! I! ! ! ~
0.1 0.001 I .01 .I 1.0
PARTICLE SIZE IN MILLIMETERS
SUSPENDED SEDIMENT SIZE ANALYSIS
SUSITNA RIVER
FIGURE E.2.36
__ I
PARAMETER: TURBIDITY, NTU ., .
. .. -. --•. -. .-•.• ~ -...... ---.-.1\-1141 ~/b-l-I 1=++-1--1 ........ -1 ----. _I_'~
.t-I-t-t-~-.--•..• -.-~ .• -
1500
· .. ·-·-·-·~·-++-J-f I II 11++-tH±[FEEfErIIIIJIHfB-fffJHlrJIITIIT"'--'
I-~-I-H--H-I-~-~-I-~ .. I--I-t-~-I-I-I--I-I-4-~
1000 • MAXIMUM
-MEAN
500 .-
I-I-H-H-.-.-.-~ .. -
.• -.•• -~-.... -.--~-~-I-I-I--I-l-I -•. , -< --.-~ .--I-l-I-I-1--I-
• MINIMUM
-•. -..... -.. ··.-1·· H-f.--.l-l--.. ........ _.-to-1-.+-+--1--+--1--1--1--1-' ~ -.-.-~ •. -.--~~~-. -.----.-. --.--.-
·1--1-I-1--I+I-H-f+-!-~+ I ++I--I-I-H-I-I -.--.-.-~ .• -.-~~ .• -.... -.--. -• .. • .. ·-1--1--1--+-1-+-1-1-1--1-++-1
o
".--.-~-..... _ .. + -.-.-< d-l-l-H-l-l-l-l-I--I-I-I-++++I--I--I-H-I -l-I--I-~-++
.-t-t--t--t-H-"·-' .... -.-1-1-1··f_I··· I • .. _1 .•. 1 .... _._.6..-. ....--"-1-.
-t._ 1-_1.· .. _1_+-4_. ·.-+-.... -....·1-.• --1-1-1-4-1
*OBSERVATION .. ~ ~1'4FI2P~113~1-¥ ~li~1151:.:t=lj-t¢£1 .. 1ltJl-1~j--l\ltJ¢rf=tttll ottt '''1 Qlt-i·ttfl:thtrttdr - -
J ~ I-rlr f I: fl TI1--~llf-----Ll!-J+t.1'" Jtl1: ~+tt. ~IJ£ ~ ~~_:. :-~+ G-t=! ~~E[fl--lS8I-+1
... -.... -.-•...• -I~· .. ·· ... -· .... +--I--H+ .. ··~··--"-·.-.-+··I-.. I·-I~·~-·. -.......... -.
SUMMER . WINTER . BREAKUP
u-OeUAlI V-VEE CANYON G" GOLD liREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE: SS-SUSITNA STATION
Shall not exceed 25 NTU above natural conditions (ADEC, 1979)
t::j[:cJl>lished to prevent the reduction of the compensation point for: photosynthetic activity, 'which
1\I"y have adverse effects on aquatic life.
,
DATA SUMMARY -TUREI D I TY
FIGURE E.2.37
_-_I
PARAMETER: TURBIDITY NTU .~. !
------ -_. __ I.i~ I ~( -T
t-t-.t-t-+----. - ---
1500 . --- -_. --~+-J-I-++-I-I--l-++~-H-Hr-
--~~ ~ .~ ~. ~ ~ --~ -t-+-i~-+-t-t---.. - -
. . --' - - - -.-. . ~+-I--H
1000 • MAXIMUM
++--f-f--t+-++-t-t - - - - -
-I--l-l--ll-t -t-
-MEAN
.. -. ---.-. - . -.-... -1--1--1--1-+
. --- -_. ---. -.~I-.I--I-+-
• MINIMUM
-.-_. -.. -.. ~-II--I-j-- - - - -'+-++-f--f-t--t-f-- - -.---- --. - ------
.~I--I-+--I---I-4--1--1--1-1---- ----+-++++ -.-- - - - -------_. -. _.I-l--+4--I-+-4-
o .---- -----. - - -,I-+-+-I--I-+-I-t·-t I-t-H-,H----.---H-+-I--+-I~-t ~--I--~-~-4-
- . - - - - -,. -_. - - - - --.Ji-t--t-+-f---.--.---. 1-++++1+1-1---. -.'
--.--- - ----.-. - -.-. - ---- - --., -I--lH--t -1-+-+-+-1-+-1
*OBSERVATION 2 I I· 2 15 - - - -h---- -,--,t.... -[" - - --I h .. -_ -_ '): -_ ~~. fI-JI J! --hb-11 -[~ : 1 "::r --,..: I -:: -l--~ ----LL -.-- - - -! 1\L .. .. - . -...,
b -'-I-'~ _: r ----f::I?f-----._ D-~ .~ ~ -.. --1.1 __ ._ . . ... -.:e. ~ _ -~ ~ ~_:.: '11i-1st;;
SUMMER . WINTER -BREAKUP
u-oeUAlI V-VEE CANYON G~ GOLD liREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE: SS-SUSITNA STATION
Shall not exceed 25 NTU above natural conditions (ADEC, 1979)
t::j[:cJl>lished to prevent the reduction of the compensation point for: photosynthetic activity, -which
1\I"y have adverse effects on aquatic life.
,
DATA SUMMARY -TUREI D I TY
FIGURE E.2.37
i· ,
l
I
)
l.
10
. . .
• I I I I' I
2 3 4 5.6 7 8 9 100 2 3 4 5
SUSPENDED SEDIMENT CONCENTRATION (mg/J)
TUI=iBIDITV va SUSPENOEC
CONCENTRATION
SECIMENT
o
6 7 8 9
FIGURE E.2.38
i· ,
l
I
)
l.
10
. . .
• I I I I' I
2 3 4 5.6 7 8 9 100 2 3 4 5
SUSPENDED SEDIMENT CONCENTRATION (mg/J)
TUI=iBIDITV va SUSPENOEC
CONCENTRATION
SECIMENT
o
6 7 8 9
FIGURE E.2.38
_J
PARAMETER. TOTAL DISSOLVED SOLIDS, (mg./1.)
-I-H-H-H-H-t-H-H-+-H-H+I-t-t-I II 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1 1 I-H 1 II II 1 1 1 1 I 1 I 1 I I I 1 I I
1 1 1 1 1 1 1 H-H-+-H-+t-H-H-I-H 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 I 1 1 1 I I I 1 I I
-I 1 I I 1 I I I I I 1 I I I I I I I 1.1 1 I I I I I I 1 I I I 1 I I I I I I I I 1 I 1 1 I I I 1 I I 1 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I
300
-I I I I 1 1 1 1 I 1 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 I I
200
• MAXIMUM
I I I I I 1-. 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 ~ 1 1 1.'1 1 I 1 1 I 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1" 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 I I 1 1 1 1 I -MEAN
100 --I 1 J 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1+1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ~ 1 1 1 1 1 I 1 1 I 1 1 1 1 I I
H I I I I I I I H-H-H-H-I 1 I 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I lit 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 I I 1 I 1 1 1 1 1 I
H-H 1 1 1 1 1 1 1 1 1-t-H-H-4-1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 lit 1 1 1 1 I· F I I I 1 1'1 1 1 I
I-H-I-H-t-H-I-t-t-H-t--H-t-H-t--H-F-I-H-H-H-H I I I I I I I H-t-H-+-+-t-H-t-t-H-I I i I I I I I I I I I I IT I I I
-I I I I I I I I H I I I I I I I ~ I 1'1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
•. MINIMUM
o -H-H-H+I 1 1 1 III I 1 1 1 1 1 1111111111 I-H 1 1 1 III III Iii 1 11111111111111111 I II III I 1 1 III
+I-H-H 1 I I I I I I 1 1 1'1 1 1 1 1 1 I 1 I 1 1 1 1 I I I 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I 1 1 I I 1 1 I I I I 1 I I
-H-I I 1 1 1 1 1 1 H-H-H 1 1 1 I 1 1 H-H-H 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 1 1 1 1 1 I
-+-H-t-t-·t-t+-t-+-I-t-~~--~·-H-H 1 1 1 I I I-+++-H 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 I
Itttifm~i~_$mtlmB~;mllill*lli§ '""OBSERVATION
SUMMER :WINTER BREAKUP
0-DENALI· V-VEE CANYON., a-acH.D CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINe SS-SUSITNA STATION
A. 1,500 mg/1 (ADEC, 1979).
Established to protect natural condition of freshwater ecosystems (SOO mg/l is the criterion
for water supplies).
DATA SUMMARY -TOTAL DISSOLVED SOLIDS
FIGURE E.2.39
_J
PARAMETER. TOTAL DISSOLVED SOLIDS, (mg /1 )
-I~;-t+t---H-H~rrl~~I'-I-rrrrrr+++++++~~~~~IHHHrH-H-rrr+++++++++++++~
300
200
• MAXIMUM
-MEAN
100 "H-H--H-+-+++++++++-H-H-HH-t-t-H-H-rr++++++++++++-H-H-H-HHHH-t-t-t-t-H
I-H-~I-I,-H-., MINIMUM
o . -~I-t-r+,-~~++++~~-r+~I~~~~t-r+-r~+++~++~~-r+-r+~~~~H-+-r+-r++++++~~~
'""OBSERVATION
SUMMER :WINTER BREAKUP
0-DENALI· V-VEE CANYON" a-acH.D CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINe SS-SUSITNA STATION
A. 1,500 mg/l (ADEC, 1979).
Established to protect natural condition of freshwater ecosystems (SOO mg/l is the criterion
for water supplies).
DATA SUMMARY -TOTAL DISSOLVED SOLIDS
FIGURE E.2.39
-----.J
PARAMETER' CONDUCTIVITY, Ilmhos/ em @ 25°C
_.~l ~UJ ]=\ tt-itl~=~-ttJ~tt tl-L.1~~=ttt=1~=lt-i=-ttlj::tl=ttt:t=tti
++-H++++-l-t-+-I-l+-I-~-·-~-.--... .... ,· .. ,-,··,-,-,-,,-,-·_~· .... ··~·+.·+t-H-t -~··-·-·-H-H++~++++I-I+H-I++-t
400
-.-a. ___ .4 ............ _ .... -.. -f--f-f-f-+-J. , .•.• -<-.-•• -t 1 1 IIH-I 1 1 1 1 1 1 1 1 1 1 1 1 1+1 I I I I I I I H--H I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -•. -.-•..• -.-+ ..• --.~-•..• -+-~-+++
d_' "-'--I+H I I I I H-I---H-H--H+H-H I I I I H-I I I I I I
_._.".1_ I .. ' , .•. -t-t--t--H-'o-...... -.1--4-.II -I. _'-~ •• I-'" .•.. I,·.'.· ...... -
-~~--.-... '-'-']1[111111IJ11J'-1 +H-t--t-+
300 • MAXIMUM
.-J-J.-f--H-I-t_ ... -I _'f __ ' -,.1-1-
... -.-..... -_.-. -.-f-+-H-H I I I I I f-
't--t--t+t--t-t--t--t-1-.-.... -+-_. .--"--~-~.++-++-+-++++++.J..-H-f-l I I I I I I I /-j--H -MEAN
200
-. -+ -. -.• -•.. ~ -+t--+-t-+--I-H-
_ .•.• _.+_. LLl_ L J .Lq..L._._._~ ..... • MINIMUM
._-<._+----.-.~-I-~I~
100
__ ,"H_I_"_".I_._.I_I---I--I~-I
t!:IHt!:ffl~HtHjjlfmffHf*ltUIWIUffllij:i~~:~1~~fiI1W1l1 *OBSERVATION
SUMMER . -. WINTER BREAKUP
D-DI:HALI V-VEE CANYON G-GOLD CREEK C-CliULlTUA T-TALKEETNA S, -SUNStHNE:: SS-SUSITNA STATION
III) cr i.ter-ion established
DATA SUMMARY -CONDUCT 1 V 1 TY
FIGURE E.2.40
PARAMETER' CONDUCTIVITY! pmhos/ em @ 25°C
- - -------- --- - - - , ---H-r+-1f-H-H--1-- - -----I-+++-~
-... ---. --"++-H--I---. - ----·'--1-H-II-H l-l-'-f-ll-'-f--f-l-I-I
.. ----.. - - - - -.. ..i--l-'-+-I-HH -t--I-++++--I4--I4-.J--J-.J--H-- - - -.--·---H-H-~·'~IK-II-'4+~~-~~
400 . . --- - ----+++++I-++++++++H-t+H--H-II+1f-H-H-l-f-H-H++++-H--H-++++++I-H-H-++-+-+-++-+-+-I--HH + - -.... .. - --"-f-I--H.-I ------- ---- . -.. -,1-1--1-"+
.... -"1+1~~HHHH'14~~'+++Hf44'1444-~4+~~
-.-- -_. .. .-I-+-4-I-~-_. -. - - - -.. - . .. ... _. .-
, - -.... - - . -1:"'-
300 • MAXIMUM
---I-
+"-+-!--I-- - --' _. --. - -. .. -' " .. - - -H-H++++--H--++
1-1-1-1-:1-1-1-1--1--_. - - . .... -----I-+--f-I-+--t-t--t-f-I-t-",L-HI-H·4444-++--+4·-I-I-I -MEAN
200
- - --. -.. "-I-t-++++-I--I-
• MINIMUM ---~. ~.-~ ---. -..
. --. .
-.. _ .. - - - --' .... -~ - ---.---
. ---- - --H-H-1I-H
100
--". -----.. -H-I--I-I-H
- ---_. ------I---I-t-f+ *OBSERVATION
SUMMER . WINTER BREAKUP
D-DI:HALI V-VEE CANYON G-GOLD CREEK C-CliULlTUA T-TALKEETNA S, -SUNStHNE:: SS-SUSITNA STATION
III) cr i.ter-ion established
DATA SUMMARY -CONDUCT 1 V 1 TY
FIGURE E.2.40
'_J. -~~
PARAMETER I CHLORIDE. (mg. /1. )
t
A 30
20 I++++H--! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -•.•. -~.-+.j-l4-l-+++-.j-l-I-l-+++--····-·-·--·-·-I-H-t++H-I I I I I I -J-+-I • MAXIMUM -.-.-~ •.•..•.. ···-·····-1-1-1-+-1-1-1-1
-'-~-~--'-}--H+++-l---I-H-I-H--+-++-I-I I-+-+-+--l-+-l-.-•. -•. -•..• -•...•.• ~~--•.• -.-~ -. _ •.
. ·-~~-·······~·-··~-t-+++-I-I-I
-MEAN
10
... -•. --.•. ·-·~-I-t-H-:l-• MINIMUM
.•• --.~.~ -•. -•..• -}--.-f+-+-+ o 1+ I I I I I I I .+H-++f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I H
,1_1·_t-_I,·_I··I_I--I_ ... _ 11.--.--.. ~-. ··~-I-+++++++H-I-H+H-l
~ It Ht't~:1 t~miooHmHln1jlm~11n~1I-1ltmll{RiH!Hmi' ·~I=OBSERVATION
SUMMER . WINTER BREAKUP
0-Dt:UALI V-VEE CANYON G-GOLD GREEK C-CHULITNA T-TALI{EETNA S -SUr~SIUNc SS-SUSITNA STATION
I..(!SS than 200 mg/lx (ADEC. 1979)
Established to protect water supplies.
r
OAT A SUMMARY -CHLOR I DE
FIGURE E.2.41
'_J.
PARAMETER I CHLORIDE I (mg. /1. )
t
A 30
H-1f+~H-· _. _ .. -.. - - - - -
... - - - --H-'I--f--H-H 4+++++t-+++ .. !. --.--... -. ·+-1-11-++
20
-.-.---l~-I--4---JI~ ·1--l--·l-4-I--I~ l--I-I-I---'-- -'" - - -.. --I-~-~--f--H-H-~-+-I--I--I-I---I-I--I • MAXIMUM
- - - --... - -_. --I-HI--I--jr-I--I-I
- - - --H--H-~,+t--H H-I--t-~H--II--H
I--I--I--+-+-+-l-- . -.-.. - ' ..
- -_.. ... - --l-+-I--+--I-I-I
-MEAN
10
- -_. --1-1-11--~4--- -'-'--. - - -_. -.-- . - ---
• MINIMUM
, -.--..•.. - - - 1 -- - --.. -1--t-t--1-i-t-i--t-i--t-i--t-i--f--t--f--l
·~I=OBSERVATION II .. i::O'-7'1.. .. ~t. ~'8 .. ;;1:' --. ----.~. ~ :: ~2' .3 -.~-~. .-.'0 -----. -1-= .l - - : -~ .l . .-
-\1. -$ ~ ---'f --~: 1'1-: -' :: -... ~ ... : ll::: .. :: - T -:':F ~~.:-~ -: ~l .. __ ~ ... {._ .. _:-:: -=~5
SUMMER . WINTER BREAKUP
0-Dt:UALI V-VEE CANYON G-GOLD GREEK C-CHULITNA T-TALI{EETNA S -Sur~SIUNc SS-SUSITNA STATION
I..(!SS than 200 mg/lx (ADEC. 1979)
Established to protect water supplies.
r
OAT A SUMMARY -CHLOR I DE
FIGURE E.2.41
t
A
'-~
PARAMETER: SULFATE, (mg. /1.)
-I-+-I-I-H-l-I-I-I-/-I-l-l-l
++IIIIII+·H-+-·H-+-I-H·+++++·f-H-/-·t-H-H+·t++t-·H-+H
~I~J:-l =1 ~'I~'I'~I-[Ll :LnTT.:f~-
_. _. p __ •• _ ••• __ ]_ _ [_OJ= ... 1 •• _
-.-. -_··-/-I--H-+-H+++H-+-H
40 I++H+I I I I I I I I I I I I I I I I I I I I I I I I ! I I I I I I 11 I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
••.•..••. -.-........ -•••. 1-1-4-"'-f-H+-.f-~ ·I-I-H-H-+-H-H-I--H-H 1 1 1 1 1 1 H 1 1 1 1 I
.. -.-.-.-.-.-~ -H-H-++H-H-H-H+I--H-I-H-f-·H-H--H-f--I-I-I-l-"'-I-I-l-l-l-l-I-
I+H-t-l-·-· .. ·-· ..... --1-/4++-t--.~--.-.-.• -.~-.-
·-I-I--I-+--I-/-I-I-I-~ -I -I-H-H -H-+-H-I-I
I-I-I-t-I-/-I--I-/-I-~· ... -.-.-_.-
2.0
E'" ---. -•..•. -.--.-.-.-.-·.-·.-.-.-.-1--1--1--1--1-+-+-
.... -.-..... ··· .. ·_·-1"· .• -_ .... -.. -......... -
o H+I I I I I I I I I f I I I I I T I I I I I T I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 I
.•• _ .............. _ •••••••• 1,1 ___ • ___ .1 __ 1 __ • __ 1_1_ .. _ •. 1 ••
l~ ._
.-0-.-•. _--•. _/-1-1-1-+--1-
:tr;~"141:-~6b~ 8" -25 1"1 :l~~r~¥ll·J'-· 29 'r4'11~q-l'41=123I--ttl"I'~ I"f tl-~lll,~.-!tTI~t~·li I: :F
.1 fl. f ltl"·~*:·I?f-:·: ~I-rr ·rrl*I-"~lrrlt· ·-~lll·: ~.'~. ··:Yllt ttlr--~l--I~I_-
SUMMER WINTEB BREAKUP
• MAXIMUM
-MEAN
• MINIMUM
:U::OBSERVATION
0-Ot::tlALI V-VEE CANYON G-GOLD GREEK C-CHULlTI~A T-TALKEETNA S -SUNSlUNt:: SS-SUSln~A STATlOII
;\. SIl,111 not exceed 200 mg/l. (ADEC, 1979).
L::,L~.t) 1 ishud to protect water supplies.
OAT A SUMMARY -SULFATE
FIGURE E.2.42
'-~
PARAMETER: SULFATE, (mg. /1.)
- --.-.. !--
- - - - -I--... - - -.. -f--- -t t+H-H-H·-. -... - . - --'-- ---'--. --+-/--I-H
A -+-++-I---I--I-~I--+-f--t-+-++-++-++-++-+-I-+-f
- - - . -'I-Hf-t-l-H-+++ I-I-+-I~
• MAXIMUM . -_. --I~~I-H-I~4~
I-I-~-I-l-. - --.-- -_. -t--l-1I-H-f-f-H-++-++ · . .. ... -.. -.. - - - --t-H---I-t-·~
· .. - • - --H-H-I-+!-H!-+-IH-IH-j!-j.....jH-I!-4-:H-~-I-HI-H'-t-I-"--.--1-+-+-+-+-1-
· .. -. .. _. -.-. -r;·++-++-l-· - -...
-I-+++++-H--_. -. --/-t-I'-r-H-l
-~--I-I-~~-l-I-.. - -•.•
-MEAN
2.0
.. .. -... _ .. - . - _ ... - - --I-+--+-I~-+-I
1-_.... ..
• MINIMUM
o -
-.. --. . -, -.••• -I ----. ----.-- -_'A _.
:U::OBSERVATION --. ,--. , -. -._. '".. _." -. ..--.' -" --.....----. -----.. ... -
ll~~·ll :~rF~: -:tlll-. -. ~ :·l:~::: -~ ,." n orr ;~~:
SUMMER WINTEB BREAKUP
0-Ot::tlAl.I V-VEE CANYON G-GOLD GREEK C-CHULlTI~A T-TALKEETNA S -SUNSlUNt:: ss-SUSln~A STATlOII
;\. SIl,111 not exceed 200 mg/l. (ADEC, 1979).
1.::,L~.t) 1 ishud to protect water supplies.
OAT A SUMMARY -SULFATE
FIGURE E.2.42
------
PARAMETER I CALCIUM (Ca) DISSOLVED. (mg. / l. )
. ·1-I -'-1-' ··'--.. -1-4·· __ • ___ -,_ .. ·_, -f.--t' •• -f-I-J-+-f-f--t--f-H -.~ --.-. --. -~ -.--~.-,~,-,-, -~--,-.-.-., -1-++l+I-t-+-f-H-+-I
_. _ .... _. ·.I_I_-i' -,,-.. -+-t-f-t-I-+-~.f-..J-l--I-'-'-'-" -.-1-_.-
60 -. -. -·-~--'-·-I-++-++t--~--i-4 _.· .• _1_ .. _._ ... _._._1_ ... _ ..... _._.·. __ 1_ ... _·.···._._1_. __ ._·1-1-1-.. · .... -'........--.-... -.-1_. ·'-1-1·" •..• --.-•..• -I--••• --.---t-... -t--t .. , •.• -+-I-.-.· .. -t-l I I I I I I I I
--'--'"-'-'-'--~H+I-I-H-+--f-H-+-H+-H-I-++++-H--H+I I I I I I I-+..j
• MAXIMUM 40 ~~J-..I-I--1-~-I-I-I-f-H-~ •• of· ... ·-1--'--4 -. -·t, ..... -l--4--+-#--f-
"" ."~ --" ."~-·-H-H+H-H-++-I-H-f+++++-+ _.J]lT'-._ ---'-~~-++I I I I I I I-H-+--f-I-H
·-··--·--·-·-·-~--t--t--+-I I I I I I
-MEAN
20
" ..... -.~ ... -
• MINIMUM
o
."-.1--1-I -f-1--1-_1_ .... , ._._
·._I_·'_~_"_·" __ • -1-' .-. __ •··•·· .... · ... _1_1·_1_.· .. ·1· 1_1_ ""'-I-t--I--4-H-
It l~fW 1 ~ 5~lf *1:-: ~f:~l: l i~~inft1n~~ *r -t 11: lmliUliEf ~l=OBSERVATION
SUMMER : WINTER BREAKUP
0-DEIIALI V-VEE CANYON G-GOLD GREEK C-CIiULITUA T-TALKEETNA S -SUNSIUNc SS-SUSITNA STATIOU
1-1" Cl." i l.c:!I:ion eSLablisheJ
I
DATA SUMMARY -CALCIUH (d)
FIGURE E.2.43
i -
------------------------------------------------------------------------------------------------~
60
40
20
o
PARAMETER I CALCIUM (Ca) DISSOLVED. (mg. / l. )
.. - - - - -.. - - --. - - - - - - -.-- -1-t-.J.-t--I-+4-J.-I --. --. - - - - - -.-- --. -1-+-I-t-+-I-+-+4-~1-I
_ - . -.. -' -. - - - --I-I--~.J.--.J.--.J.--I-- - - - - -
- . . - - --1-I-j.-I--I-.J.--.I~~-4 . .. - - - - - - - - - ---." - - . .... - --. -. - - - - - - - - - -_.. ...-_.--' -_.. - -.. _. - - - . --++++-~I-I
-. -.. - - - -H-I-r'H-IH-l-H-++-l-+-l-+t--.J.--t--.J.--I--I--~ -H-+-+-+-+---I-I-l-l-H
-I-~-+-H-. -.-. - - - - -.... -.. - .
.... . ... -----. . --+-+-+1-.J.-I-J.-I-JL-t-I-- - - - --·I-H-t-+4-+-·
_ .: ~ _ '.' ._ : ~I-.. t-._ H_ f-++-l+_+_+._+-_I-_ H_ 1+1 ++--If-t-+ -H-I-H-+_+:::. =: :-, . - - --+-t-~+~f-H I-t--H-I-J.-I
.-.--. - - --t-t-t-t-t-t-H-t
" ... -~ .. -
. ---------.~ -.. , --
-..
I--H-t-t--t--+
- --I-
-. . . -... -. ---._----_. _.. ~ - --"-
--. . -... - - ---- - - -.-' - --. .. ... -. 1--... --
. 11) .~~ ~ 7;1"' .. ' ~ ~ff 1-·~r-~. ~ ~ ---~ '-,:~. ~fl ':-~ _:I~ ~.-l ~ $ ~~: ~ ~ ~ >. ~ : : ~] .-~ _-~ . ~ ~~ ~ =
SUMMER :WINiER BREAKUP
• MAXIMUM
-MEAN
• MINIMUM
~l=OBSERVATION
0-DEIIALI V-VEE CANYON G-GOLD GREEK C-CIiULITUA T-TALKEETNA S -SUNSIUNc SS-SUSITNA STATIOU
1·1" Cl.-i l.c:!I:ion eSLablisheJ
I
DATA SUMMARY -CALCIUH (d)
FIGURE E.2.43
i -
_I
-------_._-----------------------------------------------,
PAr~AMETER I HAGNESIUM (Hg) QISSOLVED, (mg. /l . )
1.0 ·H-I++-+H+I-+++++H-H+H-~-I-~~ -l-~ I I I I I I .J-I.-I
····-·-·-·--·-···--··-···--·-1-~+1 I I I I I
. _ -.. -'" .. -... .. -.. .. --..... -... -.... .-- . .. . ... " ---. --. . -.. -. -1-+-+4~-·t·"I·l·l·-rn--EI·-,···,"l-'·-'-E-,j-I-·'-EO·-EfWI1-'·'···'· [-,'I-'m-,",',-','-,,'-,'" .... LLLJ.l..l _. ________ . __ ._. __ ._ _ __ .. . __ LtLlJ..Ij±tt
10
-....... -~-.-.-~--.-~-+ ... -. ···-·_-·· .. ·+++ .............. -·I-++-f-l+I+ .• -.. -.. -.-.-.-.•.•...• -.-~+-~~-+-~I-~+H~l+-
--+-.-_.->---++-H-H++-I 1 I I I -f--f--I-++-H-'-' ... -.-~-.--.... ~.-. -.~.-.-... -.. -
-·-·-··-·....,-, .. ,-, ..... -·-'-·,·-·-·-'-'-'-.. -T-·-··:r=:r4--+=.l+1 I I II
.-.-.•.• -... -.-~--~-·-·-·-I I I I I I H-I-H+I--'I'-1-f-t-l-H--f-f--f-t++-1-
ti
• I •. 1_. __ f.-. 1-"". I.-_.a-..I_ I •• ~ ... _ .... _ ....... _t-.......... _ ...... _ ... ]~.--.-.• -. ·--~·--·-···~-·--··-·-·-·-·--··-·~-f-H-H-+-H+~I+I
.. -.+
.... :-1":.1 .. 1-'.1_ ................... _ ..... , .. _L-•. ~ .. _ •• t_ -a._a.-._ .• _ .• _ ... _ •. _-6-_"'_~._"_ .•. --... ~ IT1 j r_L1.TTITITITl1_T.r-··-+--·---
_1."'_1 .•• _.·"_1 __ ', ..... _ ...... -I-I '-1-t-... +-+,.I.-I--.-.-'.-.I-~_f_·.J+I
->-• -.-.• -.• -·-+--·-I-H+I-I-o I~-I-I-I-H-I---I-+-I-H I I I I 1 I I I I I I I 1 1 I I 1 I 1 1 ~ I I 1 I 1 I I I 1 I++H++++-H+H+H Til 1 I I I I I I I I I I I I
• I ....... ,_ ....... __ ... ,' -...... -. -~4-I-.J--·I-I
. ---+_., -. -... -.... ,~, .-..... f--H--I--f-.• ____ ............. _. __ ••• -t--I I-I 1·1 '-1-1--1··',' .......... -•.•• -•. -t ......... t-•• --I--J-f--I--.J.-
••• 1_ I_+-__ • __ t __ •. _ •. _._I._._t_~f-l--J-...I._.I .. "_...J---I-._.I_.J_L-L-I_.I._l._l-_, _1_1_-'_ L_'-I_'_I.,'·.I .1_ ............ 1_.1. I _I .... _.1_ .• _ .... ·· •• _ •• _1--1_ .~ __ f __ .. _. ___ .. _ ..... ·_. ____ ··
11 Ll2lq~t74~~1 *-I~'5~CI' ertl~!r::I{j.I~!llll.~ '31': Ill·::I~,H~t 41~'21~I~tJII ! ...... -. fl f Irlf·rrn roo ..!f-I· r-Ifll" TI l ·11' -.
SlJMl~En : WINTER
.1 iliTrfI.J~Hw.Blf11T~_
BREAKUP
• MAXIMUM
-MEAN
• MINIMUM
#=OBSERVATION
U-UEtlAl_1 V-VEE CANYON G~ GOLD GREEIC C-CIHJlITtIA T-TALKEETNA S. -SUNSl-IINc SS-SUSITNA STATIOH
Hd cl:ite'cion established.
DATA'SUMMARY -MAGNESlut~ (d)
FIGURE E.2.44
I
~--_I
-------_._--------------------------------------------,
PAr~AMETER I HAGNESIUM (l'1g) DISSOLVED, (mg. /l . )
1.0 H-f-Hf-+IH-f-H-t ~-I-+-IH-IH~-H---. -·-~-+-++-+-++-.J.....I-I ..... --.. -.. -.,. --H-f_I-I_I_H_I
. --'~..: : .~ :. . ~ -= -_.~~ ... ~ ~ ... ~ .~ ~ ~ ~ .~.' ~. = ~ ~=.~'IL..~I-f--I--1 -... :::. - -..... ----. -~ -. ~H_ 1-1_ H_ H_-I-+--t-t-.... -
- -.... - - --. . -... - -'I-+-I-l--'~+-._ ... .... - - - - --.... .... -.... -.-+++1_+1-1--+-'-+-1-4-1--1-
H-t-++· T
10 - . - -... --t--HHH~-+--++~++-• MAXIMUM + .. \--1-+++4--.... --.. -.. --. -...
.. --. ~ _.. ---.. .~ --_. ~ --_. _.. -. - --.
-~ -l--'~+-I~I-+-l---+-+-
-MEAN
· ........ --.. -.. -.... -·t-t-H-1H-t-+-- -.. -I-I-H-1-I·+~.:..J.-~-1-
~l_f_i-I_I_~I_~H-1~_1H_1H+4+++~~~++++~~f_l_l_I_H_I~ .. ~-~+~_I_I_I_H_I~44_1_~~++++-H_++~
.... ~ -... -
.. ]i_ --. - -.. -" -.. . - -.. - - . --l-I-I--+-II-I I-I-f---H-1e-1
.-.--e--.--... _ .. _ .......... -
• MINIMUM
... 0 .... 1-._ .----.. ----_ .... -----_ .. --I
··-.. --~ .. ~1 : ..... -". -j... ... .. - - - - --'-
- - -.-- - -.. . .... ... - - . . -... ---- -.-. -I-+--t-t--"H-I
- - -_. -. - - --I-l---++-H-o .-----l---I-Il-l-'-H_1H_++++++~++_++H_H_I_+I_I_I_I_H_lH_1_+_+_++-H_ .. ++++_++_-H .. +++_+_I_I_I_I_H_lH_1H_1_1H_H
· - -.-.. - - -... -·I-+-II-t-·II-I
--. .. -.. . -. --·~H-+-t-. _ _ .-... _ _ ... - - . . -.. .. . -.--.-... . ·-1-1-+-14-
.. - - - ---.--.---1-+++--1-1 ..... -... - - _ .... -.. - - -.. - - -.. -... - - . ..... .. -... - -....... - - _ .. --.. - -..... ..
#=OBSERVATION · 1 .. :' ~ 1LI .. =I~n'~ l-I~I:' -. -' ~ :. ~-~114': .. .:: 3 .: 1~ 22 = ~ •... (~: : : -i .. = . L. Ie rOo -1. = .... ·r··· If-T'~ITI""~: -~\lr":-···~:-··T·ll?=:····~·'~·-:: .=~ .. ~:.~ ..... ~.-~.--
SlJMl~En : WINTER BREAKUP
u-UEtlAl_1 V-VEE CANYON G~ GOLD GREEIC C-CIHJlITtIA T-TALKEETNA S. -SUNSl-I\Nc SS-SUSITNA STATIOH
['ld cl:ite'cion established.
DATA'SUMMARY -MAGNESlut~ (d)
FIGURE E.2.44
I
~--
-_._--------
30
20
10
o
PARAMETER: SODIUM (Na) DISSQLVED. (mg. /1.)
I-I-I-I-I-I-I-I·-·-·--··~···-
... -••.• -.-•.•..• -. -··H-t-H-t-I-1-t-I·· .-........ -.-.-.-• MAXIMUM -. • ..• -.-~.-.~-. '.~.-' -.-.-.-... +-t-I-t-l-
-·-·····-·-···I-I-l-l·-I-I-I
-.... -.• -., ..• ~-•. -.-I-I-I-+-I-i
.+=t., .....
'-:1-
-.,"-1 •• 0 1-1--... " .. -I·· •• ·•••• I_I .I_.~ __ I_I._._·I_ ._ ... ·.1·· 1 ..... _ .. ·_. __ •• ,·.·· I-I. I_·~_·I··I-_·_._' _t ... •
. ''-'L .. " .. ~.1lllitl. 5' '-1 "r-j?·5'·-f·r-\·"IJ.'1· " . . -;' I'· -.. ' ....
-• -. - -p' ." •• --.-
. 1 , , , , "_ . . . . ... ?f . .. -....
SUMMER
·~lt6f1 t-ntl~lll:·~rltl:l-f[···
WINTER
__ . __ ._._a.++++++++ -MEAN
-....•.. -..• -•. -.•.• ·I-I-f-+-l-I
• MINIMUM
~.~.
.••• -~.-.•.•. 1-+-.-1--1-1-1-
,llJ~~I~li~F.~.J·JjFPlP ~F08SERVATION
Il'1l ::IFJIII4fl
BREAKUP
0-DEI/All V-VEE CANYON G-GOLD GREEK C-CHULITNA T-TALKEETNA S -SUNSUINE SS-SUSITNA STATIOU
[lu eriler-i.on established.
DATA'SLJMMARY -SODIUI'\ (d)
FIGURE E.2.45.
-_._---_._---------------------------------------------.
PARAMETER: SODIUM (Na) DI.SSOLVED, (mg. /1.)
.' -.... -..... ·1-· .--' - -.•
. . - - -.. -.--•. ··l-+--I--I-H-II-+-ll--I--l
30 I-+-IH--I--. -.• - -
-1-.... -1-1-1-1-1·-o· -. ..-
20 • MAXIMUM . ,. -' -. .-• -.. H-t-t-+-t-I-i-t-I-' •. -.-. - - - •
-.---.. . ... -.-. -, '++++-i-
- -... -.... I-H-++-I--
-MEAN . --. -·f-+-+-!-'I-+-H .1-; ..... ~-+-11-1--"'-I--I-·-I-I· .. - . . - .
10
• MINIMUM
~--
• I -.. 0 -__ " _'", _,_ • -••• - -•• __ - -"... ... -._ p-••• - • .' .0 ", P. • -••
~F08SERVATION .' , • _.... •••• _ _ _ •• _ _.. • h •• _ _. • _ • ..._.. _. _ _ • _, •• _ __. _ _ _ _ ,"
. .-.. ,'. 611;2 -I : ~~~ ~-~ ~I~ ~ ~ --~ ~:, ~ ~ 2~" I·.: - : i' ~ ~ -. . b... ~ . :( ':-1 ~ ~' : 1 -~-~ ~
L.J....;L-l-I--"~...J.~ T . r : '1 :: i1l :: -~ p.'~ . -,f" (.":-. -. T' FT ~ ~ .. ' : . D' ~ ~., ('.::.~ -~ •. .::I~ :-~.
SUMMER WINTER BREAKUP
0-DEI/All V-VEE CANYON G-GOLD GREEK C-CHULITNA T-TALKEETNA S -SUNSUINE SS-SUSITNA STATIOU
[lu eriler-i.on established.
DATA'SLJMMARY -SODIUI'\ (d)
FIGURE E.2.45.
~--~ .. -----_._-
10
5
o
PARAMETER I POTASSIUM (K) DISSOLVED. (mg. /1. )
.• _ •• _.' ......... ~-l . .l_.l_I_I .. I.,I_I_.I .. .l--I_I._I_1 1·1-1-1· .. I-I·~·~ .. I-·f·I',I-I-I·1 ~·I-I-I-I .. t-I-I-·-'·-·--·-·'-·-·-
-~ ...... -.-.~-.-I I I I I I I I
-.··1-1· 1.·1 .•• , - . ___ ••. _ ••••• ____ ._ •. _ .•••• _ ........ -_-.. -1. I ••• _I_I •
• _ .. _ .. _ •• _. __ .•• _. _ ••••• 1 •.•. -.. _--_ ..... ·-.. ··1 ••••• -•• I _ ........... -.-.1-..... ·_· ... _.-.--.. 1·_1'_1 __ 1.1 .
.... ,~-.--.-~. ,-.-~.·-I--l+1-1
-I. I. I. ,,_I ••• _. _1_". I .• ' ·1 _t. I .. 1_' .. 1_·1 _._ •• _ ..... _ .... --0.-.-.-... -.. -.............. 1-.... -._1_·.· ....... •· ... I-I -..... 1 __ ....... --1-•• -........ -.... -. ·· •• -1 •• -... ·-...---1-.... ----
_ .. __ ....... _ .......... __ __..._. __ ._ .... ......._ .. -.. -1-t -t·· 1 --1'--1--1--1-1--1--1--1--4---1---1--1--1
.+-~--t--+--f--l--I-I--'-&-.. 1 -I_"_ .. ··I--._ ... ~·_I -1-....... -
-H,+~+·H--· .-._-.-f.·h-I'[' H_·L -.-lLLX
--..•.. , ~ ..... -. -·-·-·~-1-I-H4+1-1--f-·--f+H+H++++·'-·-~·-·-~-·-
•.••.• _ ••.•.•••. 1 •• __ 1_1_ •• ___ .1_ .... 1._1. '_1. I. I •.• _._1 .. 1_-1 _ 1-_ ... -.-1-' -1-.. _-.1, __ ·1-' -I -.·· •• ·-1·-1-... • •••.•• 1--.. 1-,_1 •• 1-' -.. -.-1--.... -.. -.-. -·1-"-
.1. I •• _1_ I _ ••• _ '_1 •• I_I. I _1_ &-..... __ ..... __ ••••• _ •..•• _. 1 .. 1 .• 1."'-.. _ ._ .• _ I • __ I _1_' •• 1 I. '-.. 1 •• 1_ I_I ••• -... I • '-.1 ·.-,,-_.'.-1._1-.. -I -1-•.• -.. -
-I.-I .• _ 1-" -_'.1_ ... __ 1 •. _1 -1-' _ .-"-01 -I _1·.1 __ ·1_·1._._._·" .. _1 __ 1 .....
I~ I:
, 6 5 -Ij --2 . --.. . . 2 I,.. --'. " \. -. .'-
• I' ~..l f'~ $1 t . .lti f . t·f .~ ..... :.. ·fiHlltjHll~IJlltlaIUU~I:Ht n-I-'
SUMMEB :WINTEB BREAI(UP
• MAXIMUM
-MEAN
•. MINIMUM
:tt=OBSERVATION
U" l>EII:\lI V-VEE CANYON a .. GOLD GREEK C-CHULlTUA T-TALKEETNA S -SlJtISHlNE:: SS-SUSITNA STATION
[-~u edler-ion established.
DATA SUMMARY POTASSI UN (d)
FIGURE E.2.46
. __ ... _---_._-----------------------------------------------,
10
5
o
PARAMETER I POTASSIUM (K) DISSOLVED. (mg. /1. )
. -_.. ." ~_.. - -.. " -.. ... -.-- . -.. .. . . ... -. . .. -.. . - --" --I-_. - - -.. - -
, .... ,. .. - -•.. _ - . -...• . . - - - - _ •. -.. - . -._ -._ -_. .. • _. ... -to. -.-- .
_ .. .. - - --.t-+--I-+-l-+-I-l
-..... ,. -. .. .. --_. . - -.
•• - -._ •••• _ -•• ' '" __ ~_ .""'" - - • • 0' , __ • _ ,_. -. ----. _. -••
.. . .. -. -.--·-1-4-1-1-1
-. . . -.. - --. .. . _. ., -,-_. . .. -.-.--_. - ---. . . .. --_.. .. . .. .. - -.. ---'" -, -.-. _. - -... -- -.. ---- -..
_ _ _ ..... ---.. _.. - -.. .... .. .. - --of -+·of-+-+-~-~--1 • MAXIMUM
+-1-H-1I-1·-_.. .. - -.." -.. - - . ..
... --.. . -, --I-!-+-I-I' -.. , ..... -.. -- --
-MEAN -H,'-I-~-I-f-~-" ---
-. .... ... - - --. -++-H-f-+++-1-+++++-1--1-+-+-"--1-.--_. ---
.. ,-.. ... .. -----. --. -... -. _. ,----, -- -.---- -... ,. -. -.. , ., --., -.... .--'---- -- - --,-- -
. . . - --. --_. -. . ---.. . . .--. ---,. _. --. -.. -. -_. _... -. - -._.--- --. --
•. MINIMUM
. .-. . --'. .--1-"-. - . - - . -... -.... - --. --. . ..... . . - ,
II ..
,~ .
-.. -,.. -.. .. ---, .. . -. BE ! ~ 59 -II .. 2&; . --.. .: . f. ' .... ·f :I~ .. ~~ ~.
. 2~ ..... - -.;
. t '1<:='
. _ ........... ,---
.i~ '= .~ , .. lib ,. ~ . :. _ u': ~~ .. ~~ ,.: 7 ~ ~.' "t=OBSERVAT ION
'·Is -.
- -1-,--...
SUMMEB :WINTEB BREAI(UP
U'-l>EII:\lI V-VEE CANYON a~ GOLD GREEK C-CHULlTUA T-TALKEETNA S -SlJtISHlNE:: SS-SUSITNA STATION
[-~u edler-ion established.
DATA SUMMARY POTASSI UN (d)
FIGURE E.2.46
A
--.--<
--::..-;:-::.-. --'---
PARAMETER: _ PH
!
--::'-I-I++-\-I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I H-+++-H I I I I I I I I I I I I I I I I ! I I
8
7 .-
-----=,;--
6 .-
.f---I--H4-1--J-.f.--.-4--6_·+-_·+--41_' --1--1 _1--' __ 6_
--. ---. ---,--.' .• -•. -, •. -~--. -+-+--+-++--+-I-t-I-l-H-+-l
-.-.-....... _-.-. --1+·.--++·H--+·· .---.-.• -<--
.t-~~-~-'J rl-["EIIEf---1-1--1-,']-'[1 fH---r I-t" • _. _ • _. • _. . _. _ __ •• _ _A-__ • _ ••
.. , .. ~ -. -....... ,.. -_.-
H--H++t--+++
I~ Ilill~ll t 1~'lti~--!-* r!; P I 1\
SUMMER
"2~lllJj!rlllli4 "l'U'ltl !fll'i'I'liJ~Jil"~' "'[JJ9
I
T ~' "-, _..-,.._, --..-.. --1~'-
-.-" ..... ~-.--.. -. --" .... _--
. ------
WINTER BREAKUP
• MAXIMUM
-MEAN
• MINIMUM
~l=08SERVATlor~
D-DEUALI V-VEE CANYON G-GOLD GREEK C-CI-IULITNA T-TALI{EETUA S -SUNSHINe SS-SUSITt~A STATION
A. I'lDt: l~ss than 6.5 or greater than 9.0. Shall not vary more than 0.5 pH unit
frolll na tural condition (ADEC. 1979).
E!;tabli!;;hed to protect freshwater aquatic organisms.
i:lA'''A SU~VUVjA~V -PH
FIGURE E.2.47
A
-------"
PARAMETER: PH
!
'r ------
H-I-HH-lH·-- --' -. - - - --.-
----- . __ .. -._,.---++-.-4-1H-I-t-/-H-H-I
8
-t--• .-+-I-.-J:-I-· .. -. - -• MAXIMUM
-MEAN
7 -
--_.-=,;--• MINIMUM
~l=08SERVATlor~
I) 12 . 4T'5 .. j -. J7.3~'1 '1S:~4 ) Iii ,. - . - - -
----.---
\~ '~. ~9_ '_ ' .... I~ .. ~ , ~ '.: ~_ '_, ~ , _ {~_ ,. . J" U ~' 15 ' .. r ~~ n .~ ~ t -=-r=-_ 1" It-( ::-. .. ::: = .: I~~I:::
SUMMER WINTER BREAKUP
D-DEUALI V-VEE CANYON G-GOLD GREEK C-CI-IULITNA T-TALI<EETUA S -SUNSHINe SS-SUSITt~A STATION
A. I'lDt: l~ss than 6.5 or greater than 9.0. Shall not vary more than 0.5 pH unit
frolll na tural condition (ADEC. 1979).
E!;tabli!;;hed to protect freshwater aquatic organisms.
i:lA'''A SU~VUVjA~V -PH
FIGURE E.2.47
r-..::::::::=-=-
PARAMETER: HARDNESS. as Ca C03' (mg. /1. )
-----... -.-.-.-.----.. -.-.-.-.-.--++l-f;-
170
.----._-.-•..• -.•.• -1-1 I I I I l-t-H-+++t-t-I-H
-. -1·1-'-1-'· ·'-"·-'-1-,-[[[-1-·[-[1-·'-1··'·'· LTJ-I·:,·IJ·· .J:j.~t;.-_ . ___ .. ___ . __ . _. _ -L. _ .. - -_ .. -[t -. --[ ~-
._-_."-1 .. 1 ..•.
120 .
• MAXIMUM
-. -.-.-. -.-.-.-.-.-.• -~ I I I I H -.-.-Hi I I I I I I
-MEAN
.. 0-, -.-.-.-~.-.-t-I-I-H-+-+-+. H+++t-f-i+' ----.--..... -
70 .-
F·-··· .1_ ... ---._ .... _ .. _1_ • __ •• 1.
• MINIMUM --.-.-.--.-_ ....... -·-~·-··-··-""'I++-.·
_I _ '_.-4_4_ t_ 1·.·1·· 1··.--·., 1-1-~~ -_.-.. -.--. -H-H+H--f--1:-1++++-'+1
20
_I, '-·1-.... _1_1··1_._ .-1-I •• +t-H-I-......... -.. -I-..... -.-...... -.-I-I ... -.... -....
. -._ ... -.-. +-t-H-+
.. 1 Ill. Flllwr; Ilttlll:~l=ltmj:lll:tifrUi:~lll~mtU III I:[mtjm¥~~ 41=OBSERVATION
SUMMER :Wn~TER BREAKUP
0-OEUALI v-VEE CANYON G~ GOLD CREEK C-CHULITNA 1'-TALKEETNA S -SUNSHINE: SS-SUSITNA STATIOU
Nt) cLi terion established
~·j()llll; 1I1L.!Lals have variable synergistic effects \\lith hardness, dependent on the prevailing.
llcIL-cllli • .:SS in the water. 'rhe criteria fqr cadium, for example, is 0.'0012 mg/l in hard water
,111,1 lJ. (J01l4 1Il<J/l in soft water.
DATA SUMMARY -HARDNESS
FIGURE E.2.48
PARAMETER: HARDNESS I as Ca C03' (mg. /1. )
- -.. - - . - - -.--... - --"+H-t-
170
. - - - -.. _ ... -,-+++++-,-t H-++++·-t-'-H
. .... ~. --_.--
-~ . ~ ~ =-~.'.~ = ~ ... ~ --- _ . .:. _. = -.=~. -~ -= .. -.. ::--l
. -. _ .. _.
120 I
• MAXIMUM
- - - - - - - - -_. -l-+-++-+-I-I - - -,-t'1-++-t-Hr-'
-MEAN . .. - - - - - --t-t-.t-t-++++ .I.+++++.f-i.+ - - -... -
70 -
F _. . - - - - -__ .1.
• MINIMUM
---. ---... .. .. -.. . ---" -.---.--I+t+++++ -F--f-++-t-""'-t-I
20 - . -. - . - -- - - - -,'-+if-H---. - - -.--_.. - - - - - . - -
.-.. ---++·H-;-
41=OBSERVATION
SUMMER :Wn~TER BREAKUP
0-OEUALI V-VEE CANYON G~ GOLD CREEK C-CIiULITNA 1'-TALKEETNA S -SUNSHINE: SS-SUSITNA STATIOU
Nt) cLi terion established
~·j()llll; lllL.!Lals have variable synergistic effects \\lith hardness, dependent on the prevailing.
llcIL-chli • .:SS in the water. 'rhe criteria fqr cadium, for example, is 0.'0012 mg/l in hard water
,111,1 lJ. (J01l4 1119/1 in soft water.
DATA SUMMARY -HARDNESS
FIGURE E.2.48
~-' c=--~ ...::=::----0_' --.::::-
PARAMETER: ALKALINITY as CACO 3' (mg. /1 . )
-.-.--_.-................ -'-"-l-H-J-I-++-J -•..• -.•..• -.-~ .•. -.-l--~-+-I-~-I-I
-~'~'--"I-++++H-I I I I I+++H 1-(5
-~ .... -..• -.-_. ···--·I·-t-.~
-~··· .. ~···-··· .. +-+-I-+-I-I·+-I·+4·
-•• -......... -.-....... _'_"_'n .-•. -.--. -•. --... -............. _'_1 I I I I I I I
125 -•. _ •..•.• _4-·.·· •. +++-H-+-+--I-' ..• -. -.-.-• MAXIMUM
-MEAN
-t I I I I I I +H-t++++-H+I-f-I 1 I 1 I ++.-.. 4. __ + ..... +_. ____ . __ ~ __
-.• -•• ~ .. -.. -... -.. _-.. -•. -+......J--...I-+--J_ .. -.. -I.-•...••.•..• _ ...... _._ • -1-.1-. '-' ........ -.... _·_-····-1-
H-H I I I I I I I-·-·-·~··-
-H-H-H-++I-+I-··-· .. ~ ...• -... +-+--1-1--1++-1-•.... -.-......
. 75 +-+-1· J -H-I-H-I-I-+++-1
.I-+-+-+-I--~.~ . •. •.• • -. ..... .-··-· .. ··-·-·-.. ··-·-·-···-~·-·-····-·---·-··-·-··-·~I I I I I I I .... ~ •.....• --. --t-l-H+4-• MINIMUM .. -.......... -.. ~-+-.-.-.-.--...
·H..!f-I-+---.. -." ........ ~-•..• --.-... ·-.··.-·· .. -.··._-· .. -1--.--.-_ .. -+-t-t-........... t-H
25
--~-
-•..• ··-·-··-·· .... ~~·-··--·-~--·I++-l-l-l-I I I I I 1--1--1
-.-•. -~ .. -........ ~.-....... --•. -.-. +++-H-I-+I·I··I--I-I .. I-I-·j· l-j....j.-~-I--j·-j-l-H-~-~-I-~-1-H+-l-+-l-l--l--1
:: ~ In~~llnttm~:I:~r-fftrm~r!fl1'lnl~lln.~t1inlflilgm~ ~l=08SERVATION
SUMMER . WINTEH BREAKUP
0-DEIIALI V-VEe CANYON a .. aOLD GREEI{ C-CHULITNA T-TALKEETNA S. -SUNSHINe SS-SUSITt-lA STATIOt!
:·~Olllt-'/ 1 or more except 'I:lhere natural conditions are less. (EPA, 1976). , ------
I,::.; L...llll,ished Lo protect freshwater aqua l:ic Or.'.IHllisms.
DA T A SUMMARY -ALKAL I N I TY
FIGURE E.2.49
-.-.
PARAMETER: ALKALINITY as CAC03' (mg./l.)
...... _ ... -_. -1-+-11-HH-jl-\
H-f-l-f-++f-f.~-f-l-f.~· _ .. ---_.
-.. -. _. - - - -.. -... _. .-_. -.-- -.... - - - --·I-Hf-1--4 H--f-+-iHH -++-~
-' -_. - -... -----. - ---+-t-+-t -+-l--+-lH
-.-._.-_ ... +-+-+++ .. +-+-1--4
-_._ .. ----_ .. --_ .. --- - --. - -_._ .. --. --1--f-l-l-l-l--fH
125 • MAXIMUM _.. _.---. --._t-+++--t-++-t--. - - - -
- - -.. -H--tH--t-H-I-I-H--t-t-l-l--fH
·-t-t~---+-l-+-t-t--I-+--t--+-t-++++++·l-+-+++++· -.-. -.-- - - - -
.. -'-- - - - -·-+--f--fH-H-- -.-....... - . - - ---_.
-MEAN
--H-H-HH-1H-I--.. -... -
"+H--~+H-.-. - -.... H-++-++-++-++I-·-·" ---..
. 75 -1=. -.. --.-. _. - - - -.-.t--+-I--~
.--. .--._. - - - -_.. _. - - . -_. -.I--I-t--+-I--f.-j~
• MINIMUM .. : : j"" ~ -----~ -~.-I: - -..
+-4~F-I-+· .. -_.. ._.--_.-- -.-..... - --. _.-- --+-t-+..L1-1-4
25
-~---- -~. --... -._-.--~ .. _.... _. . --. -.. -_. . . -. -_ ..
--. -.. ---_. -.. f--_. - ---++-H-HI-+-1H-H-H
SUMMER . WINTEH BREAKUP
0-DEIIALI V-VEe CANYON G~ GOLD GREEI{ C-CHULITNA T-TALKEETNA S. -SUNSHINe SS-SUSITt-lA STATIOtl
:·~Olllt-'J 1 ~~.£.-.~or~ except 'I:lhere na tural condi tions are less. (EPA. 1976).
I,::.; L.J.1l1,isiled Lo protect freshwater aqua l:ic or.lji!lIisms.
DA T A SUMMARY -ALKAL I N I TY
FIGURE E.2.49
-------'----,-----
PARAMETER. TRUE COLOR, PLATINUM COBALT UNIT
-l-+-I++-t-.-~,-.-.-.--
150
_,._ -.-'_"_1_' -..-.. -t-.. --t-... --1-"-.-J-4-I-J-I--J-' I I I I ,.
_ .. __ .. _._._-... -~J-..J.-J -,--.-.-1 1 • 1 I 1 I I
-0-o--o_.-~o-o~o-o-~'-'-'-l-H-+-H-f++t--++H+I-++-I
100 • MAXIMUM
-o_o-o-o--I-H++H-H-H
-MEAN
A_;.-50
-~--. -. ---I--I--+-l--144-+
.~-I-t+ .... ~"--I-I-.-.-"--&-... -,
.• __ 1 ...• _1 _ ,_, __ 1_' -..... t-t·-I-.-t~-t-f--+--1-.._.-t_t-f-·1-1--t·_1-l__t_I_H_l_l _.-o-.-.-.-.-.+..LH--H-++I I I I I I 1+
• _ MINIMUM
-----=rrfJI-FIlfT--I· o
.1_ •••. , •• _'-I_._I-I--I-"'-I~_
~I=OBSERVATION ---. -. -·-·-+-I-+-I-H4
lillmtf: UI ~~I ~t rlfti1I~~ a~$mH~ l~ IItlfff ~~l~.i --. --.---.. ---, 9'---- --- ------- - -'L. ---I ---- - --- . _ -----. -.. '. - . ------~-.-:=::=<~ft-L~-~-~~~:~~~~)~·~~<!t}~~;~~-:·>~;~:~:-~-~~~.~.~::~~~;=~~~
SUMMER . : WINTEB BREAKUP
0-[JEUALI v-VEE CANYON G~ GOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINe SS-SUSIHIA STATION
Shall not exceed 50 units (ADEC, 1979)
l~:~l.,jblished to prevent the reduction of photosynthetic activity which may haye deleteriou::j 0
(:tf~:cts on aquatic life.
I
OAT A SUMMABV -TRUE COLOR
FIGURE E.2.50 __________________________________________________________________________________________ J
150
100
A_;.-50
o
PARAMETER. TRUE COLOR, PLATINUM COBALT UNIT
f--
... '.. - - - -.... - - - --/-1.-1-1-1
-. - - -.-- - - . - - - --H~-/-I. .-+-<~~
-. ,-.-- - - --I-I-lf-f-f-+-+-... .. - - - -.-.. -·H-~_+++_+++~+I_·+++J.++_I
" ... -". -... -........ -...... ,-+-I-
- - - -··H-IH--l-HI-H-f-I
r--1--H-~f_I_.f-I--f-I-+I~I_II_1~H-H+++_+~~HH~f-I4_I4_~~~+++++1
- . ---I--I-f-f-·I-4-1H
H-~--I-+-· ... - - - - - - . ---J.--l. ..... t·..J.-
...... ___ . _ _ .-_ _ - -- --. -.-. -f-f-I_.f-I--I--I -.--. -----r-. --
- . - - - - -...... -.--..... --H-H+II-+-I-l-~_+__~_+_H
. --
-. --1--t-H--1--t
. -.. • - --~-+-~--I-I-
.. - - - -·+-I-f-I--~H--I
'-----'
• MAXIMUM
-MEAN
•. MINIMUM
~I=OBSERVATION
0-[JEUALI v-VEE CANYON G~ GOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINe SS-SUSIHIA STATION
Shall not exceed 50 units (ADEC, 1979)
l~:~l.o..lblished to prevent the reduction of photosynthetic activity wh..ich may haye deleteriou::j .
(:tf~:cts on aquatic life.
I
OAT A SUMMABV -TRUE COLOR
FIGURE E.2.50 _ __ _________________________________________________________________________________________________ J
I
-~ ~---
PARAMETER I ALUMINUM~A 1) _ DISSOLVED, (mg. /1. )
3
2 • MAXIMUM
-MEAN
-I-H+H-++t++-H--H 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 .I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 I 1 1 1 1 I
-.-.-. -·-·-·-··~-~-·~-·-I I I I I 1+-1-1-1-I-H·4-H+I+H4-1+I-I--+--H-H I I I I I I I • MINIMUM
B ----?-0 1+++1 1 1 1 1 I 1 1 I 1 I I 1 I I I I I I I I I
1 1 1 1 1 rhH1btltttm±tm-thb LI dJ I II 110 I I! I Iii I d> I I d> II d> I I dJ I I t H-&i III lill nUb II th I I b I II *OBSERVATION
SUMMER WINTER BREAKUP
D-DENALI V-VEE CAN'YO~. G-GOLD CREEK C-CHULITNA T-TALKEETNA S -SUNSHINE: SS-SUSITNA STATION
A. No criterion established
B. A limit of 0.073 mg/l h~s been suggested by EPA (Sittig, 1981).
'l'his suggested limit is based on the effects of aluminum on human health.·
DATA SUMMARY --ALUMINUM (d)
FIGURE E.2.51
PARAMETER I ALUMINUM (A 1) DISSOLVED, (mg. /1. )
• MAXIMUM
-MEAN
- - - - - -_.. - - - --++++-14-1-- -_.. -H-H-H-H-I+-H-I-H 1-4-.!-'-.!-'--I-l--• MINIMUM
B --?-0 -H-f-HI-H-H-H-+-I--H-H++++++++
*OBSERVATION
SUMMER WINTER BREAKUP
D-DENALI V-VEE CAN'YO~. G-GOLD CREEK C-CHULITNA T-TALKEETNA S -SUNSHINE: SS-SUSITNA STATION
A. No criterion established
B. A limit of 0.073 mg/l h~s been suggested by EPA (Sittig, 1981).
'l'his suggested limit is based on the effects of aluminum on human health.·
DATA SUMMARY -ALUMINUM (d)
FIGURE E.2.51
~ ~---~ .. '
PARAMETER I ALUMINUM (A-lL __ Total Recoverable(mg./l.)
... -1-
-~-·-·-·--I I I I I I I I H· I I I I I I
20
• MAXIMUM
-MEAN
10
•. MINIMUM
EL::.-0
tr *OBSERVATION
++jjjJ~teL J+tltllli$
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON a-acho CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE: SS-SUSITNA STATION
A. No criterion established
B. A limit of 0.073 ~g/1.has been suggested by EPA (Sittig. 1981)
'rhis suggested liinit is based on the effects of aluminuIl\ on human health.
DATA SUMMARY -ALUMINUM (t) FIGURE E.2.S2
PARAMETER I ALUMINUM (A-l) Total Recoverable (mg. /1.)
- - - ---I4-H-JH-H-H +-H-+++-
20
• MAXIMUM
-MEAN
10
•. MINIMUM
EL::.-0
J *OBSERVATION
~-
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON a-acho CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE: SS-SUSITNA STATION
A. No criterion established
B. A limit of 0.073 ~g/1.has been suggested by EPA (Sittig. 1981)
'rhis suggested liinit is based on the effects of aluminuIl\ on human health.
DATA SUMMARY -ALUMINUM (t) FIGURE E.2.S2
.----I
'-..:o.:...,--==:'-.~----.--=--~ '----.-..-
PARAMETER' CADMIUM {Q4) DISSOLVED, (mg./l.)
0.003 III II 1111111 111111 II I II 11111 II III 111111 1111 II II II I II I 1111 III III 1IIII rlllllll
0.002 tt!!!!!!IIIIIIIIII.11111 + 11111111111111111111111 t IIIIIIIIIIIIIIIIIIIIIIIJ III
• MAXIMUM
A~ -MEAN
o . 0 0 1 I-~t=t 11111111111111 111111 t 11111111111111111 ; 11111 t 111111111111111111111111111
~~ Iwmltlllll1l1111111lfi-l1lltllllltllllllllllll!UlllllllltllllllIII
• MINIMUM
n #=OBSERVATION
t ·tS-t+4::-HtH1mH-H-H1H-t-.>.f'-t+G+t¢ I I T I I $-HSSI I I I I ID I I 'V I I G I I It I I T I I $ I ISS
SUMMER· WINTER BREAKUp·
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S -SUNSHINE: SS-SUSITNA STATION
A. 0.0012 mg/l in hard water and 0.0004 in soft water. (EPA, 1976)
B. Less than 0.0002mg/l. (McNeely, 1979)
Established to protect freshwater ~quatic or9a~isms,
DATA SUMMARY -CADMIUM (d)
FIGURE E.2.53
--I ---.-
PARAMETER' CADMIUM (Cd) DISSOLVED, (mg./l.)
A ;>
0.001 HH~~++++++rrrrHH"~~++~~HH~44++++~~~HH44++++++~HHHH44++++~
A--?-
~+!HH~HH4-t41+++++++~++++~~~HHHHHH~~4444·++++++++~+~4-~~HHHHHH~~~ B~ -~HHHHHH';~~~1+++++++rr~~~HHHHHHrlH-H~~++++++++++~rrHHHHHH"~~
0.000 HH44++++~HH~++~~HH44++++~HH~++++~HH44++++~~~++++~HH++++~
SUMMER· WINTER BREAKUp·
• MAXIMUM
-MEAN
• MINIMUM
#=OBSERVATION
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S -SUNSHINE: SS-SUSITNA STATION
A. 0.0012 mg/l in hard water and 0.0004 in soft water. (EPA, 1976)
B. Less than 0.0002mg/l. (McNeely, 1979)
Established to protect freshwater ~quatic or9a~isms,
DATA SUMMARY -CADMIUM (d)
FIGURE E.2.53
,-"
'-~ -....---.-~ ~ ~~ .~ .,;------'> ~ :z-'~~;.. ~ .~ --" -----, ~'"? ~--.. ...:::~ ...... -:-=~
PARAMETER I CADHIUM (Qg) Total Recoverable (mg. /1.)
---.~-~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
-H-H-H-H--H-H I I I I H-H-+H-I-H-t I I I I I I I I I I I-H I I I I I I H+-H-l+1 I I I I I I I I I I I I I I I I
0.02
• MAXIMUM
-MEAN
O.OL
• MINIMUM
~O --·-·~-·-·-H+H-H-H-++-4-H+H-H-
-.~~OOi;tWf.m¥fntmtHma III "II tIlIIF I I., '" I I *OBSERVATION
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S. -SUNSHINE: SS-SUSITNA STATION
A. 0.0012 in hard water and 0.0004 ~g/l in soft ~ater (EPA~ .1976).
B. Less than 0.0002 mg/l (McNeely et al, 1979).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -CADMIUM (t) FIGURE E.2.S4
,-"
.::::=-...---:-~~ .~ .,;--------> ~
PARAMETER I CADHIUM (Cd) Total Recoverable (mg. /1.)
,-H-I-+-+-"'++-I-I-H-I-I-I-I-'I-I-I--" -H-H-H-H-H-H-H-H-H-H-t-t-H-t-t-t-t-i-+I-H-I-I-I-HI-HI-I-I-I-I-I-H
0.02
• MAXIMUM
-MEAN
O.OL
• MINIMUM
~O - - - -+-I-+-H-H--I--I-I-I-I H-ilr-I-I-+4-
H-~H~HH)~~~HY~~~f 11t-r~~[l-rlfJ~H~~rl-~~~~~L~+~~~~~~~~~~44~++~~HH
-H--I-~H-~' -, :_.E . ~--++-f-+-1 H-iH--tIP-t'--t-t-++-+-~I-t-iH-t-t-t;+t-t-I-t-iI-H-t-t++-+-t-HH--t-t-t-t-++-~H-1-t-H
SUMMER WINTER BREAKUP
*OBSERVATION
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S. -SUNSHINE: SS-SUSITNA STATION
A. 0.0012 in hard water and 0.0004 ~g/l in soft ~ater (EPA~ .1976).
B_ Less than 0.0002 mg/l (McNeely et al, 1979).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -CADMIUM (t) FIGURE E.2.S4
PARAMETER' COPPER
0.02
• MAXIMUM
-MEAN
0.01
•. MINIMUM
0.00
~fOBSERVATION
SUMMER WINTER BREAKUP
0-DENALI V-VEE CANYON a~ OOLD GREEK C-CHULITNA T-TALKEETNA s.-SUNSHINe SS-SUSITNA STATIOU
A. 0.01 of the 96-hour LC 50 determined through bioassay ~EPA, 1976).
B. 0.005 mg/1, (NcNee1y et al, 1979)
Established to protect freshwater aquatic organisms.
DATA SUMMARY -COPPER (d)
FIGURE E.2.55
PARAMETER I Recoverable
----++t+H
----H-H-1 ~-1-H-H
0.2 • MAXIMUM
-MEAN
•. MINIMUM
~f:OBSERVATION
SUMMER WINTER BREAI<UP
D-DENALI V-VEE CANYON a~ GOLD CREEK C-CHULITNA T-TALKEETNA ~-SUNSHINe SS-SUSITNA STATION
A. 0.01 of the 96-hour LCso determined through bioassay (EPA, 1976).
B. 0.005 mg/1 (McNeely et al, 1979).
Established to protect freshwater aquatic organisms,
DATA SUMMARY -COPPER (t) FIGURE E.2.56
3
2
• MAXIMUM
-MEAN
-->-I
•. MINIMUM
0
*~=oBSERVATION
SUMMER WINTER BREAtCUP
D-DENALI V-VEE CANYON a~ GOLD CREEK C-CHULITNA T-TALKEETNA 8.-SUNSHINE: SS-SUSITNA STATION
A. Less than 1.0 mg/1 (EPA, 1976; Sittig, 1981).
Established to protect freshwater aquati~ organisms.
DATA SUMMARY -IRON (d)
FIGURE E.2.57
-------1-1-+-lf-HH
• MAXIMUM
-MEAN
------~--•. MINIMUM
------
----=--=-Q: n--tt=oBSERVATION
--: -~ ~ ---. ~: ·-. .: -1-4-lJ-_t~,:::l-1-1-il-t
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON 3-GOLD CREEK C-CHULITNA T• TALKEETNA ~-SUNSHINe SS-SUSITNA STATION
A. Less than 1.0 mg/1 (EPA, 1976; Sittig, 1981)
Established to protect freshwater aquatic organisms.
DATA SUMMARY -IRON (t) FIGURE E.2.58
----------------------------------------
.. -~----
PARAMETER· LEAD (~b~_DISSOLVED, (mg./1.)
-o-·---H-H-~-I--t-l+-I-I 1 1 1 1 1 1 1++-1-1-1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
~0.03
0.02 • MAXIMUM
-MEAN
0.01
-H+\--\--. __ ._.-• MINIMUM
0.00
Jt4rJjJnt=l-$-I-I-4rttn-t=l-~+hb+-I I I I th I I-H--t-H-I tit I I J I I i I l.!a I I I I-J-rlt-H+I I'!' I I'" I 1 I I '''' 1 11 1 1 1 *OBSERVATION
_.1) I I 'i I I di-H-a++-1-1 I ~ I I~I I I I I &> I I 'V I I ~ I I ¢ I I T I I $ HSS
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE 88-SUSITNA STATION
A. Less than 0.03 mg/1, (McNeely et a1, 1979).
B. 0.01 of the 96-hour LC SO determined through bioassaY.. (EPA, 1976).
Established to protect freshwater aquatic orgqnisms.
DATA SUMMARY -LEAD Cd)
FIGURE E.2.59
---------------------
.. -~----
PARAMETER· LEAD (Pb) DISSOLVED, (mg./1.)
~0.03
0.02 • MAXIMUM
-MEAN
0.01
-+4-+-1-1.-_. -• MINIMUM
0.00
*OBSERVATION
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE 88-SUSITNA STATION
A. Less than 0.03 mg/1, (McNeely et a1, 1979).
B. 0.01 of the 96-hour LC SO determined through bioassaY.. (EPA, 1976).
Established to protect freshwater aquatic orgqnisms.
DATA SUMMARY -LEAD Cd)
FIGURE E.2.59
0.3
0.2
• MAXIMUM
-MEAN
A •. MINIMUM
0
*oBSERVATION
SUMMER WINTER BREAKUP
0-DENALI V-VEE CANYON 0-GOLD CAEEK C-CHULITNA T-TALKEETNA S-SUNSHINE SS-SUSITNA STATION
A. Less than 0.03 mg/l (McNeely et al, 1979).
B. 0.01 of the 96-hour tc 50 determined through bioass,y (EPA, .1976).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -LEAD (t) FIGURE E.2.60
PARAMETER r MANGANESE (Mn)
0.3
0.2
• MAXIMUM
-MEAN
0.1
•. MINIMUM
0.0
*oBSERVATION
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON a-GOLD CREEK C-CHULITNA T-TALKEETNA S,-SUNSHINIS SS-SUSITNA STATION
A. Less than 0.05 rng/1 for water supp1y.(EPA, 1976).
Established to prote~t water supplies.
OAT A SUMMARY -MANGANESE (d)
FIGURE E.2.61
, __ I -',---' -(
PAfiAMETER I MANGANESE _ (Mn ) __ (ms. /1.) Total Recoverable
1.sITITrnTIT
H-I-H-H-H I I I I I-H··I·-I-I-H-I4-{~ I I I I ~-t-t
o . 11t~H IIIIII~ IIIIIIIIIIIIIIIII-H 111111111111111111111111111111111111111111111
0·111 II I 11111111 II 11'11 II 1111111111 111111 1111 II I 11111111111 1111111111111111111
A'~OIIIIIIIIIIII t=t1IIIIIIIIIIIIIIIITllllltlll t I I I I I • I I I I Ii I I I I I I I I I I I I I I I I I • ~ I • I
-*tltmm:ftWmtmtm_llll1tmmmlliOWMY
SUMMER WINTER BREAICUP
• MAXIMUM
MEAN
• MINIMUM
*OBSERVATION
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S. -SUNSHINE: SS-SUSITNA STATION
A. Less than 0.'05 mg/l for water supply (EPA, 1976)
Established to protect ,water supplies.
DATA SUMMARY -MANGANESE (t) FIGURE E.2.62
..... _-/ ,_I -',--' -(
PAfiAMETER I MANGANESE (Mn) (rna /1 ) Total Rec e bl __ _ ____ b" ov ra e
f---I-H-I-+-I--/-
1.5---·'-----
• MAXIMUM
MEAN
-r--'-
O.~~~++++++++++++++++~~++++++++++++++++++++++++++++++++++++++++++++++++++++~
• MINIMUM
A.~
, O~++++rrHH~++++~HH~+++rHH~~++~~Hrt~~~HH~++~~HH~~++~HH
*OBSERVATION {·t --{ -1-H}-H..J:I+-I1~ H++~I-I-f1.-+-H1-l-~.f\-+.~MI--I1-H-$lH-+-H-M-II-+A--H-f1-H-A+-I-4-H-f\:4+4+1-J
H-4_-_+ _~)+ .. :++-_+-_l-'i_H_, 4_ -'1-_ ,-+, +-=1-1-.c ,~~ -~ +-+.++-I-I.J-f-'.IJ..-Hl-ll...:r~++~+-+=rt~-~;t~7-l::t=t:tt:nt+I:t-~q:j:tttT=t:t~~~~
SUMMER WINTER BREAICUP
D-DENALI V-VEe CANYON a-aOLD CReEK C-CHULITNA T-TALKEETNA S. -SUNSHINE: SS-SUSITNA STATION
A. Less than 0.'05 rng/l for water supply (EPA, 1976)
Established to protect ,water supplies.
DATA SUMMARY -MANGANESE (t) FIGURE E.2.62
PARAMETER I MERCURY eHg) DISSOLVED, (rng. /1. )
I-H-I-H-H-I-I-I-I-I-I-I--t-l-l I I I I I
0.0002 1 1 1 1 1 1 1 1 1 1 lit 1 1 1 1 1 ~ 1 1 1 1 1 + 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 lin 1 1 1 1 1 1 1 1 1 1 1
• MAXIMUM
-MEAN
0.0001
A --=-I I I I I H--t--H-H-t+H-H+t--H-H-l • MINIMUM
a . 0000 I I I I I I I I I I I I • I I I I I f I I t I I f I I I I I I I I I I I I I I I I I • I I I I I + I I I I I I I I I I I I I I I I I I I I I I I I I I I
~~-$-,~fF-f-lgMmn~HtI4l*um*umUltktMt112tttll*llfll$II~111W *OBSERVATION
SUMMER -WINTER BREAKUP'
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S_ -SUNSHINE SS-SUSITNA STATION
A. Less than 0.00005 rng/l. (EPA, 1976).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -MERCURY (d)
FIGURE E.2.63
PARAMETER I MERCURY eHg) DISSOLVED, (rng. /1. )
- --/---
0.0002 Hr~~HHHH~~~~++++++++rrrrrrHrHHHHHH~~~++++++++~~~~HHHHHHHH~
• MAXIMUM
-MEAN
0.0001
A --=-H-I-hH-t-t--H-H-H-H-H-H-t-+-H-l • MINIMUM
*OBSERVATION
I-+-IH .. -l-l-p. -~. I'
SUMMER ·WINTER BREAKUp·
D-DENALI V-VEE CANYON a-aOLD CREEK C-CHULITNA T-TALKEETNA S. -SUNSHINE SS-SUSITNA STATION
A. Less than 0.00005 rng/l. (EPA, 1976).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -MERCURY (d)
FIGURE E.2.63
PARAMETER I MERCUR~I2") Total Recoverable (~g/l)
0.6111 II 111111111111111111 1111111111111111111111111111111111111 1111111111111111
--h'-~--'-H I I I I 1
-I-f--I-H-H-+++-J++I-H-++H-I-~-I··I-H-H I I I I I I I J I I I .+1 I I I I II-++-H-H I I I I I I I I I I I I I I I I II
0.4111 III 11111111111111111 1111111 1111111111111111111111111111111111111111111111
o . 21~=W+11111111 ~IIIII t=W:t 111111111111111111111111111111111111111111111111111
A.--?-
o
• MAXIMUM
-MEAN
• MINIMUM
-'.i_IHRIIIBllllllttfIIIII111 *OBSERVATION
SUMMER 'WINTER BREAKUP
D-DENALI V-VEE CANYON G-GOLD CREEK C-CHUL'TNA T-TALKEETNA ~ -SUNSHINE: SS-SUSITNA STATION
A. Less than 0.05 ~~/1 (EPA, 1976)
Established to prot~ct freshwater aquatic organisms.
DATA SUMMARY -MERCURY (t)
FIGURE E.2.64
PARAMETER' MERCURY (Hg) Total Recoverable (~g/l)
0.6HH~~++~HH~TT~rHHH~+++rHHHH~+++rHHrlH~++rrHH~~++rrHH4+++~~
A.--?-
o
- - - --. - - --f--I--I-l-II-I-l
1-t-,f--H-t++I-+I-++·H-.--.. -·t-t-t+t-t-t-t-t-I--:H-t-t-t+t+H-H-H-H-H-I+I-+I-+t+t+I-HI-Hf-Hf-H
SUMMER 'WINTER BREAKUP
• MAXIMUM
-MEAN
• MINIMUM
'"'OBSERVATION
D-DENALI V-VEE CANYON G-GOLD CREEK C-CHUL'TNA T-TALKEETNA ~ -SUNSHINE: SS-SUSITNA STATION
A. Less than 0.05 ~~/1 (EPA, 1976)
Established to prot~ct freshwater aquatic organisms.
DATA SUMMARY -MERCURY (t)
FIGURE E.2.64 L-____________________________________________________________________________________ _
PARAMETER I NICKEL G-li) DISSOLVED, (mg. / l. )
tA
-'---1-
0_004
• MAXIMUM
MEAN
0.002.
• MINIMUM
0.000
Ottor *OBSERVATION
-Qj'H-t-H4-H-1i-HSSH+H-~-H-dH-kt I I T I I ~~I I I I I n I I'*' I I !Ii I I Et I I * I I cj; I 1cJ::;
SUMMER 'WINTER BREAKUP
D-DENALI V-VEE CANYON, G-GOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE; SS-SUSITNA STATION
A. Less than 0.025 mg/l. (McNeely et~al, 1979).
B. 0.01 of the 96-hour LC 50 determined through bioassay. (EPA, 1976).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -NICKEL (d)
FIGURE E.2.65
PARAMETER· NICKEL (Ni) DISSOLVED, (mg./l.)
_.0 1_
0.004
• MAXIMUM
MEAN
0.002.
• MINIMUM
0.000
l_LlO *OBSERVATION
SUMMER ·WINTER BREAKUP
D-DENALI V-VEE CANYON. G-GOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE; SS-SUSITNA STATION
A. Less than 0.025 mg/l. (McNeely et ·'al, 1979).
B. 0.01 of the 96-hour LC 50 determined through bioassay. (EPA, 1976).
Established to protect freshwater aquatic organisms.
DATA SUMMARY -NICKEL (d)
FIGURE E.2.65
r ,_I
PARAMETER· NICKEL (Ni) Total Recoverable (mg./l;)
0.1
• MAXIMUM
-·MEAN
o . 0 5 ~ I I I I I I I I I I I I I I I I I I I I I I I ! I I I I I I I I I I I I I I I I I I I I I ITI I I I I I I I I I I I I I I I I I I I I I I I I I I I
A ~ • MINIMUM
o
++-l-l-I-tll -tll++drl+1+t-k I I I I I m I I m I I m I I Iii I Ilh I Ii I I ~ I I I I I It I I I .11 I III. I III. I III. I 1.1. I 1.1. I I I *OBSERVATION
-I+l-I-l'1!> ~h~-.-
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON, G-GOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE:: SS-SUSITNA STATION
A. Less than 0.025 mg/1 (McNeely et aI, 1979).
B. 0.01 of the 96 -hour LC 50 determined through bioassay (EPA, 1976)
Established to protect freshwater aquatic organisms,
DATA SUMMARY -NICKEL (t)
FIGURE E.2.66
,_I
PARAMETER· NICKEL (Ni) Total Recoverable (mg./l.)
0.1
• MAXIMUM
-·MEAN
• MINIMUM
o
*OBSERVATION
SUMMER WINTER BREAKUP
D-DENALI V-VEE CANYON, G-GOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE:: SS-SUSITNA STATION
A. Less than 0.025 mg/1 (McNeely et aI, 1979).
B. 0.01 of the 96 -hour LC 50 determined through bioassay (EPA, 1976)
Established to prot~ct freshwater aquatic organisms,
DATA SUMMARY -NICKEL (t)
FIGURE E.2.66
·._1
PARAMETER. ZINC (Zn) DISSOLVED, (mg./l.)
-~·-·-·-·~-tt+t-H I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
t-
0.2
• MAXIMUM
-MEAN
0.1
• MINIMUM
A~
o
=¢!thptl-t~ttM·tMm911111 ~ II * 1#11 q II $11 $11 q 1llltm-ttttll q II ~ II ~ II ~ III *OBSERVATION
-·-··~-·-H-H+H-i
SUMMER WINTER BREAKUP.
0-DE 1'4 A LI V-VEE CANY ON. a-aOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE: S S-SUSITNA STATION
A. Less than 0.03 mg/l (McNeely, 1979)
B. 0.01 of the 96-hour LC SO determined through bioass~y (EPA, 1976).
The suggested limit is based on human health effects.
DATA SUMMARY -ZINC (~)
FIGURE E.2.67
·._1
PARAMETER. ZINC (Zn) DISSOLVED, (mg./l.)
0.2
• MAXIMUM
-MEAN
0.1
• MINIMUM
A~
o
*OBSERVATION
SUMMER WINTER BREAKUP.
0-DE 1'4 A LI V-VEE CANY ON. a-aOLD CREEK C-CHULITNA T-TALKEETNA ~ -SUNSHINE: S S-SUSITNA STATION
A. Less than 0.03 mg/l (McNeely, 1979)
B. 0.01 of the 96-hour LC SO determined through bioass~y (EPA, 1976).
The suggested limit is based on human health effects.
DATA SUMMARY -ZINC (~)
FIGURE E.2.67
PARAMETER· ZINC (Zn) Total Recoverable (mg./l.)
0.20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1'1 1'1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
• MAXIMUM
-MEAN
o. ro • I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
•. MINIMUM
A --?-H-H-I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
o
-... -._.~~~il1~-§:~mJimm~1~JBgmmmJJlUjJjiIIMllill%114rn #=OBSERVATION
SUMMER :WINTER BREAKUP
D-DENALI V-VEe CANYON. G-GOLD CREeK C-CHULITNA T-TALKEETNA S. -SUNSHINE: 8S-SUSITNA STATION
A. Less than 0,·03 m~/l (McNeely, 1979).
B. 0.01 of the 96 -.hour LC SO determined through bioassay (EPA, 1976).
Established to prot~ct freshwater aquatic organisms.
DATA SUMMARY -ZINC (t)
I FIGURE E.2.68
PARAMETER· ZINC (Zn) Total Recoverable (mg./l.)
0.20 HH~~++++r+rrHH~~+++++r~HHHH~++++++~HrHH~~++++~HHHH4444++++~
• MAXIMUM
-MEAN
•. MINIMUM
A~H~rrll~HHHHHHt~HHHh~HHHHHHHrHHHHHHHrHrHrHHHHHHHHHrHrHrHr~HrHrHHHHHHHHHrHHH
o
-1-+-+-1--+'1'+--1--:-r "1 --1 .-H-.+-t--hi-+-+-+-t--t--4-H-H-~-f-tJ....+-t-t....+-tl-ht-t-t-.t-i-t-A-f-t-.t-i-t-l #=OBSERVATION
_.~~~~.~.=-_\:~ ..... __ .... = -<·_I~~ __ :l~--I-'V-1I-Hl .... -ttH-+:r-H
SUMMER :WINTER BREAKUP
D-DENALI V-VEe CANYON. G-GOLD CREeK C-CHULITNA T-TALKEETNA S. -SUNSHINE: 8S-SUSITNA STATION
A. Less than 0,·03 m~/l (McNeely, 1979).
B. 0.01 of the 96 -.hour LC SO determined through bioassay (EPA, 1976).
Established to prot~ct freshwater aquatic organisms.
DATA SUMMARY -ZINC (t)
I FIGURE E.2.68
PARAMETER I DISSOLVED OXYGEN,-(mg. /1.)
17
t
A
~-. ---'.. . . ..... -.-.--" ------i - ---.-... ---.LCI.LI.LLUttIUJ LLU .ItrrlJ:titL~--t.LlLLtlIJT-t.:-
.•• -I_ .. -.-.. • •.• -~-_·_+ ____ 4 __ f.-I_t-__ ._ -.-.... -H--I--I-4-+-4.
14 --'-~-'---'~++++++-I--I-I-I I I I I I I H+H-H+l+H-I+~+I-t++--f+H I I I I I l--+-+--t I I I I I I I I I I I I I I
·~~--4--+-t-+-I-+-I-+-I-+-I-+-t--++-.----~-. --.-~.--.~.-
-.-.-.. -. -, -.-~-.. --'--'-/--H--I-I-/-H+I-H+
-.-1 A __ I_ .--....... J-.l-.J..-J..-...I.-
'---'~++++-H-
--I -[IT·I~f-J--fT1YI"I·Tl~:I·:I· .. -.-----_ __ L _}~~_ ~-.D_r .1 .. ___ ..
12
-I---"" -I -I --.--1-'-'-.1---4--l-!--llJ'-' .• -.... --.·-.---·~+·I--+---l---t---l--l---+-' , , , , , , ~
• MAXIMUM
I--'I---H-I+~ I I I I I+++H-H-H-I
-MEAN
10 _ .... I--.~'~-' .-._-
--~+I+ H--I-+++H-H-I
++-H-+--I-~-'-'-~ .~ .... ~-... -<-.-.-
-.... -.. I-t-~--. ·_4_' -. ~.-
-'-~"'-'-'-'1-I+H-I-l • MINIMUM
1-"-"-"·_' -.-..... ·-t·-H-~~f-.... -',-1-·1-t-_ I--f--l·-f.-.-··~-+-t--""-_-__ ·I-·'_" __ '_'~ t_ '--1_--' -•. · .. -1.· ....... .
I-++++H·' ·I-I·I-H-I--I· ~+++~-I-
8 .. 1-1-1-+_-._._ .... ___ ... _._ .. _ ...... _ ........ _._1_ ,
-,-.1-.. 1.-1-1 .• '----1--1 I I I I ._ .. _ .. · .... _1_. __ 1_ ••
~I"I $1:1221-_'1-~ I~-~' 1~1' ' '~'1131'~I'-'I-'-ll~~1IJ 1'181-1'~1"-I'l~~111"1141~rl-1 ~I·~j:lrl~·!ll~l !l'n;rr-l~Tt~~r .~ t·· tv It'~ lr $f-: . -1-.-·r·t ~ f:': TIT -$ ~F' l ~·l .: l~ ·lFFFF lFI~I~-~1=08SERVATION
SUMMEB . WINTEB BREAKUP
D-LJEIIALl V-VEE CANYON Goo GOLD GREEK C-CHULlTUA T-TALt(EETNA S -SUNSHINe SS-SUSITNA STATIOti
1\. (;J'caL:er chan 7mg/l. but in no case shall D.O. exceed 17rng/l (ADEC. 1979).
l;~; L .d;Ji ::;l1...,d fol' the protection of allaurolllolis and 1'E!~ id~lIl fish.
DATA SUMMARY -OXYGEN J DISSOLVED FIGURE E.2.69
17
t
A
PARAMETER I DISSOLVED OXYGEN I (mg. /1.)
::.-.. _ : ~ : ~ .. : _ .---. .: ~_ .-.~ - . _. _ ._ .' J ~_ ! !tIe::. -. ::.~ ::. ~ .' _: __
----.-.. -.+++1-++-+
14
.. - - ---·t-+-H--JI-+-I H-++-+++++l-+-+-H--H-H+-t--l--1I+
J-.~-+-+-+-J-.I-+-+-+-H-+-++++ --- - - - - . -
- ---.. - - --. - - - ---- -H-if-H++
--. -. --.-" -. __ .
- - - ---.' .-I-+-.~J-~--~.: -: ~ 1 -.". .:. '..: ~ ~~ ------ - --~-+-~-+-.~
12 • MAXIMUM '. ----.-
. --.------.H--l~+ I-I-+--I-I-.J-+-
-MEAN
f--.-
10 --f------ -...
-++-H-+-·--· -" -.----
- -.. - ----i-t-H-b+ • MINIMUM
. - - _ .. -.-I+-I-./--./-+-. ------ . ---.-. - - -_.-. ---' --"" - -.' ... -
.. -. -··I-H-+++ H-H--+---. . ---. - - . ~4--I--+-".--I-
8 .. _-------~--'-'----I
-.-. --... ---H-I-I-I-- ---- -.. - .
~1=08SERVATION
SUMMEB -WINTEB BREAKUP
D-LJEIIALl V-VEE CANYON G-GOLD GREEK C-CHULlTUA T-TALt(EETNA S -SUNSHINe SS-SUSITNA STATlOti
A. (;fcaL:er chan 7mg/1. but 1.n no case shall D.O. exceed 17rng/l (AOEC. 1979).
l;~; L .d;Ji ::;l1...,d fOl" the protection of allaurolllolis and l"E!~ id~lIl fish.
DATA SUMMARY -OXYGEN J DISSOLVED FIGURE E.2.69
PARAMETER: D.O .. PERCENT SATURATION
-~.-. -. -• -.--.-.-•. _-1-~-t ++-I
-. -.. • ..• • -•...• --•..• -+.-I--l--......
12 0 I·-+-~J.-t....+..+ I I I I I 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 I I I I I I I 1-1+++ I I I I I I I I I 1 I I 1 1 I I 1 I 1 I I I I I 1 I I -·-.-.-.-.--H--I~--I-++·H-I-I--+-l~-I 1 1 1 1 1-1---1--1--+4
-.. ~ a.-a. ., _ ••.• ~._._ 1--._ .. _ •. _._ .... '--1--.-'--'-' .. -' I -I·'· -, ••• -I '-.-4-1·· .-'. ··._. __ 4-·_1_ ..... · ...... 1_1_ .----I--a-f-H--f--t-+-t-~
_'_oi---4.' I -I. -I ...... -_ .. ---.. _-•• -'-I-~--J..--I-.-I.-.J
A--~
-•. _.-.-.. -•.• ----.-•.. -•. ~.-. -~-.---.-. -......... ~-. -. -.-... ~ • -+---··-·-l4--1-1--1-+-+·+-+-I-I++-++~+-I
.. -.--...... -. ~-~·-I-I+H-l-·-·-~-·-~-
• MAXIMUM 100
... -.---~JTI:F-+-+-l--l
-..... -~ ·-~-·-·-H+I+++++++H-H I I I I 1--1-1--1-
-'--'--'h·-·-I-H-l--I-I-I--H-4+H-H-1 1 1 1 1 1 1 1 1 I
·1 1 1 1 1 1·-·---·-·-··-
... -. ·-_·-··_····1 1 1 1 1 H+H-l -MEAN
00 ._·1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I
.... __ . _._. __ ._._ ....... _ .. _ .. _ .· __ · .......... I+~· h·'_ • -•..• -.-.-.-
·I--I-~--I-.t-·-·-·--· .. -..... -.-..... -+++ .•.
• MINIMUM
H+H+I ~-I-I-H-H++H-.-.... -.-... -... ·--·--·-··~·--·--·-·"··--·I 1 1 1 1 I
I. ...-.. --+-..... -,-.-''''_1--1--1 +-1--1-._-•..• -_ .•. -.--. -·-·-.......... 1+4-
60 .• -. -.-~ ... -I--H-H-l
4F08SERVATION
-. -:'~]t i-·jll~ltFI~f~1~1~fITll~rr H ;fllff-f·l-lfl=l~nll:' ;-I~l'fr~~l~tHl1~$1'-
-·~·-·-·-·--·-I++I+
SUMMER • WINTEn BREAKUP
0-DENAl.! V-VEl: CANYON. G" aOLO GREEK C-CHUl.ITNA T-TALKEETNA ~ -SUNSHINE SS-SUSITNA STATIOU
A. 'I'h~ COllcentra tion of to tal diso1 ved gas shall no t exceed 110% sa tura tion at
allY point:. (ADEC, 1979).
l::sLiJbli~ll(!d for the protection of anadroIllous and resident: fish.
DATA SUMMARY -b.o., % SI\TURATION
FIGURE E.2.70
PARAMETER: D.O.! PERCENT SATURATION
- -... -'" . -.. J-Ir-I-J-1H
120 ·+r·~rr·HH11~++++++rrrHHHH~+++++rrr~HH11-~~+++++rrrHH~.44++++~~HHHH~
. - - - --H-J-t-I-HH-i H-H~I-H ~I-HH I-I-H-l
- - -"" _. - -.-- . -.. --. -.... ... -' --....." - _ .. -.. . -_... -J-J-~-HI-HH
- - --.'" -. -.-·++-H4
A-~
- - --. - - . -_. -.. - . - - - - -.... _. - - -_.. - -.--t-t-I-t-i-t-++-t-i-I';H-I-+·I+-I
. _.. .... . ·-J-J-I-H - - - . - -
100
... . . - . - --H-f--f-++ J-HH-iH I-J-J-J-J-J-J-J--t-J-J-
- . -.-.. --I-I-I-I-II-I-I-t-+-t-t--I-+-t-i J-J-J-J-I-HI-H-J
..... " - - _ .. --I-HI-H'-H-H+-I
00 ._H-+-+-++++++++++++-H-H-H-HH-"H
.. . ... - -_. - -.... -._ .... -.J-.I-.~-+-.. .... .. .. - - - -
_.. ----_. -.---. -----. ----" _. ---_. . _. . .. ----.-... -,-
.-" -... .-. ... ..... .. _." ... -·I-t-i-+-t-i-+
. -.. -...... . --+-I-+-t--I-
60
.. - - -.. -l-t-11-1-1 .. - . . .. _.. . .. -_. . .. "I-I-t-+--~+
... -..... " .... -... -...... '" - - -........ -. . ..... -...... .. -.... - -.' - -... "I-t-I-I-t-t-+-+-·
.:. ~ ~ ~l:'$(~:~tF~fr~=~=" r~~\~ ~ ;'I~· .. J~~.t.'::f =~;.<~ ~.~.: ~:~{~ .. -=~ .. ~~ r=~~_
SUMMER • WINTEn BREAKUP
• MAXIMUM
-MEAN
• MINIMUM
4F08SERVATION
0-DENAl.! V-VEl: CANYON. G-aOLO GREEK C-CHUl.ITNA T-TALKEETNA ~ -SUNSHINE SS-SUSITNA STATIO"
A. 'I'h~ COllcentra tion of to tal diso1 ved gas shall no t exceed 110% sa tura tion at
allY point:. (ADEC, 1979).
l::sLiJbli~ll(!d for the protection of anadroIllous and resident: fish.
DATA SUMMARY -b.o., % SI\TURATION
FIGURE E.2.70
PARAMETER: NITRATE NITROGEN} as N, (mg. /1. )
-[-'-'-I-IR-'-l-1--j-11--II--{ -131-1-1'[--[£[-£00--I-l-E-S-IR-ff-rtf]-t--I--fftji--00--±mE----~-'.-•.• 1 ..... I ••• _. _ _ _ ., .••..• _. . _. . -•• ____ •• •• _ •• ---. -.. . _
.. .. ---.. --. ---_. -.... --- -----, .. -.'.-_. ------.. -. --
-.-. -
~
'-'--'--'._-I-H-I-1 1 1 1 1 1
-1-+-1-+-+-1--~~-~-._-
_~_.-LtJ.tr
2 : IllIT~t:mITt rnT1T1TTTITrrlT1Trr
• MAXIMUM
-.-•• -'--0--'-'-'-.---.-o-.. -~-I-l-+-+-I-H-H-H-I-H-+-H-H-I-I--f.-l-..J-,--•. ·._1··· •... 1._1--6_1 __ I.'" -1-_ .......... -••• ,_1 ___ ._
__ I_ •. _ ... _t-. ___ ._.f_····_I--I--~_·I_ ....... __ ... _. -I-t-I--++l--l-.• -~-.-.-.-,._o __ ~_,_, __ , __ -'--'-'-'-'-0-0-·--1-1--+4--1-
-'--'---~-'-'-'-'--"--f--l---i-l-I -MEAN
• MINIMUM
o 1·++-+--1-+-++-HIII1111111IH-H
1~llflll' I t II~-I f IWIIII f! II ~ Ill' -Itl~ ~llt rI~rtlf-l t 11IIII~nifl:ffl~ j~OBSERVATION
SLJMMEB -WIN'fEIl BREAI(UP
D-DEUALI V-VEE CANYON G~ GOLD GREEK C-CliULITUA T-TALKEETNA S -SUNSHINE SS-SUSITNA STATION
Less Lhun 10 mg/l (-\-later supply). (EPA, 1976).
1:;~;l..d,j i:;ll<;<! \;0 pr-otect water sUl'plie~.
DATA SUMMARY ::.-NITRATE NITfWGEN
FIGURE E.2.71
PARAMETER: NITRATE NITROGEN! as N, (mg. /1. )
_. .-.. ~. ~ -~ ~ _= ~-~-_ _ _ _ _. _ _ _ . __ ~ ~-.~~ =~ = = -~.j-.-I-I-4-+--'+-.' ~ ~ ~ --. _ ~ _~ _.~. ~ =~ _ -=t+
.-+-t-t--t-t--t-t-t-t-i-t--! _L
. - -.. -. ··/-I-I-I-"1f-HI-H-1
I-+-~-I-. - - -
---ft _ .. -
. ----~ --.
-~ ., ... ----.---_. --... .... . -. _. ", ........ - -
2 -+-+++4-
• MAXIMUM
- . ._. '-_. - - - . - - - . --~I-+-I-. --~I-I"-I-I-+-~-+-+-1-
I-HI-i-I-- . - -.. ----_. - - - . -.--.-- "
.--.--_. •. - ---1-4-I--f-IH--_... -.-~I""+-II-~I-· - - - - -.-.. - -.---- - - - - - - ---1-1-+-+-1-
------- - - - -·-4-1--1-11-1 -MEAN
• MINIMUM
o .-H-t-l+
---.--- -.. - . . 4t=OBSERVATION
I j (: -15 -t ~~ •. ,-~ .. -.. --= ~) -~ -~61 . -I ~ ~ .. ) ~ . - --. -~ (~ .~. .-_. - -=-, ---I ~ ~-r. -j . = ~
) .;.. T _.. . . S I .' . \ -~:l' ~ -~ --'_ ~ = ~ -: ~:-J. . --. -.__ ~ . _ ~ .--..:. ~ 5 j ..
SLJMMEB . WIN"fEIl BREAI(UP
D-DEUALI V-VEE CANYON G~ GOLD GREEK C-CliULITUA T-TALKEETNA S -SUNSHINE SS-SUSITNA STATION
Less Lhun 10 mg/l (\-later supply). (EPA, 1976).
DATA SUMMARY --NITRATE NITfWGEN
FIGURE E.2.71
PARAMETER: ORTHO PHOSPHATE. as P, (mg. /1. )
-. -. -.--. -~-.~ .-l-l-+-I--I-l
_I. ' ..• _ •. -.-1--+-.-
0.6
-•.•. _ •..•. _ ••• _ ........ _+._t_._.nt-t--t_ .. --f'_t_._I·_-t_+-H I I I I I +-f
-'---'-'-'-I++-H-I-H-I--t---I-+H-H
-\ \-\-\--I-I-r -t·-\-I-t-tJ·4 u-r--\--\-I-·\· I-I-j·-I tj.-t-·I--r t [[-
.f· • _ .•• - -----J.-, ... -•. -__ A --... -•• ---1-.. ~ -
0.4 ... -p • MAXIMUM
·-·--·-·--+-·--~l+I--t+H-1 I I I I 1+1+H-++4--1-H--+++-H-H--I-H-I-H-'_4-_~_'-/'
-MEAN
-t-+-f-I-f--+ ~-.• -~'_4_~ __ 4.'_
++H+t-+-f-I--H-+--' --. -.-..• --.-..• -.-. _~_.ul I I ! !
0.2
_ ......... __ 1_ ... ···'·_ .. · __ • "1--_"'-"-'-'-1-~ .. _f--1-t··, -I' t-to. t -I--t--t-t -t--I-t--f-t-t-I-4-f--.-+~-1--11-'-'--
• MINIMUM
.• _ ••• 1_.1_' ._ ... _ , ..... _1 •.• _ •• _'_.1 __ 1 ____ .. _ ..... ' .01.-.... _. __ 1_ 1-1-1.-...-1. I,·' ••••• ,1--1-1-.. -1 __ 1 _-"'_1_'" ••••.••• -4--.. -••..• -...... __ 1 .... --.. -1------
0.0 LLL+-W--W+!.~4.t_WilllUf·W+W_f-1 rTllfll.IITrIT+-.W+.ITrrlfITII '.w..:l=~ITITITITTTrlll -.• ----.--~ •. ~-I-+-~ ~-4 -"," __ .1 .... _. 1_'" .-.1 _1 .. 1 ••. 1 __ ._"'_1. __ I -1--1-1--1··1--._1·_"_.1_ 1_ ••• 1-•• -a ••
. ~ I-I ~I~itll;~rr 1=-1:1 FI~I-rllT'-ill]l!r-lfl~iF· J=J~f~~llj .. ~ I-~ft r [It.It]~=fft:fff~§~ :fl=OBSERVATION
SUMMER : WINTER BREAI<UP
u-DEriALI V-VEE CANYON a~ aOLD CREEK C-CHUllTUA T-TALKEETNA S. -SUNStliNc SS-SUSITNA STATION
rid cdL:c::rion established
OAT A SUMMARY -ORTHO PHOSPHATE FIGURE E.2.72
0.4
0.2
0.0 __ _
PARAMETER: ORTHO PHOSPHATE , as P, (mg. /1, )
I-t---I-- - -----I---1----1--. - - - --~J----I-I-~-
... .-----. 1-·-· --. - --I--.. ---I---I-H-H-I-----I---I-- - - --. -I---. -1-- - ---1---+--1---+-1--1-1
. - --_ = ~: .-_ = -~ -= = ---~ _ ._: ~: :--_ :..: -:-: : __ -~ -:-t -= ~
---p _.
. ----. - ---I--H-f---t++-H-f---HI----I-I
-I-l--...j.-+-~,~ I-I--ll-+-t----t--l------
-~-i--t-+---f-. --- -.. -. -
--- - -I---1-1-1--4-+4
- - . - -.. - -.. ~ -H-~I ~-+--IH---+---I-I-I--+JH-4 -. --- --. -
---- --I-I-t-t-I-I -+-+++-I--·+-+-I-l---l
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-. _. _. _. -... -." .. _. ----.. , - -----. , ..... , ------- --... " .. --•.. --.. -----.
- I •.•. - -., -.. . .. - - - . - . - - ---...• -.. -. - -.. _. ..
.. - . -. ---_. ---..... -+-+-~I
.. p -1"'~.15-·n· ] =--=:-··:==-__ ·[l-_~_tl·~-~·TI~-__ I~-::·
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SUMMER : WINTER BREAI<UP
• MAXIMUM
MEAN
• MINIMUM
:fl=OBSERVATION
u-DEriALI V-VEE CANYON a~ aOLD CREEK C-CHUllTUA T-TALKEETNA S. -SUNStliNc SS-SUSITNA STATION
rid cdL:c::rion established
OAT A SUMMARY -ORTHO PHOSPHATE FIGURE E.2.72
r~
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r'l
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f1
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fl
._ .... _._ ..• _-____ .. _. ___ ~. _. ____ .... _____ . ___ , _________ .... R.-.--.... ____ . _____ . _______ .. ___ . __ . __ ... -. ---i .. ----.----.---------.. ----,
i
SUSITNA RIVER DRAINAGE BASIN
\
COOK INLET ANCHORAGE
-_.-_ .. _---._---_.-._.-_ .... _---._--'-... _----
('> Cantwell
l.
,to
·l. I·
,4:
I, 5;
i
6 ,I 7:
Sj
9:
--... ~.--.---... -.. _.-._---_ .. ---_. -_ ... _.------.. --. ---... __ ... -
LOCATION OF TOWNSHIP GRIDS
IN THE SUSITNA RIVER BASIN
SUSlfno 10. Susitna Reservoir
r-i!; h .Cree k II. Chulitna
Willow Creek 12. Tokositno
Uttle Willow Creek 13. Kroto-Trapper Creek
Koshwitna 14. Kahiltna
Sheep Creek 15. Yentna .
Montano Creek 16. Skwentna
Talkeetna 17. Happy
Chulina 18. Alex.onder Creek
o 10 20 MILE
SCALE r.t$lr;;;;r~;;;J r _. wo:
FIGURE E. 2.73
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f1
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fl
._ .... _._ ..• _-____ .. _. ___ ~. _. ____ .... _____ . ___ , _________ .. R._.-..... ____ . _____ . _______ .. ___ . __ ._ .... -. ---i .. ----.----.---------.. ----,
i
SUSITNA RIVER DRAINAGE BASIN
\
COOK INLET ANCHORAGE
-_.-_ .. _---._---_.-._.-_ .... _---._--'-... _----
('> Cantwell
l.
,to
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,4:
I, 5;
i
6 ,I 7:
Sj
9:
--... ~.--.---... -.. _.-._---_ .. ---_. -_ ... _.------.. --. ---... __ ... -
LOCATION OF TOWNSHIP GRIDS
IN THE SUSITNA RIVER BASIN
SUSlfno 10. Susitna Reservoir
r-i!; h .Cree k II. Chulitna
Willow Creek 12. Tokositno
Uttle Willow Creek 13. Kroto-Trapper Creek
Koshwitna 14. Kahiltna
Sheep Creek 15. Yentna .
Montano Creek 16. Skwentna
Talkeetna 17. Happy
Chulina 18. Alex.onder Creek
o 10 20 MILE
SCALE r.t$lr;;;;r~;;;J r _. wo:
FIGURE E. 2.73
i r' v
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\\~ v' I )JBORROW i :'/ SITE f
\\~ L1
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WATANA
SqRROW SITE MAP
I ~, ,("'r-•.•. \
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SCALE t:. ====~=~1 .. ILES
.. LOCATION MAP
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LEGEND
C~~ =:J. BORROW I QUARRT LII"'~S
NOTE
• .... P INDEX SHOWN ON FIGURE 6 I
SCALE
·FIGURE E.2.74
~:'\' \\~ V' I )JBORROW i :'/ SITE f
\\~ L1
WATANA
SqRROW SITE MAP
r --'-
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o 4
SCALE /::. ====~=~1 .. ,LES
.--LOCATION MAP
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LEGEND
C~~ =:J -BORROW I QUARRT LlloIl~S
NOTE
j .... P INDEX SHOWN ON FIGURE 6.1
SCALE
,FIGURE E.2.74
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2000 ,~ ..
\
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C,W .'-l
W·
------/ ~-WATANAWATER L£VELS
1600
1400
1990
25
20
,..,
£> 15 ..
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w
CI
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ct 10 :r
0
If)
5
C\~$
1990
10 % EXCEEDENCE PROBABILITY
----50% EXCEEDENCE PROBABILITY
- ----90% EXCEEDENCE PROBABILITY
1991 1992
TIME (YR)
WATANA WATER LEVELS· AND
GOLD CREEK FLOWS DURING RESERVOIR FILLING
FIGURE E.2.76
; 1Il'f:
..• i l
J,!
I
f···
i I
! t
'i'l
2200 ! ! .
1
WATANA DAM CREST ELEVATION t
2000 .~ ..
\
,/"
.~
z g
.!;t
.>1800 c·w .. -l
W·
---.-;/ ~-WATANAWATER L£VELS
....
~ . ... .
1600
1400
1990
20
,..,
£> 15 ..
... -<.)
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0::
ct 10 :r
0
If)
5
C\~$
1990
10 % EXCEEDENCE PROBABILITY
----50% EXCEEDENCE PROBABILITY
- ----90% EXCEEDENCE PROBABILITY
1991 1992
TIME (YR)
WATANA WATER LEVELS· AND
GOLD CREEK FLOWS DURING RESERVOIR FILLING
FIGURE E.2.76
)
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50
40
..--"" If) y
u.. -CD (J
u.. '\
0 \ If) 30
0 z \ <t
If)
~
0
J:
f-
Z -20
w
(!)
II:
<t
J:
(J
If) ® 0
10
o
5 10
LEGEND:
AUGUST 1958 FLOWS :TIL. FILLING SEQUENCE I, AUGUST 1958
FLOWS -WATANA MINIMUM STORAGE
CRITERIA VIOLATED _Y2_ -FILLING SEQUENCE 2, AUGUST 1958
FLOWS -WATANA CAPABLE OF
ABSORBING HYDROGRAPH
15
AUGUST
20 25 30
NOTES:
I. WATANA FLOW 84 % OF GOLD CREEK
FLOW
2. RESERVOIR FILLING CRITERIA EXCEEDED
AUGUST WITH SEQUENCE ®
3. NEGLIGIBLE C'HANGE IN DAM HEIGHT
DURING FLOOD EVENT
4. MAXIMUM RELEASE AT WATANA 30,000 CFS
FLOW VARIABILITY
NATURAL AND FILLING CONDlTIONS
DISCHARGE AT GOLD CREEK
FIGURE E.2.78
)
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50
40
..--"" If) y
u.. -CD (J
u.. '\
0 \ If) 30
0 z \ <t
If)
~
0
J:
f-
Z -20
w
(!)
II:
<t
J:
(J
If) ® 0
10
o
5 10
LEGEND:
AUGUST 1958 FLOWS :TIL. FILLING SEQUENCE I, AUGUST 1958
FLOWS -WATANA MINIMUM STORAGE
CRITERIA VIOLATED _Y2_ -FILLING SEQUENCE 2, AUGUST 1958
FLOWS -WATANA CAPABLE OF
ABSORBING HYDROGRAPH
15
AUGUST
20 25 30
NOTES:
I. WATANA FLOW 84 % OF GOLD CREEK
FLOW
2. RESERVOIR FILLING CRITERIA EXCEEDED
AUGUST WITH SEQUENCE ®
3. NEGLIGIBLE C'HANGE IN DAM HEIGHT
DURING FLOOD EVENT
4. MAXIMUM RELEASE AT WATANA 30,000 CFS
FLOW VARIABILITY
NATURAL AND FILLING CONDlTIONS
DISCHARGE AT GOLD CREEK
FIGURE E.2.78
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o o
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o
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l
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·l-::l -NOI.L~/\3/-3
CT r
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MICRO EINSTEINS PER SQUARE CENTIMETER PER SECOND
~ f"
..... CllIoOO '" ..... CD~O .. ... • uo '" r , r , ,,0
I I ~ : I , I
LEGEND
DATA STATION
---0----STA.
-~---~-----STA.
···6············ STA.
----0----STA.
----0-STA.
EKLUTNA LAKE
LIGHT EXTINCTION
II
7
4
9
II
IN SITU MEASUREMENTS
.... .J'j"" ...... CD ... O
DATE
28 JULY 1982
27 JULY 1982
27 JULY 1982
I!) JULY 1982
15 JULY 1982
o o
FIGURE E.2.80
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II:
W
I-
W
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z
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MICRO EINSTEINS PER SQUARE CENTIMETER PER SECOND
..
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I
..... CllIoOO ,,0
. : I.
• , r
LEGEND
DATA STATION
---0----STA.
-~---~-----STA.
···6············ STA.
----0----STA.
----0-STA.
EKLUTNA LAKE
LIGHT EXTINCTION
II
7
4
9
II
IN SITU MEASUREMENTS
.. .J> "" ...... CD ... O
DATE
28 JULY 1982
27 JULY 1982
27 JULY 1982
I!) JULY 1982
15 JULY 1982
o o
FIGURE E.2.80
)
610
600
t-='
lJ..
r
z
0 590 f= :g
w
...J
) w
5BO
570
127
r
I
34500
23400
17000
13400
9700
WATER SURFACE PROFILES
AS DETERMINED BY
HEC l!
UPSTREAM LOCATION
OF SLOUGH FLOW
Ii ®
/
l ;-1·
MAINSTEM ---~'\ .
I ~) SUSITNA RIVER
Ir-;LOUGH THALWEG _J/ THALWEG f \. PROALE (II
·...k-MOUTH
SLOUGH
WATER SURFACE
PROFILE (2)
@ CROSS SECTION
128
NOTE
(I) TAKEN PERPENDICULAR FROM
MAINSTEM FLOW
(2) ESTIMATED MAINSTEM DISCHARGE
1200 CFS
129
RIVER MILE
SLOUGH 9 THALWEG PROFILE AND SUSITNA RIVER
MAl N STEM WATER SURFACE PROFI LES
130
FIGURE E.2.81
)
610
600
t-='
lJ..
r
z
0 590 f= :g
w
...J
) w
5BO
570
127
r
I
34500
23400
17000
13400
9700
WATER SURFACE PROFILES
AS DETERMINED BY
HEC l!
UPSTREAM LOCATION
OF SLOUGH FLOW
Ii ®
/
l ;-1·
MAINSTEM ---~'\ .
I ~) SUSITNA RIVER
Ir-;LOUGH THALWEG _J/ THALWEG
(\. PROALE (II
·...k-MOUTH
SLOUGH
WATER SURFACE
PROFILE (2)
@ CROSS SECTION
128
NOTE
(I) TAKEN PERPENDICULAR FROM
MAINSTEM FLOW
(2) ESTIMATED MAINSTEM DISCHARGE
1200 CFS
129
RIVER MILE
SLOUGH 9 THALWEG PROFILE AND SUSITNA RIVER
MAl N STEM WATER SURFACE PROFI LES
130
FIGURE E.2.81
l
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I
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...J
a:
(5
> a: w en w a:
e:( z
e:(
l-
e:(
~
2190
2180
2170
2160
2150
2140
2130
2120
2110
2100
2090
2080
2070
" "
I
/
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, 'I / " / \ I
\ I , I
\
\ I , /
'\ /
\', f /
, I
'\\ .::J I/"'f--MIN. YEAR
\ I
\ /
\ / " / , /
'.//
OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
WATANA RESERVOIR WATER LEVELS
(WATANA ALONE)
FIGURE E.2.82
l
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l
I
...J w > W
...J
a:
(5
> a: w en w a:
e:( z
e:(
l-
e:(
~
2190
2180
2170
2160
2150
2140
2130
2120
2110
2100
2090
2080
" " , U /---
, 'I / " / \ I
\ I , I
\
\ I , /
'\ /
\', f /
, I
'\\ .::J I/"'f--MIN. YEAR
\ I
\ /
\ / " / , /
'.//
2070 ~--~--~ ____ ~ __ ~ ____ ~ __ ~ ____ ~ __ ~ ____ ~ __ ~ __ ~ __ ~
OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
WATANA RESERVOIR WATER LEVELS
(WATANA ALONE)
FIGURE E.2.82
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to . . --,
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~_1KlUSE IJ(l) I
OUTL.£T r;t.CILlTlES OPfJIAT.;
("4T~~)
-,.~ YEAR FLOOD
(IUOA'ER)
l-
-
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UOD ~-~~-_4---_f---_+--1_--+_-~ .
21118 1---I-----l-----4---+--+--+---
tl"
1104 1 /
o 5 -10 e to
TIW[ ,o.crS)
l'~ YEAR FLOOD
(lU .... (R)
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to
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V-0UT~LCr« W.T~ WLCr« I'--f-
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_ _____ OPERATIN;
_ POwo'ERH USE· AHO
-OUTLEt~fACILmES AT
-A ~1t/""lLW4Y
--I \., fULL r~m 1
' ~ERHOUS.uco
/ OUTLET ~llLmEs <jERATIttG
0
( ..... TCHIHG FLDIIi) -I
• e to ~ fa I TIW£ (OAn)
~'IO,OOO YEAR FLOOO T'
!
1
f
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/ \".lIH sPlLLWL Of'tRJ INC
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/
V
Kt-OUTLEl r,.cIUTlES AT
FUU. C~TY
~£"HOUS£ '~ OUTLET f'IItILlnES ~[1IAT";
(t .... TCHIHC 1HF"!.Dw)
o
1,'10,000 YEAR FLOOD
WATANA
HYDROl,..OGICAL DATA
SHEET 2
JO
140
40
-.., o
no 2
220D
;::: ...
z
0 1194
j:
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«
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III 11.0 '" II:
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II ..
1184
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p-,
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I :. \. ,
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1.1
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1/ ~&IP(~ G;t .... y
OPERAT
1I--·L POWE .... bUg AND ovn.n
..L fACILITlES.lAT f\lLL CAPfoCITY
TL£T FJ(PUTIES \H'E"ATlHf
o I
FLOOD
-'
1r-----1 '" i
11 ~ 'f---,£"E~&£HCY -.LWoIi
Of'tj\~Tw1G f\ -I
\
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,,~~ sPILlw",.()JTL£T rACILITIES
.a .~ Of't,,&TlNG
~ 1/ ."1'
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o •
-AT fVLl C.&~m
10 e -10 U
",([).II'(S)
" PROBABLE1WAXIWUW FLOOD
I
I
FIGURE E.2.83
r
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~ : fr
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II
l?:t' ~ rt ·· ','.' I
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o o
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j
V
-----
:,--u.-
1\
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........ til ~T...c:,UT,k
ATf'ULL~
l-?f-
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----.-~ ---
to . . --,
o o •
~_1KlUSE IJ(l) I
OUTL.£T r;t.CILlTlES OPfJIAT.;
("4T~~)
-,.~ YEAR FLOOD
(IUOA'ER)
l-
-
-n02 r-"-~r--__;--__,_--:....,..--_r_--..._--
UOD ~-~~-_4---_f---_+--1_--+_-~ .
21118 1---I-----l-----4---+--+--+---
tl"
1104 1 /
o 5 -10 e to
TIW[ ,o.crS)
l'~ YEAR FLOOD
(lU .... (R)
'0 '5
ItO
40
to
o
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UOD
Zl~
fl1l6
~
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j: 2194
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II: 21l1Z
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2114
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1
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V-0UT~LCr« W.T~ WLCr« I'--f-
WtDWyv'.
_ _____ OPERATIN;
_ POwo'ERH USE· AHO
-OUTLEt~fACILmES AT
-A ~1t/""lLW4Y
--I \., fULL r~m 1
' ~ERHOUS.uco
/ OUTLET ~llLmEs <jERATIttG
0
( ..... TCHIHG FLDIIi) -I
• e to ~ fa I TIW£ (OAn)
~'IO,OOO YEAR FLOOO T'
!
1
f
-E •• u w, L 21113
'\ I~IH]LOW Uc!:WINC oum.ow C,",,",CITY
/ \".lIH sPlLLWL Of'tRJ INC
,"ATCH''''' I"FLOW)
/
V
Kt-OUTLEl r,.cIUTlES AT
FUU. C~TY
~£"HOUS£ '~ OUTLET f'IItILlnES ~[1IAT";
(t .... TCHIHC 1HF"!.Dw)
o
1,'10,000 YEAR FLOOD
WATANA
HYDROl,..OGICAL DATA
SHEET 2
JO
140
40
-.., o
no 2
220D
;::: ...
z
0 1194
j:
~
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«
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III 11.0 '" II:
1118
II ..
1184
f,-J I\'. /" OUT f1.DIIt
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p-,
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I jt\..EWE_~~ -.uoIY\ I oPERATlIH; \
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1/ ~&IP(~ G;t .... y
OPERAT
1I--·L POWE .... bUg AND ovn.n
..L fACILITlES.lAT f\lLL CAPfoCITY
TL£T FJ(PUTIES \H'E"ATlHf
o I
FLOOD
-'
1r-----1 '" i
11 ~ 'f---,£"E~&£HCY -.LWoIi
Of'tj\~Tw1G f\ -I
\
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\
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.a .~ Of't,,&TlNG
~ 1/ ."1'
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o •
-AT fVLl C.&~m
10 e -10 U
",([).II'(S)
" PROBABLE1WAXIWUW FLOOD
I
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FIGURE E.2.83
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1
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1
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1
1
1
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INFLOW FLOOD FREOUENCY
. WATANA
INFLOW FLOOD FREQUENCY
FIGURE E. 2.84
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INFLOW FLOOD FREOUENCY
. WATANA
INFLOW FLOOD FREQUENCY
FIGURE E. 2.84
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MONTHLY AND
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CURVES
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FIGURE E.2.85
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MONTHLY AND
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FIGURE E.2.85
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FIGURE E.2.86
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MONTHLY AND ANNUAL
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FIGURE E.2.86
.
'-JANUA"Y
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FLOW DURATION CURVES
SUSITNA RIVER AT SUNSHINE
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FIGURE E.2.87
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MONTHLY AND ANNUAL
FLOW DURATION CURVES
SUSITNA RIVER AT SUNSHINE
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FIGURE E.2.87
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FIGURE E.2.88
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SUSITNA STATION
FIGURE E.2.88
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FIGURE E.2.89
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EL2077 20' (TYPICAL)
MINIMUM LEVEL EL. _;..::.:=----I:q:""7777'8J7:'72rr:7777737
MULTIPORT INTAKE LEVELS
FIGURE E.2.90
( I
f·' I
\~\ I
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c ,
i·-
I f t. '
r-
I
I
L
r-
,
i I
(
l ;';
I
!
I . I' I
:. L I
WATER TEMPERATURE °C
3 4 5 6 7 a 9 10 II 12
2200
81273
2185
MAX. RESERVOIR LEVEL I
2150
2100 81152
2050
t-=
Ii..
z
0 2000
~ :::> w
..J w
1950
1900
IB50
IBOO
12 1750 ~--~----~--~--~~--~----~--~----~--~----~--~--~
8 9 10 II
YR n
81243
L,J
JULIAN
DATE
B~SED ON 19BI DATA
2 3 4 5 6 7
WATANA
RESERVOIR TEMPERATURE PROFILES
FIGURE E.2.91
( I
f·· I
f~\ I
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c ,
i·-
I
f t. '
r-
I
I
L
r-
,
i I
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l ;';
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:. L I
WATER TEMPERATURE °C
4 5 6 7 a 9 10 II 12
2200
81273
~--2185
MAX. RESERVOIR LEVEL I
2150
2100
2050
t-=
Ii..
z
0 2000
~ :::> w
..J w
1950
1900
IB50
IBOO
1750 ~--~----~--~--~~--~----~--~----~--~----~--~--~
8 9 10 II 12
YR n
81243
L,J
JULIAN
DATE
B~SED ON 19BI DATA
2 3 4 5 6 7
WATANA
RESERVOIR TEMPERATURE PROFILES
FIGURE E.2.91
FI
I
I : r(
. ,
f1
I'
r!
!
l\
f(
f[
i
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/
-1!
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o o
14
12
10
..
2
o
152 162 172
I JUNE
BASED ON 1981 DATA
".,
, .,.. --..... _/ , -.,... '"
"..-' ------......... ..,.,/
IB2 192
I JULY
202 222 232
AUGUST
'JULIAN DATE
2421
RESERVOIR TEMPERATURE MODELING
OUTFLOW TEMPERATURE
252 262
SEPTEMBER
282
--
292
OCTOBER
302
FIGURE E.2.92
FI
I
I : r(
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f1
I'
r!
!
l\
f[
i
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[ I
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12
10
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2
o
152 162 172
I JUNE
BASED ON 1981 DATA
".,
, .,.. --..... _/ , -.,... '"
"..-' ------......... ..,.,/
IB2 192 202
I JULY
212\ 222 232
AUGUST
'JULIAN DATE
2421
RESERVOIR TEMPERATURE MODELING
OUTFLOW TEMPERATURE
252 262
SEPTEMBER
282
--
292
OCTOBER
302
FIGURE E.2.92
I
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: ; I
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f" I
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I , i , V , I
i I I
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:
--~ ri-1 I I I: , I
.2 ~ 10 20 50 100 1000 10.000
RETURN PERIOD (YEARS)
FLOOD FREOUENCY CURVE
(I~FLOW AF'Tt:~ ROUTl~G THI'O'.JG'< WA"~'U.1
DEVIL CANYON
FLOOD FREQUENCY CURVE
\
FIGURE E.2.93
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I I
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i I I i
I , i , 17 , I
i I I
! :/
:
--+--ri-1 I I I: , I
.2 ~ 10 20 50 100 1000 10.000
RETURN PERIOD (YEARS)
FLOOD FREOUENCY CURVE
(I~FLOW &FTt:~ ROUTl~G THI'O'.JG'< WA"~'U.1
DEVIL CANYON
FLOOD FREQUENCY CURVE
\
FIGURE E.2.93
l
(
.. I , \
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I., (
'1';' \
E:\
[(
hi I
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l \
(d
t (
l ! (
L
2190
2180
2170
.2160
2150
2140
I-
~ 2130
z o
~ ~ 2120
.J w
2110
2100
2090
2080
2070
OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
WATANA RESERVOIR WATER LEVELS
(WATANA AND DEVIL CANYON IN OPERATION)
FIGURE E.2.94
l
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I
E:\
[(
hi
I
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l \
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t (
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L
2190
2180
2170
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2150
2140
I-
~ 2130
z o
~ ~ 2120
.J w
2110
2100
2090
2080
2070
OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP
WATANA RESERVOIR WATER LEVELS
(WATANA AND DEVIL CANYON IN OPERATION)
FIGURE E.2.94
f
l ;
L,r
i
, (
I
(
I
F (
r~ (
r:'
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~
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w 1420
1410
1400
I
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OCT
" /
'V"'-MIN YEAR
. EDIAN
. YEAR \ ..
\
, \
\~
"
DEC JAN' FEB MAR APR MAY JUN J UL AUG SEP
.\.
DEVIL CANYON RESERVOIR WATER LEVELS
FIGURE E.2.95
f
l ;
L,r
i
, (
I
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r~ (
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w 1420
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/400
I
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" /
'V"'-MIN YEAR
. ED/AN
. YEAR \ ..
\
, \
\~
"
DEC JAN' FEB MAR APR MAY JUN J UL AUG SEP
.\.
DEVIL CANYON RESERVOIR WATER LEVELS
FIGURE E.2.95
r(
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fI
l
~ fl
I
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l i
l
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..... 0
0:-0 -.
:otO --
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o ..
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J ...
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IZO
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o
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PROBABLE MAXIMUM FLOOD
0
M:5£lOOfl
£Lrv",Tl()Ij
147 0
146
. IUJl wsa /EWEI'tCIE~CY ·~·!l7 SPILLWAY
OI"'f:/lATlIK
0 } / r\ \ PO"'ERHOJSE
~E~IHG I~ .\
.. 144 0 ~
\
~o
1410
10400
o I
\
10 III 10
Tloo( ID-Ot"Sl
PROBABLE I.IAXIUUI.I FLOOD
• -·0.-__ .. ______________ .. ___ ._ o· -.------.-••• -.---. .--_.
... ... u
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... &0
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. bESERVOIR ROUTING i "10.000 YR. FLOOO
t
f t.
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W.lJW 5P1LLW"Y Of't:R"T"","
1
f\-..... X . ..!sEL.1-05
I
10 10
n .. c l()I.nl
RESERVOIR ROUTING
I' 10.000 HI. f LOCO
DEVIL CANYON
HYDROLOGICA L DATA
.. -------------'-.... ,
r
!.o ---~--I -------I r---r--j r,,,,'l :-" -('J, , l hI'
'-C ---------------r
..
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f"OoI' (R>-'OJ!':E A.,.,
OUTLET r~aLmu
Cf>£lUn~
III
TIWE «()I.YI'
RESERVOIR ROUTING
lr f'O"'ERHOUSE .... ND
I ~~:':taLlT;n
(
--
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10 ro 30 .
RESERVOIR ROUTING
FIGURE E.2.96
r(
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o
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Ttu€ IDU'S)
PROBABLE MAXIMUM FLOOD
0
M:5£lOOfl
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147 0
146
. IUJl wsa /EWEI'tCIE~CY ·~·!l7 SPILLWAY
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.. 144 0 ~
\
~o
1410
10400
o I
\
10 III 10
Tloo( ID-Ot"Sl
PROBABLE I.IAXIUUI.I FLOOD
• -·0.-__ .. ______________ .. ___ ._ o· -.------.-••• -.---. .--_.
... ... u
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d
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'00
00 I----I----IH'---/----+-
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... &0
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t
f t.
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W.lJW 5P1LLW"Y Of't:R"T"","
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I
10 10
n .. c l()I.nl
RESERVOIR ROUTING
I' 10.000 HI. f LOCO
DEVIL CANYON
HYDROLOGICA L DATA
.. -------------'-.... ,
r
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'-C --- ------------r
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OUTLET r~aLmu
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TIWE «()I.YI'
RESERVOIR ROUTING
lr f'O"'ERHOUSE .... ND
I ~~:':taLlT;n
(
--
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10 ro 30 .
RESERVOIR ROUTING
FIGURE E.2.96
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~---------------------------------------
tfQ.I.U:
• ---_(·~(O P\..CM'
-·--CASE C (WATANA/OEVIL CANYON)
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•• ~T.M •• "
~---------------------------------------
tfQ.I.U:
• ---__ (·~(O P\..CM'
-·--CASE C (WATANA/OEVIL CANYON)
... a.-..-t:1 ~.-c: &,_c_ ... ,co "'-0-.............
W(.~D VI .. ,., .. o-.c. ... \. ••• a •• "L"'U
.... ( ...... (. M(:W'1-...'I' 'L.~
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r
.~~~~~.~.~.--~"~.~.-~
• qc-.~
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MONTHLYi AND ANNUAL
... "y
FLOW DU/RATION CURVES
TALKEETNA RIVf:R NEAR TALKEETNA
CHULITNA RIVBR NEAR TALKEETNA
.t=
.... '--,., ,_ ... _ ... ___ lit. _ ._cr.__ ..... --.... --,,"",-... 4 -. IL' .: . -::----. ~~ , ."~--~-----'--'-->-.1 +-r--.~-.~'-"
\ L,i ___________________________ H __ O_V_._~_--_-_;_~_-_·_~_U_-. ____________________________ O __ ._C_._M_. __ ._~ __________________________________ ~ __ N_N_U~A-L_I ________________________________________________________ . ____________________________________ ~F_I~G~U~FUE~~E~.~2~.~9~7~
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FLOWiDURATION CURVES
SWSITNA RIVER AT
SLJSITNA STATION
'FIGURE E.2.100
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I'
j
OCTO_ .. "
MONTHLY AND ANNUAL
FLOWiDURATION CURVES
SWSITNA RIVER AT
SLJSITNA STATION
'FIGURE E.2.100
w
§
1'1.)
§
1'1.) o
-; '§
o
(J') -1JI
~ §
.........
I o
§
§
NODE .. NO. 27 CASE 1 . .; 0
CASE 2 .. +
PRE -PROJECT
POST -PROJECT
O-+,-rT"rr.,-''''-rT.-rr''rr~-r .. -r .. -rrT'-rT''rrTl-r~-rrT''rr''rrTl-rTl-rTl'-rT'-rr''rrTl-r1
270 300
NOTE:
I ppl = 1000 mg/I
330 360 390 420 450 490 510 540
JULIRN DATE
TEMPORAL VARIATION IN SALINITY WITHIN COOK INLET NEAR
THE SUSITNA RI~ER UNDER PRE AND POST
SUSITNA HYDROELECTRIC PROJECT CONDITIONS
570 600 630
FIGURE E.2.101
w
§
1'1.) o
-; '§
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.........
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§
NOTE:
270
I ppl = 1000 mg/I
300
NODE .. NO. 27
330 360 390 450 510 540
JULIRN DATE
TEMPORAL VARIATION IN SALINITY WITHIN COOK INLET NEAR
THE SUSITNA RI~ER UNDER PRE AND POST
SUSITNA HYDROELECTRIC PROJECT CONDITIONS
CASE 1 . .; 0
CASE 2 .. +
570 600
PRE -PROJECT
POST -PROJECT
FIGURE E.2.101