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ISATKOAK DAM
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PERIODIC SAFETY INSPECTION REPORT
Number 1
Alaska Dam Safety Program
Department of Natural Resources
Division of Land and Water Management
December 12, 1984
Dames&Moore
RECEIVED
JAN 1 5 1985
AJJ$KA POWER AUTHORITY.
PR07ERTY OF:
Anchorctge, Alaska 99501
ISATKOAK DAM
PERIODIC SAFETY INSPECTION REPORT
Number 1
Alaska Dam Safety Program
Department of Natural Resources
Division of Land and Water Management
December 12, 1984
Dames&Moore
BOO Cordova Street, Suite 101, Anchorage, AK 99501
8514-092-20
Title Sheet
REPORT
ISATKOAK DAM
AK00051
Alaska, Longitude 156°45' and Latitude 71°16', Isatkoak Creek
Owned by the City of Barrow
Size Classification: Intermediate
Hazard Potential Classification: Significant
Inspectors:
Review team:
Thomas G. Krzewinski, P.E.
Geotechnical Engineer
William D. Webb, P.E.
Dam Design Engineer
Anand Prakash
Hydrologist/Hydraulics Engineer
Approved by: .:;:;r-~ ~ ~ '
Dames &: Moore
Kyle Cherry, P.E.
Dam Safety Engineer
Ken Hunt
Dam Safety Engineer
Carol Larson
Hydrologist
Approved by:
'A~l~a~s~ka~D~e-p_a_r~t-m--e-n~t-o-f~N~a~t-u_r_a~l~Re_s_o_u_r--ces
General Assessment
The Isatkoak Dam was inspected on September 12, 1984 by an interdis-
ciplinary team of engineers from Dames & Moore. The purpose of the in-
spection was to assess the general condition of the dam with respect to
safety in order to determine if, in the opinion of the inspection team, the
dam poses recognizable hazards to human life or property.
Based on the Corps of Engineers guidelines, the dam is in the signifi-
cant hazard potential classification, which means that some loss of life and
appreciable property loss could occur in the event of failure of the dam.
The Isatkoak Dam is in the intermediate size classification since it has a
storage impoundment of less than 50,000 acre-feet and greater than 1,000
acre-feet.
The inspection and evaluation indicate that, due to uncontrolled flow of
water from the reservoir to Isatkoak Lagoon and from Isatkoak Lagoon to
Tasigarook Lagoon, the Stevenson Street Embankment could be overtopped and
breached during a high flow event. Erosion of the embankment slopes has also
taken place on the Isatkoak Dam, the Lower Dam and the Stevenson Street
embankment. A substantial seepage area was observed on the downstream slope
of the Isatkoak Dam and continued seepage could cause differential settlement
due to thawing of permafrost soils. Remedial work is recommended to correct
these deficiencies.
Other deficiencies noted during the inspection included a lack of
operational and design records, a lack of thermal records for the Istakoak
Dam section, a lack of topographic information, a lack of detailed flood
routing analysis, and minor erosion of concrete appurtenances. It is recom-
mended that action be taken in the near future to correct or control the
deficiencies described.
i
TABLE OF CONTENTS
GENERAL ASSESSMENT •
TABLE OF CONTENTS.
LOCATION MAP •
PROJECT DATA .
1.0 INTRODUCTION ••
2.0
3.0
4.0
PROJECT INFORMATION •
2.1 Site Information •
2. 1 • 1
2. 1 • 2
2. 1. 3
2. 1 • 4
2. 1 • 5
Geologic Condit ions • • • • .
Seismicity .•••••••••
Surface Conditions. . •••
Subsurface Conditions .
Climate .••••....•.
2.2 Description of Structures •••.
2.3 Design, Construction and Operating History •
2.3.1
2.3.2
2.3.3
Design. • • •
Construction.
Operating History •
FIELD INSPECTION.
EVALUATION ..••••.•.•••.
4.1 Structural and Geotechnical.
4. 1 • 1
4. 1 • 2
4. 1 • 3
General . . . . . . . . . . . . . .
Embankment/Foundation Condition .•••
Stability.... • ••.••••••
4.2 Hydrologic and Hydraulic Evaluation.
4.2.1 Spillway Adequacy ••••
4.2.2 Effects of Overtopping ••
4.3 Operation and Maintenance ••
5.0 CONCLUSIONS •.
6.0 RECOMMENDATIONS .
7.0 REFERENCES .••
APPENDIX A -Visual Inspection Checklists
APPENDIX B -Photos
APPENDIX C -Hydrologic Calculations
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iii
iv
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1
1
3
3
4
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5
5
7
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10
11
11
14
14
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14
15
15
15
25
25
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26
27
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• BARROW
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SCAL E
5 10
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FEET
LOCATION MAP
ADAPTED FROM
USGS BARROW, ALASKA, 1959,
MINOR REVISIONS 1968 •
General
Name
Location
Year Built
Purpose
Inventory of Dam I.D. Number
Hazard Potential Classification
Size Classification
Owner
Dam
Type
Crest Length
Crest Width
Crest Elevation
Height
Spillway
Type
Location
Size
Number
Length
Upstream Invert Elevation
Downstream Invert Elevation
Discharge Capacity at 1.5 feet
Below Dam Crest
PROJECT DATA
Isatkoak Dam
Barrow, Alaska
1976-1978
Water Supply
AK00051
Significant
Intermediate
City of Barrow
P. 0. Box 69
Barrow, AK 99723
Mr. Roy Nageak
(907)852-2611
Earth fill
2000 feet
30 feet
14 feet
16 feet
Corrugated metal pipe-arch culverts
South abutment
27 inch by 43 inch
11
77.5 feet
9.5 to 10 feet
4.1 to 5 feet
374 cfs
iv
Intake Structure
Type
Location
Pumps
Inlet Pipe
Outlet Pipe
Reservoir
Normal Maximum Water
Surface Elevation
Water Surface Elevation
at Dam Crest
Storage Volume at Spill Crest
Surface Area at Spillway Crest
Hydrologic Data
Drainage Area
Average Annual Precipitation
Average Annual Discharge
Flood of Record
Project Design Flood
Probable Maximum Flood
PROJECT DATA
(continued)
Pump house on a fill berm
250 feet south of north abutment
110 feet upstream from dam
3 submersible pumps
6 inch diameter
4 inch diameter
10 feet
14 feet
1,140 acre-feet
128 acres
2.5 square-miles
4.25 inches
Unknown
Unknown
583 cfs
1166 cfs
v
1.0 INTRODUCTION
The inspection of the Isatkoak Darn in Barrow, Alaska was performed in
accordance with State of Alaska Professional Services Contract 83-03-003,
Contract Type 6201, Encumbance Reference No. CC10-0026, and Contract
Authority No. 84-0485. The guidlines recommended for the investigation were
the "Recommended Guidelines for Safety Inspection of Dams" established by the
Office of the Chief of Engineers, U.S. Army Corps of Enqineers.
The purpose of the Isatkoak inspection was to evaluate the risk of
failure. Specifically, our scope of work included developing a report which:
o describes the assessed condition of the dam and recommends a hazard
classification
o provides conclusions as to which particular condition could cause
failure
o makes recommendations on remedial measures believed necessary
o makes recommendations on whether and what type of future investi-
gation should be conducted
2.0 PROJECT INFORMATION
2.1 Site Information
The Isatkoak Dam is located at longitude 156°45' and Latitude 71°16' on
Isatkoak Creek approximately one-half mile east of Barrow, Alaska (See
Location Map). Two lagoons are present downstream of the dam as shown on
Figure 1. The Tasigarook Lagoon is separated from the Chukchi Sea by the
Stevenson Street berm. The Isatkoak Lagoon is contained by an old dam
labeled "lower dam" on Figure 1. The Isatkoak Dam creates the resevoir for
the City of Barrow's water supply.
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2.1.1 Geologic Conditions
Barrow is located on the Arctic Coastal Plain, a geologic province
bounded on the north by the Beaufort Sea, on the south by the foothills of
the Brooks Range, and on the west by the Chukchi Sea (see Figure 1).
Several sea-level fluctuations have occurred along the Arctic Coastal
Plain over its geologic history. These advances and retreats of the shore-
line have alternately flooded and exposed significant portions of the North
Slope. The Arctic Coastal Plain is mantled by unconsolidated deposits of the
Gubik Formation consisting of lenses and mixtures of sand, gravel, silt, and
clay. Though mainly of marine origin, the formation has also been modified
by alluvial, lacustrine, eolian, and frost processes.
A thin layer of surface peat mantles most of the area and supports a
wide variety of tundra vegetation. Wind-blown silts often form a thin
mantle mixed with or underlying the peat layers. Beneath the tundra vege-
tation, soils in the Barrow area consist of fine sandy silts, silty clays,
silts, and coarse to medium silty sands.
Permafrost underlies the entire Arctic Coastal Plain. The bottom of the
permafrost zone in the Barrow area lies 1,000 to 1,300 feet below the sur-
face. The active layer is typically 1.5 to 2 feet in the undisturbed tundra.
Seasonal variations in air temperature affect permafrost temperatures
to a depth of approximately 100 feet. However, variations significant to
development occur in only about the upper 40 feet.
2.1.2 Seismicity
The Isatkoak Dam is in seismic zone 1 (TM 5-809-10/NAVFAC P-355/AFM
88-3, Chapter13; April 1973) with only minor damage potential and an analysis
coefficient of .025 (horizontal acceleration for pseudo-static analysis).
Seismic events are small and infrequent in the Barrow area. The Brooks Range
is the source for those events recorded in the area and Barrow is approxi-
mately 180 miles north of the Brooks range.
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2.1.3 Surface Conditions
The Barrow-Browerville area is gently undulating tundra with elevations
less than about 25 feet mean sea level (MSL) and abundant shallow lakes and
lagoons. The natural topography has been modified by manmade improvements
such as roads, borrow pits, and building pads and by erosion.
Surface drainage is relatively poor, percolation into the soil is nil,
and water forms ponds in ditches and depressions during the brief summer
season.
The dam site itself was a narrow portion of the lagoon formed originally
by natural damming of the outlet of Isatkoak Creek. The damming was caused
by gravel/sand build ups from wave action and shore migration. The lagoon
basin has grown through the years by natural bank erosion and subsidence
caused thawing ice rich permafrost soil. The water depths along the dam axis
prior to construction were 5 to 8 feet with the maximum depth near the
present location of the water intake structure. The dam raised water ele-
vations on the resevoir side by approximately 5 feet.
2.1.4 Subsurface Conditions
The original foundation work carried out by Shannon & Wilson (1974) for
dam design was ·found during data research for this inspection. Also, a
report ( CH2M Hill/ Harding-Lawson Associates, February 1979) for the Barrow
utilities plan contains borings from near the north and south abutments of
the Isatkoak Dam and several boring on the lower dam alignment. The borings
indicate that sandy silt is the predominant foundation material for both the
Isatkoak Dam and the lower dam. With depth, the material generally grades to
a silty sand. Dredging operations confirm this is the surficial soil
throughout the lagoon areas. The borings in the lower dam indicate that
permafrost has aggraded into the dam embankment. This is likely to be true
in the Isatkoak Dam as well. The ground temperatures in the Barrow area are
approximately 15 °F with seasonal fluctuations in the upper 40 feet. Excess
ice was noted in the upper 15 feet of natural gr.ound in many of the nearby
borings.
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2.1.5 Climate
Barrow has long, cold winters; short, cool summers; and very little
annual precipitation. The mean annual temperature of Barrow is approximately
10°F. The normal annual precipitation is 4.25 inches with the maximum
monthly accumulation of .09 inches in August. The average annual snow
accumulation is 28 inches.
2.2 Description of Structures (See Project Data sheet)
Isatkoak Dam is located on Isatkoak Creek near the City of Barrow in
northern Alaska (See Figure 1) and has a storage capacity of approximately
1,140 acre-feet at the normal pool elevation of 10 feet. It is a 2,000-foot
long earth embankment with a maximum structural height of about 16 feet. the
crest of the dam is at Elevation 14.0 feet. The dam stores runoff from a
drainage area of approximate! y 2.5 square miles to provide water supply for
the City of Barrow. Excess water from this impoundment is released to a
lagoon immediately doltKlstream of the main dam through eleven ungated, cor-
rugated metal pipe-arch culverts. The sizes and invert elevations of these
culverts are sholtKl in Table 2.1. The Isatkoak Lagoon on the doltKlstream side
is formed by another earthen embankment made up of dredged material laid on a
series of oil drums filled with pea gravel. No design or construction
drawings and hydrologic or hydraulic information are available for this
lagoon. It has a concrete overchute spillway with a broad crest and a
walkway bridge above it. The width of this spillway is about 80 feet and the
crest is about 2 feet below the top of the dam. The water stored in the
Isatkoak lagoon is of poor quality with fairly high salinity. Excess water
released from this lagoon enters a wastewater impoundment (Tasigarook Lagoon)
formed by the Stevenson Street berm separating it from the Arctic Ocean.
This impoundment stores storm runoff from the communities on the south (left)
and north (right) and wastewater released from a hospital located on the left
side (looking downstream) through a number of inlet pipes. Stevenson Street
which forms this impoundment provides access between the two communities of
the City of Barrow located on the left and right sides of the three bodies,
viz. water reservoir, the Isatkoak lagoon, the wastewater impoundment
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( Tasigarook Lagoon). Excess water from the wastewater impoundment is re-
leased into the Arctic Ocean through two steel pipe culverts provided through
the road. No information is available on the design of the road embankment.
Approximate diameters at the inlet and exit ends of the two pipe culverts are
5' 4" and 4' 9" for the culvert on the right (north), and 6' 2" and 5' 4" for
the culvert on the left (south).
In the absence of adequate topographic information, the drainage areas
and storage capacities of the lagoon and wastewater impoundment dowstream of
the Isatkoak Dam cannot be accurately determined.
The pumping plant is located on a fill section, extending approximately
110 feet upstream into the reservoir from the main embankment at Station
15+70, about 250 feet from the north (right) abutment. Three submersible
pumps draw water from the reservoir and, after being heated by gas-fired
boilers in the pump house, this water is transported to the treatment plant
through a 4-inch diameter transmission line. From the reservoir, water is
withdrawn through a 6-inch-diameter cast iron pipe extending about 80 feet
into the reservoir at Elevation 3.0+ feet.
The spillway pipe-arches are located between 22+50 and 23+90 approxi-
mately 100 feet from the south (left) abutment. There are eleven 27" X 43"
galvanized and bitumen-coated, pipe-arch culverts. At the downstream end,
these culverts discharge on eleven individual, precast, reinforced concrete
slabs placed on natural ground. The upstream and downstream invert eleva-
tions, sizes, and lengths of these pipe-arch culverts are shown in Table 2.1.
The culvert inverts are shaped to conform to the upstream slope of the dam
and are set in concrete with rounded entrances.
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TABLE 2.1 -DETAILS OF PIPE-ARCH CULVERTS ON ISATKOAK DAM
Culvert No. Upstream Invert Downstream Invert
(from left to right Elevation Elevation Size* Length
looking downstream) ( ft) ( ft) (in) (Ft)
1 9.86 4.33 43 X 27 77.5
2 9.75 4.28 43 X 27 77.5
3 9.52 4.13 43 X 27 77.5
4 9.44 4.30 43 X 27 77.5
5 9.65 4.26 43 X 27 77.5
6 9.96 4.36 43 X 27 77.5
7 9.69 4.33 43 X 27 77.5
8 9.64 4.40 43 X 27 77.5
9 9.65 4.38 43 X 27 77.5
10 9.98 4.61 43 X 27 77.5
11 10.01 4.97 43 X 27 77.5
*Corrugated metal pipe-arch culverts.
Source: U.S. Department of Health, Education & Welfare, Public Health
Service, Sheet 4 of 30, Barrow Dam Plan View, Project No. AN74-624
dated 6/75 (Figure 2).
2.3 Design, Construction and Operating History
2.3.1 Design
The design information for the Isatkoak Dam has apparent! y been lost
during transfer from owner to owner (Indian Health Service to the City of
Barrow) and agency to agency (Corps of Engineers to the ADNR). The files
at the Indian Health Service contained a single dam Plan View (sheet 4 of 30)
which is reproduced as Figure 2 and a series of hand calculations and
sketches. A previous dam inspection report (U.S. COE, 1978) presented a plan
and profile (sheet 5 of 30) from the same map series. This is reproduced as
Figure 3.
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The dam was designed as a central core of sandy gravel to gravelly sand
with a 30 foot top width for a road, 2.5:1 to 3.0:1 side slopes, a length of
2000 feet and a maximum height of 16 feet. The design called for stabiliza-
tion of the upstream bank with interlocking bags of a sand/cement mix from
elevation 6.0 to 14.0 feet (reservoir full at a water level elevation of 10.0
feet).
The slope design and stabilization technique were the same for the
embankment extending west perpendicular from the dam for the water intake
structure. Although the design drawings do not indicate a bank flattening
and beach building with dredged material, the rough design notes indicate
that it was intended to apply dredged material to both the upstream and
downstream faces of the dam to achieve slopes of 7 to 10:1. No design
consider at ions or analyses were found for embankment stability, foundation
treatment, or settlement.
Design information for the lower dam and the Stevenson Street embankment
was not found.
2.3.2 Construction
No construction records were obtained for the Isatkoak Dam, the lower
dam or Stevenson Street. However, a composite conversation with several
Barrow residents and a consultant to the City of Barrow (Mr. Michael Westen),
indicates that the dam was constructed by dumping sandy gravel through the
ice to achieve a central core with a 30-foot top width and 3:1 side slopes.
The lagoon bottom was not excavated prior to filling. The sand bags were
placed as designed. To seal the dam, dredged material (fine sandy silt) was
placed on the upstream and then the downstream side to an ultimate slope
of 10 to 14:1 except at the intake structure where only 7:1 slopes were
achieved. The dredging operation took 3 years.
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2.3.3 Operating History
The Isatkoak Dam is a relatively new dam and, therefore, it's operating
history is brief. The dam was still under construction when inspected in
1978 by the Corps of Engineers (USCOE, 1978). They reported it as 75~~
complete. However, the dam was operational at the time of their inspection
(July, 1978). The only deficiency called out during the 1978 inspection was
an erosion problem on the downstream side of the dam due to wave action.
The dam has apparently been functional since 1978. Discussion with City
personnel indicated no definitive operations or maintenance plans exist.
Maintenance has chiefly involved regrading activities on the roadway and
minor repairs in the pump house. From an operational standpoint, plywood is
placed over the spillway intakes (See Photo f/4) to prevent snow and ice
buildup and also to slow flows during high runoff periods to prevent flooding
of Stevenson Street.
The lower dam and Stevenson Street were not researched from an opera-
tional standpoint. Obviously, the middle lagoon (Isatkoak) could be used as
a backup water supply if something happened to Isatkoak Dam. Maintenance for
these structures is limited to additional fill placement and regrading. The
lower dams upstream face was being flattened, stabilized and sealed with fine
grained dredge material at the time of our inspection (See Photo #7).
3.0 FIELD INSPECTION
The Isatkoak Dam was inspected on September 12, 1984. The "Visual
Inspection Checklist" is included as Appendix A to this report. The fol-
lowing is a brief summary of observed conditions.
Crest: The dam crest was recently regraded and it was reported
that 2 feet of fill was added. The road across the crest was level and
well maintained.
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Upstream Slope (Photos /11 and 112): The upstream slope has exper-
ienced some minor differential settlement (< 1 foot) and bulging. The
sand/ cement filled bags installed for bank protection have been slightly
damaged in some places by ice action. This is shown on Photo 116.
Downstream Slope (Photos //3 and /15): The downstream slope has
experienced some localized erosion and slope over steepening around the
pile supports for the utility pipes. Minor differential settlement (<
1 foot) and bulging were also evident on the downstream face. Two areas
of seepage were also noted. The first was minor and located at approx-
imately the dam middle. The seep in this area was about 14 inches above
the Isatkoak Lagoon elevation. The second seepage area was directly
downstream of the intake structure. Flows in this area were estimated
at 100 to 200 gallons per minute and the zone of saturated material is
approximate! y 200 feet long and 20 feet wide. This area is shown in
Photo 115. Boils were also noted in this area.
Intake Structure (Photo //1): The intake facility was in very good
shape. Everything looked new and well maintained. The slope around
the berm supporting the structure looked steeper than the upstream face
of the dam. The shore building dredge operations at this location were
obviously not as extensive. The water level around the intake was in
contact with sand/cement bags rather than a dredqe material beach.
Conduit (Photos /13 and //5): The pipe system looked like it was in
excellent shape. No horizontal or vertical distortion was obvious.
However, the City of Barrow was repairing a leak at the "T" junction of
the pipe from the intake and the supply pipe running across the dam.
This leak was contributing to the seep noted on the downstream slope,
but could not have been responsible for all the flow.
Spillway (Photos #3 and 114): The concrete surrounding the upstream
inlet to the spillway has been eroded by ice action at the southern end
(Photo 114). The concrete has also experienced minor spalling and
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cracking. The plywood shown in Photo 1/4 serves as relatively uncontrol-
led flow control and also prevents snow and ice buildup at the inlet.
The flow control is needed in the spring to prevent flooding of
Stevenson Street. On the downstream side the concrete slabs at the
spillway outlet have settled and cracked. The release of water has
caused a minor amount of eroding and backcut ting. The concrete sur-
rounding the outlets (See Photo 1/3) has spalled slightly exposing
reinforcement in some places.
Instrumentation: The only indication of possible instrumentation
was a vertically installed 3/4-inch PVC located on the downstream side
of the dam near the seepage area shown in Photo #5. The PVC appeared to
be empty.
Lower Dam (Photos 117, liB, and /19): The lower dam was also in-
spected. The darn was B to 10 feet high on the downstream side. The
upstream side was being flattened, stabilized and sealed with fine-
grained dredge material at the time of the inspection (See Photo /17).
The downstream side was badly eroded with gravel-filled barrels exposed
and rusting (See Photo fiB). No obvious seeps were observed. The
spillway (Photo #9) is in good shape with some minor cracking, spalling
and separation at the slab joints.
Stevenson Street (Photos /110, /111, and /112): Stevenson Street is
approximate! y 6 feet higher than the Tasigarook Lagoon water elevation
(at the time of inspection). Stevenson Street is apparently flooded
periodically by spring runoff and blockage of the two culverts draining
the lagoon. At the culvert locations, the upstream and downstream
embankments were badly eroded exposing gravel-filled barrels which were
deteriorating due to rust action (Photo /111). The surface of Stevenson
Street is well maintained with no obvious settlement or cracking.
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4.0 EVALUATION
4.1 Structural and Geotechnical
4.1.1 General
The Isatkoak Dam was constructed in accordance with the Public Health
Service's 1975 design. The records obtained were meager for design, con-
struction and operations. However, the dam represents a good application of
small dam design and a good utility for supplying water to Barrow. The dam
and appurtenances are relatively new and, as such, very little maintenance
has been required.
4.1.2 Embankment/Foundation Condition
The foundation soils beneath the Isatkoak dam are frozen sandy silts
with excess ice likely in the upper 10 to 15 feet. The potential exists for
significant settlement of the dam and abutment areas if these soils thaw.
There is no evidence that thaw is occurring and, with the climate of Barrow
and the size of the embankment in place, the trend should be towards aggrad-
ing permafrost into the embankment rather than thawing foundation soils. The
borings drilled in 1979 (CH2M Hill/Harding-Lawson & Associates, 1979) in the
lower dam verify the trend towards aggrading permafrost under similar cir-
cumstances. Instrumentation that verifies aggrading permafrost and/or alerts
the City of Barrow to a warming condition that could damage the dam should be
installed.
The embankment itself is constructed with a core of sandy gravel and
sealed with fine-grained dredged material. The seepage noted on the down-
stream slope of the dam is the most serious deficiency noted during our
inspection. The flows in the area downstream of the intake structure were
high. With a permafrost foundation, high flows through the dam could cause
localized thawing and subsequent differential settlement. Since the flow is
apparently passing through the berm for the intake structure, this structure
and pipes entering or exiting the structure could be damaged by differential
-14-
settlement. The flows could also contribute to erosion of the downstream
slope. With the low head differential ( 5 feet) and the coarse nature of
the dam core, a piping or blowout type failure of the dam embankment is
unlikely.
The lower dam and the Stevenson Street embankment were also given a
cursory inspection. The lower dam has eroded on the downstream side and the
barrel reinforcement has been exposed and is deteriorating. The barrel
reinforcement is also exposed along Stevenson Street at the inlets and
outlets of the culverts. The lower dam and the Stevenson Street embankment
both have permafrost cores and this core can be sustained by maintaining the
embankment slopes. Both areas are in need of additional fill to replace that
removed by years of erosion.
4.1.3 Stability
The Isatkoak Dam is wide on top to accommodate a road and pipeway and
the side slopes have been flattened by application of dredged material to no
less than 7:1. The resulting mass of the embankment is more than adequate to
counter the combined hydrostatic, hydrodynamic and earthquake loading that
can be expected. The size of the dam is also conducive to aggrading perma-
frost into the embankment. With a permafrost core, stability is not an
issue.
The lower dam and Stevenson Street are thinner sections but borings
drilled in 1979 (CH2M Hill/Harding-Lawson & Associates, 1979) indicate
permafrost has aggraded into both embankments. If the permafrost can be
sustained in these areas, the embankments will remain stable.
4.2 Hydrologic and Hydraulic Evaluation
4.2.1 Spillway Adequacy
Evaluation of the hazard potential and safety of Isatkoak Dam is closely
related to the impact of the release of excess water from this dam on the
-15-
integrity of the lower dam downstream of the lagoon and the access road
downstream of the wastewater impoundment. The failure of the main dam will
result in loss of water supply to the City of Barrow, damage to water supply
and wastewater lines running along the downstream edge of the crest of the
dam, and release of wastewater from the pipelines into the environment. The
potential for loss of life is judged to be low. The failure and/or release
of excess water from this dam may result in the failure, overtopping, and/ or
release of excess water from the lower dam downstream of the lagoon. This,
in turn, may result in a breach in the access road forming the wastewater
impoundment. This will disrupt the access and communication between the two
communities and may cause considerable property damage. Due to the inter-
mixing of fresh water from the main dam with the saline water of the lagoon
and wastewater in the lowermost impoundment, there may be significant
adverse impact on the surface water environment in the area.
Based on the storage capacity of 1,140 acre-feet, the size classifica-
tion of Isatkoak Dam is intermediate. In view of the findings stated pre-
viously, the hazard potential of the dam is judged to be significant.
Therefore, the recommended spillway design flood is 1/2-PMF (Probable Maximum
Flood). On the basis of height of impoundment, the size classification of
the dam would be low and the storage capacity of 1,140 acre-feet is very
close to the upper limit for low and lower limit for intermediate dams, which
is 1,000 acre-feet. Therefore, a spillway design flood of 1/2-PMF is judged
to be adequate for this evaluation (USACE, 1976).
The Isatkoak Dam is located at longitude 156° 45 1 and latitude 71° 16 1
on Isatkoak Creek approximately 0.5 mile east of Barrow, Alaska. The PMP
(Probable Maximum Precipitation) for various durations for the drainage area
of Isatkoak Dam is estimated to be as shown in Table 4.1 (USWB, 1963).
-16-
TABLE 4.1 -PROBABLY MAXIMUM PRECIPATION
Duration
5-min
15-min
30-min
60-min
2-hr
3-hr
6-hr
12-hr
18-hr
24-hr
48-hr*
96-hr*
*Extrapolated
PMP
(inches)
0.29
0.57
0.79
1.00
1.65
2.10
3.00
4.00
4.70
5.00
5.50
5.80
The months of maximum precipitation in northern Alaska are June, July,
and August (USWB, 1963) when there is less snow on the ground but the soil is
likely to be wet with melted snow and ice. The vegetative cover in the
watershed of Isatkoak Creek is limited to a thin mantle of low-growing
lichens and other fraqile plant life which has adapted to severe ~>tinds and
extremely cold winters. For such soils, the weighted average Soil Conser-
vation Service Curve Number ( CN) is estimated to be 78.5 for Antecedent
Moisture Condition-I1 (AMC-11) and 91 for AMC-111 (USBR, 1977).
The average topographic relief in the watershed is 55 feet over a
hydraulic length of about 3. 7 miles. For this condition, the time of con-
centration and lag time are estimated to be 2 and 1.2 hours, respectively.
Using this information, an inflow hydrograph has been developed for
the Isatkaok Dam using the HEC-1 computer program (USACE, 1981). The or-
dinates of this inflow hydrograph are taken to be 50 percent of those for the
Probable ~1aximum Flood hydrograph for the basin. The resulting hydrograph is
shown on Figure 4.4. The volume of runoff for this hydrograph for a 96-hour
-17-
storm is estimated to be 316 acre-feet. This gives a runoff coefficient of
0.82. As stated subsequently, this volume of runoff can be safely accom-
modated within the existing reservoir. Therefore, the peak of the inflow
hydrograph is not a major concern for this dam.
A second inflow hydrograph was developed using the Snyder's method with
Tp ::: 5.0 hours, Cp ::: 0.50, and a uniform loss rate of 0.1-inch per hour
(USACE, 1981). This resulted in a runoff volume of 185 acre-feet for 1/2-PI~F
with a peak flow of 189 cfs. The corresponding runoff coefficient is 0.48.
to be conservative, the values obtained by the Soil Conservation Service
method are used in the evaluation.
There are no low-level outlets to permit reservoir drawdown in an
emergency. If draining is required, then water will have to be pumped
through the intake pipe at a rate which will depend on the capacity of the
three submersible pumps.
Hydraulic computations were performed to develop approximate rating
curves for the pipe-arch culvert spillway for the main dam, chute spillway
for the lagoon, and the pipe culverts through the access road. The same are
shown in Figures 4.1(a) and (b), 4.2, and 4.3, respectively.
The rating curve of Figure 4.1 (a) for the pipe-arch culvert spillway
assumes inlet control with mitered entrance conforming to the upstream slope
of the dam, and an entrance loss coefficient, ke, of 0.7 (AISI, 1971). The
rating curve of Figure 4.1(b) assumes outlet control with Mannings's n :::
0.024, ke 0.7, and culvert length ::: 77.5 feet (AISI, 1971). The rating
curve for the chute spillway (Figure 4.2) for the lagoon is based on the
following equation for flow over a broad-crested weir,
Q ::: 3.0 (L -0.1 n H) X H1.5
where Q ::: flow in cubic feet per second
L ::: width of the spillwayl'\.80 feet
n ::: number of end contractions A.. 2
H = head over the crest of the spillway in feet.
-18-
14t /
EL (ft) DISCHARGE (cfs)
10 0
11 131
12 304
12.5 374
13 -f. / 13 444
14 541
12
11
10~~--------+---------~~---------+----------~----------r----------+-----------
0 100 200 300 400 500 600
FLOW (cfs)
FIGURE 4. 1 (a)
APPROXIMATE SPILLWAY RATING CURVE ISATKOAK DAM
Damee & Moore
z
0
0
0 <
-'
"" a:
0 > a: w
rn w a:
z
-' w
w
0
<
Ll. a: => rn
a: w
1-
<
3:
z
w
0 z w a: w
Ll.
Ll.
0
6.0 HEAD (ft)
0
0.5
1.0
1.5
4.0 2.0
2.5
3.0
3.6
4.0
3.0 4.5
6.0
2.0
1.0
0 ~-=~------~---------r----------~---------r----------~---------r----------+
0 100 200 300
DISCHARGE (cfs)
400
FIGURE 4.1 (b)
500 600 700
APPROXIMATE SPILLWAY RATING CURVE ISOTKOAK DAM (OUTLET CONTROL)
(cfs)
0
204
286
352
407
462
495
539
572
605
649
Dames a Moore
APPROXIMATE TOP OF DAM
2.0 .... ----
.... 1.5 ... -.....
J: I ~ H3/2 1-Q= 3.0 (L-0.2H) c.
llJ
0 I ./' L= 80ft a:
llJ 1.0 ...
.;(
3: H (ft) Q(cfs
0 0.5 85 <(
w 1.0 239 :I:
1.5 439
0.6 2.0 675
0 100 200 300 400 500 800 700
DISCHARGE (cfs)-
FIGURE 4.2
APPROXIMATE RATING CURVE FOR SPILLWAY ON THE LOWER· DAM
Dames & Moore
..... --......
a: w
1-
<
~
0
< w
:I:
6
5
4
HEADWATER (ft) a (cfs)
0 0
3 3 112
3.6 160
4 187
4.5 221
6 260
2 5.6 300
6 345
1
O-+----------r---------4----------+----------r---------+---------~---------4----------+
0 40 60 120 180 200 240
FLOW (cfs)
FIGURE 4.3
APPROXIMATE SPILLWAY RATING CURVE FOR
WASTE WATER IMPOUNDMENT (INLET CONTROL)
280 320
Dames & Moore
600
500
400
-..
';:; 300
3:
0
..J ...
200
100
PEAK FLOW "' 683cfa
VOLUME OF RUNOFF• 316 FT
0+---------+---------+---------+---------+---------+---------+---------+---------+---------~-----
0 160 320 480 640 800
TIME (mlnutea)
FIGURE 4.4
1/2-PMF HY.DROGRAPH
1160 1120 1280 1440
Dames I Moore
The rating curve for the pipe culverts on the wastewater impoundment
assumes inlet control for projecting pipes of 5' 4" and 6' 2" diameters with
their inverts at the same elevation. During field inspection, it was noticed
that the inverts of these two pipes are not exactly the same. Therefore, the
rating curve of Figure 4.3 should be treated as very approximate. Accurate
information on the invert elevations of these pipes will be required to
develop a more realistic rating curve. Also, it was observed that the water
surface elevation in the sea was farther away from the exit ends of these
pipes. Therefore, the downstream water sur face elevation will normal! y not
affect the rates of flow through these pipe culverts and computation of a
rating curve based on outlet control is not considered necessary.
A perusal of the rating curves indicates that, with a minimum freeboard
of 1.5 feet below the top of the dam (i.e., at E1. 12.5 ft), the eleven
culverts on the main dam will discharge at an apprximate rate of 374 cfs.
However, with a freeboard of 1. 5 feet below the second dam, the chute spill-
way can discharge only 85 cfs. This will result in extra storage of water in
the lagoon and reduction in the available freeboard on the second dam below
1. 5 feet. This may result in an unsafe situation for the lower dam forming
the lagoon. At present, the lower dam is proposed to be raised by about 1.5
feet. After this raise, the chute spillway may discharge at a rate of 675
cfs with a freeboard of 1.5 feet below the top of the raised dam. The lower
dam (lagoon) does not have sufficient capacity to store the entire volume of
water that may be released from the main dam. Therefore, there is a possi-
bility that the volume of inflow into the wastewater impoundment, minus the
volume discharged by the two pipe culverts, exceeds the storage capacity
available below the top of the access road embankment. This may result in an
unsafe situation for the access road.
Detailed topographic information should be collected to develop
elevation-area-storage capacity curves for the three storage units. Flood
routing for the 1/2-PMF hydrograph for the catchments of the three storage
units should then be performed to determine the minimum freeboard for wave
setup and runup that will be available in each storage unit.
-24-
4.2.2 Effects of Overtopping
The estimated runoff volume for the design flood (1.2-PMF) is 316
acre-feet. At the normal operating elevation of 10.0 feet, the surface area
of Isatkoak Reservoir is approximate! y 128 acres. Therefore, the runoff
volume of 316 acre-feet can be accommodated in the reservoir below an
elevation of 12.5 feet leaving a freeboard of 1.5 feet below the top of the
dam. Besides, a portion of the runoff volume will flow into the lagoon
through the ungated culvert spillway. Therefore, the possibility of over-
topping the main dam is very remote. However, as stated previously, the
access road forming the wastewater impoundment may get overtopped and/or
breached due to uncontrolled release of water from the main dam into the
lagoon and from the lagoon into the wastewater impoundment. This may result
in severe adverse environmental impacts, significant loss of property, and
some loss of life.
4.3 Operation and Maintenance
The Isatkoak Dam is relative! y new and, to date, required maintenance
has been minimal. It is unlike! y that written operations and maintenance
plans exist. The equipment involved in producing a water supply for Barrow
is well maintained and operating well. The dam itself is regraded and the
road surface periodically leveled. The City of Barrow employs a dredge
consultant and carrys out a dredging operation every summer. The summer of
1984 project was applying dredge material to the upstream slope of the lower
dam. The City of Barrow is maintaining the dams and the Stevenson Street
embankment and the equipment necesary to maintain these structures is on site
in a working condition.
5.0 CONCLUSIONS
Due to uncontrolled flow of water form the main ( Isatkoak) dam into the
lagoon and from the lagoon into the wastewater impoundment, there is a risk
of Stevenson Street being overtopped and breached. This road downstream
-25-
of the wastewater impounding area and connects the two communities on the
left and right sides of the lagoon.
The seepage noted on the downstream side of the Isatkoak Dam could, if
it continues, cause localized differential settlement due to thawing of
ice-rich permafrost soils. This settlement could affect the intake structure
and associated pipes.
There is a risk of wave erosion on the upstream and downstream faces of
the main dam, the lower dam forming the lagoon, and the access road embank-
ment forming the wastewater impoundment. This erosion may result in an
unsafe condition when a severe flood event coincides with high-wind wave
activity.
There has been some erosion on the downstream side of the pipe-arch
culverts resulting in the formation of localized depressions. Some of the
concrete slabs at this location have cracked.
6.0 RECOMMENDATIONS
To ensure the safety of the three embankments, the following actions are
recommended:
o A detailed topographic survey should be conducted to develop
elevation-area-storage capacity curves for the Isatkoak Dam, lagoon
and the wastewater impoundment. The invert elevations at the inlet
and outlet ends of the pipe and pipe-arch culverts along with their
sizes and lengths should be determined. The crest elevation and
width of the broad-crested spillway should also be determined. In
addition, cross-sections of the three embankments (i.e., the main
dam, the dam forming the lagoon, and the access road embankment
should be developed at various locations along their lengths.
-26-
o A detailed flood routing analysis should be conducted including
inflm.Js, out flows, and storages in all the three storage units using
the information developed after detailed topographic surveys men-
tioned previously. Wave run up computations should be made for each
unit and the potential for overtopping should be evaluated for the
main dam, the dam forming the lagoon, and the access road.
o The seepage through the dam should be stopped by application of
additional dredged fine-grained material on the upstream slope of the
Isatkoak Dam and the intake structure berm.
o Riprap or other type of erosion protection should be provided on the
slopes of the three embankments and downstream of the exit ends of
the pipe-arch culverts, concrete spillway, and the pipe culverts.
o The pipe-arch culverts on the main dam and the ungated concrete
spillway on the lagoon should be provided with control gates so that
the quantity of water entering the wastewater impoundment may be
controlled in the event of severe floods.
o The three spillways need maintenance repairs l'klich should be per-
formed immediate! y. The pipe-arch culverts need painting, some
concrete repair, and riprap on the downstream side. The concrete in
the chute spillway has cracked and needs repairs. The pipe culverts
on the access road need painting and erosion protection.
o A series of thermistors should be installed in the Isatkoak dam to
monitor permafrost agradation and/ or degradation in the dam core.
The foundation conditions could also be verified by logging the holes
drilled for installation of instrumentation.
7.0 REFERENCES
American Iron and Steel Institute (AISI), 1971, Handbook of Steel Drainage &
Highway Construction Products.
-27-
CH2M Hill/Harding-Lawson & Associates, 1979, Geotechnical Investigations,
Utilities for Barrow, Alaska.
Shannon & Wilson, 1974, Foundation Investigation, Water Storage Dam, Barrow,
Alaska, for the Alaska Area Native Health Service, USDHEW.
U.S. Army Corps of Engineers (USACE), 1976, Recommended Guidelines for Safety
Inspection of Dams.
U.S. Army Corps of Engineers (USACE), 1978, Phse I Inspection Report,
National Dam Safety Program, Isatkoak Dam, Barrow, Alaska.
U.S. Army Corps of Engineers (USACE), 1981, Flood Hydrograph Package, HEC-1,
Users Manual.
U.S. Bureau of Reclamation (USBR), 1977, Design of Small Dams.
U.S. Department of Health, Education & Welfare, Public Health Service,
Sheet 4 of 30, Barrow Dam Plan View, Project No. AN74-624 dated 6/75.
U.S. Weather Bureau (USWB), 1963, Probable Maximum Precipitation and
Rainfall-Frequency Data for Alaska, Technical Paper No. 47.
-28-
s
3
:>
a
N
3
d
d
v
APPENDIX A
VISUAL INSPECTION CHECKLIST
APPENDIX A
VISUAL INSPECTION CHECKLIST
~~E OF 0&~: ISATKOAK
STATE: ALASKA
COUNTY: NORTH SLOPE BOROUGH
INVENTORY NO.: 51
HAZARD CATEGORY: SIGNIFICANT
TYPE OF DAM: EARTHFILL
OWNER: CITY OF BARROW
DATE INSPECTED: 9/12/84
WEATHER: OVERCAST
TEMPERATURE: 250F
POOL ELEVATION: 10 FEET
TAILWATER ELEVATION: 5 FEET
Directions: Mark au "X" in the YES or NO column.
If an item does not apply, write "NA" in the REMARKS column.
ITEM YES NO REMARKS
1-------------------------~ 1. CREST.
a. Any visual settlements?
b. Misalignment?
c. Crackin~?
2. UPSTREAM SLOPE.
a. Adequate ~rass cover?
b. Any erosion? X Ice & Wave
c. Are trees growniug on slope?
d. Lon~~:itudinal cracks?
e. Transverse cracks?
Differential settlement "'-' l'
3. DOWNSTREAM SLOPE.
a. Adequate grass cover? None
f. Visual depressions or bulges? X
g. Visual settlec:1ents?
h. Is the toe drain dry?
1. Are the relief wells flowing? X None
j. Are boils present at the toe? X ~,,,,,,, Some -Area directl)' down
k. Is seepa~~:e Present? X ~mHnn \from the intake structure
4. ABUTMENT CONTACTS. /approximately 150' -2UU
a. Any erosion?
b. Visual differential movement? H li f~Channelinq flows lOU -zuu
c. Anv cracks noted? ll qallons per minute
d. Is seepage present?
5. INTAKE STRUCTURE.
a. Do concrete surfaces show:
( 1) Spallin>!?
( 2) Cracking·?
(3) Erosion?
(4) Scalin~!
(5) Exoosed reinforcement?
(6) Other?
Comment: Note to 3J and 3k -At 14" up from tne lagoon level
saturated sands
ITEM YES NO REMARKS
----------------------------~---~-~--------------------~ b. Do the joints show:
(l) Displacement or offs~t ?_
(2 Loss of joiut material?
( 3) Leakage?
c. Metal appurtenances. Intake buildiD_g_ looks
1) Corrosion present? ill.lli_li!_ orettv. new -~ see oioe
2) Breakage present? llli.lt~.il 1oto laaoon
(3> Anchor system secure?
6. CONJUIT.
a. Is the conduit concrete? X
b. Do concrete surfaces s_l!Q_"'_:
( 1 Spalling?
(2) Cracking?
(3 Erosion?
( 4 Scaling?
5) Exposed reinforcement?
6 Other?
c. Do the joints show:
1) Displacement or of_ft;_et?
:2 Loss of joint material?
( 3) Leak;~ uP.?
d. Is the conduit metal? X * .-CC'J!Jse Qf seeps
: 1) Corrosion present? tm~m: Leak at ioirli .l!_Q_ross
2 Protective coatings adeq_ua,_t_ei
. 3 Is the conduit misaligned?
7. STlt...LING BASIN.
a. I:l.:l concrete surfaces show:
(l Spalliug? X :l~ Minor. in _concreb~
(2 Cracking?
:J Erosion?
(4 Scaling?
:5 Other?
6) Exposed reinforce~t?
b. Do the joints show:
1 Displa~.-"'"""'' tt: or offset?
2 Loss of joint material?
3 Leakage?
c. Do the energy dissipator!l show:
ll Signs of deterioration?
2) Are they covered _TN_!__;h_~b_ris?
3) Other?
d. Is the Channel:
( 1 Er_odiug_ or backcu~ting?
(2 Sloughing?
( 3 Obstructed?
e. Is released water:
(l) Undercutting the outlet? :2 Eroding the embankment 1
B. SPILLWAY.
a. Does spillway concrete show_:_
( l Spalling?
(2 Cracking? X ~ :~ M_inor
(3 Erosion? X t~ Town~
eroded by 1ce forces
Comment:
ITEM YES NO REMARKS
( 4) Scaling 1
(5) Other? X lnHm Uncontrolled-ol vwood sheets
(6) Exposed reinforcement? X g~~mm1') fnr f1 ood control
b. Do the joints show: X fJ Tn stillina bAsin slRbs
( 1) Displacement or offset? X ;jg Differential settlement
( 2) Loss of 1oint material? ll; alona downslope
(3) Leaka~e 1 (~~i Concrete oad "'-" 1' wfrr::~rks
c. Do the euer~y dissipaters show:
(1) SiRns of deterioration?
(2) Are they covered with debris?
(3) Other?
d. Is the spillway earth cut?
(1) Are slooes eroding?
(2) Are slopes sloughins;r?
(3) Other?
e. Is the channel: X
(1) Erodins;r or backcutting? X ?i§iH1H' Same as downslooP
(2) Obstructed?
f. Has released water:
(1) Eroded the embankment?
(2) Undercut the outlet?
(3) Other?
g. Is weir in s;rood condition?
h. Is control at the weir?
9. GATES.
a. Are the flood gates:
( 1) Broken or bent? Win~;; ---~:......;~::=..:.:~:.....:::..:::.:~---::-:------+---·~~~~--------------! (2) Corroded or rusted? ~HU:;fl
(3) Periodically maintained? ~mmrmi
(4) Operational?
{5) Date lst ooerated.
b. Is there a low level gate?
c. Is the low-level gate operational? WHmm
10. RESERVOIR CONTROL.
a. Recent upstream development?
b. Slides in reservoir area?
c. Chau~e in reservoir ooeration? X
d. Lan~e impoundment upstream?
11. INSTRUMENTATION. Fmnt\J ~/6." ~ 1" PVC nn
a. List type{s) of instrumentation. rlnwnstream side ::~rrnss from
b. In good condition?
c. Read periodically?
d. Is data available?
Other Comments: 2' of fill added this year -guard rails being replaced
The dam was inspected by: Thomas G. Krzewinski
William D. Webb
Anand Prakash
APPENDIX A
VISUAL INSPECTION CHECKLIST
M.'iE OF DA.'i: (LOWER DAM) OWNER:
STATE: DATE INSPECTED:
COUNTY: WEATHER:
INVENTORY NO. : TEMPERATURE:
HAZARD CATEGORY: POOL ELEVATION:
TYPE OF DAM: TAILWATER ELEVATION:
Directions: Mark an "X" in the YES or NO column.
If an item does not apply, write "NA" in the REMARKS column.
ITEM YES NO REMARKS
--------------------------------~---~~----------------------------~ 1. CREST.
a. Ally visual settlements?
b. Misalignment?
c. Cracking?
2. UPSTREAM SLOPE.
a. Adequate grass cover?
b. Ally erosion?
c. Are trees groW'l.ting on slope?
d. Longitudinal cracks?
e. Transverse cracks?
:l f'l<>m R -1 n I hi nh
downstream
:j Lower Dam Spillway
?' rlRRn
80 1 vii de
1 _.....;;f..;..~Ad.:;;_e.:;;_~ q.::..u;:;..;a;:;..;t;;..;e;;....;;r..;;:i..~:.~ ;.;.;:.r.:;;_a'"-:-'p_p...,;r;;..;o;....;t;_;;e..;.c..;.t,.;;:i.;:;_o.;;.;;n..;.? ----f~...,lli..,.i'll .... !m.,ii~gls~~-----------.. _____ 1
g. Any stone de_t:;..;e;;..;r;;.,;i;;..;o;..;r;..;a;;..;t;..;i;;..;o;.::n.;..?:....:---:---+---if~~----------------l
h. Visual depressions or bulges? -~..;._~~~_.;:.~~;:;..;.;..~~~~;:;..;.;..~;:;..;.;..~---~---~~~--------------------i. Visual settlements?
3. DOWNSTREAM SLOPE.
a. Adequate grass cover?
b. Any erosioa? ~: li Downstream eroded
c. Are trees growing on slope? w/barrels exposed -~~~~~~~~~~~~~~~---4---~~~~~~~~~~~~--------1 d. Longitudinal cracks? _ _.:;;_..:_:=;:.:;;,;:,.;;:.::;.;:;.;:.:;.;,;..;:;.::__..::.:::.~~..:.....------4----f.*~~----------····----l e. Transverse cracks?
f. Visual depressions or bulges?
g. Visual settlements?
h. Is the toe drain dry?
i. Are the relief wells flowiu~?
j. Are boils present at the toe?
k. Is seeoa;e present?
4. ABUTMENT CONTACTS.
a. Any erosion?
b. Visual differential movement?
c. Any cracks noted?
d. Is seepage present?
5. INTAKE STRUCTURE.
a. Do concrete surfaces show:
( 1) Spalling?
(2) Cracking?
(3) Erosion?
( 4) Scaling?
(5) Exposed reinforcement?
(6) Other?
Seaside Culverts 5'4" 6'2"
4'9" 5'4"
HI B
I
-----
~ IOEtHITY U.nJr PART I -INVENTORY OF DAMS IN THE UNITED STATES ~ NUMBER
j_OOj, (PURSUANTTOPUBLTCLAW92-367) •Jz •l•lslsl 7
..._ _____________________ -~e reverse side for instructions. ~~~ ~C\IJ
H2H fi3U ff4H UsD (6ll (7D nsn (9 D
NAME
IT IOU
LA TITUOE
(Nmth)
111 D
LONGITUDE
(WC!.I)
mu
REPORT DATE
IDENTIFICATION L , ,_ 1 ,. _I _ 1 , 1 -, -~ v; 1 1 1 1...,1u 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 I 1 I 1 r 1 : I 1 , •• 1 : I ,-~· 1 ;·-, 1 ·," 1 1
U13ll H14 H
POPULAR NAME NAME OF IMPOUNDMENT
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UISD Hl6fl Hl1D
LOCATION
STATISTICS
REMARKS
ENG 1 ~~~17 4474
el
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8 19
819
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~ RIVER OR STREAM
H21ll U22D [23] [24 D [25 D
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REMARKS
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STATISTICS
MISC DATA
MISC. DATA
(Continued)
MISC. DATA
{Continut•d)
REMARKS
ENG FOAM
1 DEC 77
l:fRQ' PART II -INVENTORY OF DAMS IN THE UNITED STATES
~ (PURSUANT TO PUBLIC LAW 92-367)
See reverse side for instructions.
[29 B tJo] [3t J D32D [33]1 [34]1 (35] (36) (37) (38) (39)
Nl CREST ~ LENGTH
SPILLWAY
(II)
l46]1
OWNER
R49 D
VOLUME OF OAM
(CY)
[SO ]I
POWER CAPACITY
(47]
ENGINEERING BY
[SID
(40]
FORM APPROVED
OMB NO. 49-R0421
REQUIREMENTS CONTROL SYMBOl
OAEN-CWE-17
fiB
w
1-I IDENTITY ~ NUMBER
"' ~~-[i
(41) (42] (43) (44] [4SD
NAVIGATION LOCKS
[48]1
··-·.
CONSTRUCTION BY -;~·-
(52]1
:.;:: -~------------------------~--------------------------,-------------------------~.-------------------------~·
HSJD (54]1 (ss]l
INSPECTION BY AUTHORITY FOR INSPECTION
[s6 n
4474A
APPENDIX B
PHOTOS
••
•
•
•
•
•
•
I
Photo #1 -Upstream side of the Isatkoak Dam with the
water intake structure (blue building). Picture
taken facinq south from the north abutment .
Photo #2 -Upstream side of the Isatkoak Dam. Sand/cement
filled bags used for bank rrotection are shown.
Picture taken facing north from the spillway .
Photo /13 -Downstream side of th8 Isatkoak Dam and the
spillway outlets o The insul::)ted pipeways are shown
elevated at the crest of the dam (one carrying fresh
water, the other carrying sewage waste water) 0
Picture taken facing north from the south abutment 0
Photo #4 -Upstream spillway inlet of the Isatkoak Oam.
Plywood covers to prevent snow/ icE. buildup.
•
•
•
•
•
•
•
•
•
l e
•
Photo 115 -Active seepage area on the downstream side of
Isatkoak Dam. The area is directly downstream of the
water intake structure •
Photo 116 -Bank protection damaqe due to ice action/
movement on the upstream side of the I sat koak Dam •
•
•
•
•
•
•
•
•
•
•
•
Photo #7 -Upstream side of the dam separating the Isatkoak
Lagoon from the Tasigarook Lagoon. A dredge and
recent dredging activity to build up the upstream
slope are shown. The picture is taken facing east
towards the Isatkoak Lagoon and Dam •
Photo #8 -Downstream side of the lower dam with exposed
barrel reinforcement. The barrels are filled with pea
gravel and tied together with welds and steel bracing.
Picture taken looking south . from the spillway •
•
•
•
•
•
•
•
•
•
•
•
Photo #9 -Concrete spillway for the dam separating the
lsatkoak and Tasigarook ·Lagoons (downstream side) •
Photo #10 -The Tasiqarook Laaoon and the Stevenson Street
berm which separates the -·1 agoon from ·the Chukchi Sea.
The t \'.0 culvert spill ways through Stevenson Street are
also shown. Picture taken looking north from the
lower dam spillway .
•
•
•
•
•
•
•
•
•
•
•
Photo #11 -Inlet side of one of the culverts through
Stevenson Street •
Photo #12 -Outlet side of one of . the culverts throuqh
Stevenson Street .
APPENDIX C
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* * * FLOOD HYDfWGRAPH PACKt\GE <HEC--1 l * * FEIJRUARY 1981 * * RCVIS~D 30 OCT 81 * * *
* RUN Df1lE 9-flCT-84 TIME 14:23:30 * * * **~*U********~*****************•~***•****
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UN 1 FClf.IM LOf~S RATE
PEHCENT I MPEHV I OUS AflFA
LIIG
PEIIKWG COEFFICIENI
1 ?.-+IH
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2. ~}0
2'l-HR
5. (>0
SYNTHEIIC ACCUMULATED-ARE/\ VS. TH1E CUR'JE lHLl HE USED
tc·Y.·l!·
Vi',LUE FXCEF.or; TABLE IN LOGLOG 96. 00014 0. 01667 96. 00000
?.-DAY
5. ~0
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APPROXII1•\1E CLARK COEFFICIENTS FROM GIVEN SNYDER CP AND TP ARE TC,.l5. 73 AND r<~20. 26 INTERVALS
3.
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TC= 5. ~''I II[;, H' 6. 75 HR
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