HomeMy WebLinkAboutTazimina Hydroelectric Project Iliamna, Alaska 1998I
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TAZIMINA HYDROELECTRIC PROJECT
ILIAMNA, ALASKA
FINAL TECHNICAL AND CONSTRUCTION COST REPORT
Prepared for:
Iliamna-Newhalen-Nondalton Electric Cooperative
Prepared by:
HDR ALASKA, INC.
2525 "C" Street
Suite 305
Anchorage, AK 99503-2639
August 1998
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION ...................................................................................................... 1-1
2.0 PROJECT HISTORY ................................................................................................. 2-1
3.0 PROJECT DESCRIPTION ........................................................................................ 3-1
3.1 General. ................................................................................................................ 3-1
3.2 Access Road ........................................................................................................ 3-1
3.3 Stream Channel Control Sill ................................................................................ 3-1
3.4 Intake Structure .................................................................................................... 3-1
3.5 Penstock ............................................................................................................... 3-2
3.6 Powerhouse and Powerhouse Access Shaft.. ....................................................... 3-2
3.7 Control Building .................................................................................................. 3-3
3.8 Transmission Line ............................................................................................... 3-3
4.0 PERMITS AND LICENSES ..................................................................................... .4-1
5.0 PROJECT MANAGEMENT ..................................................................................... 5-1
5.1 Organization ........................................................................................................ 5-1
6.0 PROJECT COST ........................................................................................................ 6-1
7.0 PROJECT ENERGY PRODUCTION ....................................................................... 7-1
APPENDIX A: Project Construction Photos
APPENDIX B: Selected Project Drawings
August 1998 Tazimina Hydroelectric Project
1.0 INTRODUCTION
The Iliamna-Newhalen-Nondalton Electric Cooperative (INNEC) provides electrical power to
three communities of the same names. These communities are located near the north shore of
Iliamna Lake in south-central Alaska approximately 175 miles southwest of Anchorage. These
communities have a combined population of approximately 600 residents. There is no direct
road connection from these villages to larger population centers. Transportation to the area is
by scheduled air carriers from Anchorage, by barge from Naknek via the Kvichak River or by a
combination of barge from Homer, truck over a World War II mountain road and barge across
Lake Iliamna from Pile Bay to Iliamna.
Electric power has been generated by INNEC since 1983 using diesel generators located in the
community of Newhalen. Fuel for these generators was transported up the Kvichak River, an
important salmon river, and across Iliamna Lake. In dry years the river is low and fuel is flown
into Iliamna and then trucked five miles into N ewhalen. The cost, difficult logistics and
potential spill hazard of this fuel was a primary reason for development of hydroelectric power
in this area.
A hydroelectric project was constructed for these communities, starting in the spring of 1996
and ending in the spring of 1998. The project site is on the Tazimina River about 12 miles
northeast of Iliamna Lake. The Tazimina River flows west from the Aleutian Range. The
project site is at Tazimina Falls about 9 miles upstream of the confluence ofthe Tazimina River
and the Newhalen River. The project has an installed capacity of 824 kilowatts (kW) and is
expandable to 1.5 megawatts (MW). The project is run-of-the-river (no storage) and uses the
approximately 100 feet of natural head provided by the falls. The project features include a
channel control sill, intake structure, penstock, underground powerhouse, tailrace, surface
control building, buried transmission line and communication cable, and access road.
The intake is located approximately 250 feet upstream of the falls. The channel control sill is
located immediately adjacent to the intake. From the intake, flow to the turbines is directed
through a 60-inch-diameter penstock. The penstock runs 300 feet to the underground
powerhouse. The powerhouse is 120 feet below ground adjacent to the river and is connected
to the surface via an elevator in a 26-foot-diameter shaft. The powerhouse contains two
turbines, generators, and auxiliary equipment. Water is discharged into the Tazimina River at
the base of the falls through an 8-foot-high horseshoe shaped tailrace tunnel. A control
building is located at the top of the shaft and contains all communications, controls and
HVAC equipment. The intake, penstock, powerhouse cavern and tailrace are designed and
configured to accommodate doubling the capacity to 1.5 MW in the future.
An access road, 6.7 miles long, leads from the existing Newhalen-Nondalton Road around
the northern end of Alexcy Lake to the project site. A transmission line and a
communications cable are buried along the road edge. The transmission line is tied into the
existing transmission line that runs between Newhalen and Nondalton.
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2.0 PROJECT HISTORY
The idea of developing hydropower in the Tazimina River area dates back to as early as 1909,
when a U.S. Geological Survey Report concluded that many of the surrounding streams
"could be used for water power whenever the development of the region creates a demand for
it."
Over the past 18 years, more extensive investigations and environmental studies have
analyzed potential hydropower alternatives on the Tazimina River. Federal and state
agencies investigated the project in the 1970s and early 1980s. In 1988, INNEC began
pursuing the Tazimina hydroelectric development as an alternative to diesel fuel. The
following narrative presents some of the more significant steps in the development of the
Tazimina project.
1979 The U.S. Department of Energy completed "Bristol Bay Energy and Electric Power
Potential," (BBRPP) which explored numerous energy sources for the region,
including geothermal, hydropower, coal, wind, and solar energy. Power schemes
explored included diesel, gas turbine, steam turbine, wind-electric, and hydroelectric
generating units. The report found hydroelectric power to be the most viable source
of energy to supplement or replace diesel in the Bristol Bay region. The study
identified a variety of potential small-scale subregional hydroelectric projects to serve
the area's many villages and a regional dam project at Tazimina Lake on the Tazimina
River.
1980 The Alaska Power Authority (AP A) completed a reconnaissance study to further
investigate some of the recommended projects, including the one at Tazimina Lake.
The report strongly recommended the immediate development of the Tazimina Lake
project, to be joined with the Naknek/King Salmon and Dillingham utilities.
1982 The AP A completed the "Bristol Bay Regional Power Plan Interim Feasibility
Assessment", which assessed the technical, economic, and environmental aspects of
various hydroelectric alternatives for the region. Based on economic feasibility
considerations, this study ultimately recommended construction of a 16 MW dam
project on the Newhalen River. It ranked a regional Tazimina dam project second and
a subregional run-of-the-river Tazimina project at Tazimina Falls for Iliamna,
Newhalen, and Nondalton fifth out of 21 power plan scenarios. In a 1983 economic
update to this report, the Newhalen dam continued to rank first, but the subregional
Tazimina run-of-the-river project rose to second.
An environmental impact evaluation in the BBRPP ranked the subregional Tazimina
run-of-the-river project first. Resource agency comments on the BBRPP, as well as
policies in regional planning documents, discouraged projects involving dams on
anadromous fish streams due to impacts to fisheries. Fish studies for the Newhalen
project were undertaken from 1982 to 1985.
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1985 The AP A conducted an updated economic evaluation of several prom1smg
alternatives identified in the BBRPP. The AP A determined that the N ewhalen project
and other large regional projects were no longer economical due to declining oil
prices, large capital costs, and low electrical loads in the region. This evaluation
indicated that the subregional Tazimina project was feasible, a conclusion that was
further substantiated in the APA's "Findings and Recommendations" dated February
1986.
1987 The APA completed a feasibility report for a variety of run-of-the-river development
alternatives projects at Tazimina Falls (Stone and Webster Engineering Corporation).
Concludes 700 kW project with underground powerhouse would have a capital cost of
$8 million and would have a present worth cost compared to diesel power of $1.06.
1991 Economic analysis updated by HDR Engineering. Estimates 700 kW project with
underground powerhouse would have a capital cost of $9.4 million and would have a
present worth cost compared to diesel power of $1.32.
1992 Initial Consultation Document filed with the Federal Energy Regulatory Commission
for application for a license for the project.
1994 Engineering Review and Constructibility Study of the Tazimina Hydroelectric Project.
The purpose of this work was to review the project configuration previously developed
for the project and develop alternative layouts for the project. Estimates 700 kW project
with underground powerhouse would have a capital cost of $10.4 million.
1996 Final design of project by HDR Alaska.
1996 Construction Awarded to Wilder Construction Company.
1997 Start of limited commercial operation
1998 Construction of project completed.
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3.0 PROJECT DESCRIPTION
3.1 General
Main features of the proposed project include an access road, stream channel control sill, intake
structure, buried steel penstock, underground powerhouse, control building and underground
transmission line. Plan and section drawings of these features are shown in Appendix B.
3.2 Access Road
Access to the project site is via a 6.7-mile gravel road. The access road extends from the
Newhalen-Nondalton Road, around the north end of Alexcy Lake and on to the project site
along the left bank of the Tazimina River looking downstream. The road is a limited access
road of single lane construction, 16' wide.
3.3 Stream Channel Control Sill
A linear concrete sill is constructed across the right side of the river, opposite the intake
structure. The purpose of the sill is to prevent degradation of the streambed, and to help divert
streamflow to the intake during periods of low flow. The sill is 144 feet in length and is
constructed of pre-cast concrete blocks. The blocks are trapezoidal in section to provide
stability against t1owing water. Block dimensions are 2.5 feet high by 8 feet long, with a 2-foot
top width and 5-foot bottom width. The blocks are fastened to the rock streambed with steel
rock bolts. The top of the sill is visible above the water at low flows, but it is totally submerged
during spring and summer at higher flow periods.
3.4 Intake Structure
Because there is no dam, the problem of diverting 110 cfs (ultimately 220 cfs in the future) to
the intake presents a design challenge, and the 170-foot-wide river channel makes it difficult to
attract a large percentage of the streamflow to the intake during low flow periods.
Compounding the problem is the potential of ice blocking the intake during the low flow
period.
The intake structure is located on the left bank approximately 250 feet upstream of the top of
the falls. The function of the intake is to withdraw 110 cfs from the river, the hydraulic capacity
of the units, during the low flow period between January and April. The location, dimensions,
and elevations of the intake were designed based on a physical scale model constructed in a
hydraulics laboratory. This modeling optimized location of the intake to attract a large
percentage of the stream flow from the 170-foot-wide river channel to the intake during low
flow periods.
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The concrete intake structure is constructed in the bedrock bank of the river. There is a 4-foot-
deep sump in front of the trashrack to trap bedload. The trashrack is designed for a maximum
of 1.5 feet per second approach velocity. If the capacity of the power plant is eventually
doubled in size, the increased flow will result in an approach velocity of 3 fps without
increasing the trashrack size. This is the recommended maximum velocity for manual cleaning.
The trashrack is set 2 feet below minimum water surface elevation to minimize entrainment of
floating material. The trashrack is constructed of HDPE to prevent the adhesion of frazil ice.
Sensors are installed to detect differential pressures across the trashrack in order to determine if
there is trashrack blockage. Stoplog slots and concrete stoplogs are provided to allow
dewatering of the intake box. The intake box expands the flow area reducing the water
velocities to less than !-foot per second allowing coarse sediment to drop out of suspension.
This sediment is collected in a trap at the bottom of the intake and is pumped out of the intake
with a sluice pump. The walls of the intake box are provided with heat trace to prevent freezing
of the intake box if the project is shut down during winter.
The intake vault houses the controls, penstock shutoff valve, and miscellaneous equipment.
The shutoff valve is a 60-inch-diameter electrically operated butterfly valve.
3.5 Penstock
From the intake, flow to the turbines is conveyed via a 60-inch buried welded steel penstock.
The penstock diameter is sized to convey 220 cfs, or double the initial hydraulic capacity of the
power plant. Overall penstock length is 300 feet. The penstock is buried in a trench cut in the
native rock for 140 feet and is grouted in place within a tunnel for 40 feet. The remainder of the
penstock is vertical and is within the powerhouse access shaft. Vent pipes are located
immediately downstream of the valve and at the top of the vertical section to provide air release
and vacuum and surge protection.
3.6 Powerhouse and Powerhouse Access Shaft
The powerhouse is an underground structure excavated into the native rock to the left of the
base of the falls. The powerhouse is 32 by 58 feet in plan view and 16 feet high. The generator
floor is set at elevation 483 feet, about 13 feet above the streambed at the base of the falls. This
design accommodates a tail water for the draft tubes and prevents backwater during winter icing
conditions. The powerhouse is connected to the surface by a 26-foot-diameter vertical shaft.
Within the vertical shaft are the penstock, fresh-air ducts, communications and power cables
and an elevator. The walls and ceiling of the powerhouse and the walls of the shaft are
reinforced with patterned rockbolts and shotcrete. Drainage fabric is placed between the rock
and the shotcrete to intercept ground water.
The powerhouse contains two horizontal Francis turbines, generators, and auxiliary equipment.
The turbines are rated at 412-kW at a design flow and head on each unit of 55 cfs and 96 feet,
respectively. An 8-foot-wide draft tube pit serving both units is excavated below the cavern
floor. Tailwater level is controlled by a control sill constructed within the tailrace. A concrete
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floor is constructed within the cavern and over the draft tube pit and tailrace channel. A
primary sump pump is located within the cavern and discharges to the tailrace. A backup sump
pump discharges to the surface. In conjunction with the turbine generating units, the
powerhouse also accommodates a 540 kW load bank, which is used for supplemental load to
keep the turbines at or near peak efficiency throughout system load swings.
The powerhouse is sized and configured to accommodate doubling the plant capacity to
approximately 1500 kW in the future. New turbines and generators would replace the units
initially installed.
3. 7 Control Building
A 36-foot by 46-foot control building is constructed on top of the vertical shaft. The building
houses the controls, elevator, batteries, standby diesel generator, HV AC system and an office.
It also provides access to the shaft for equipment removal and installation. The building is steel
frame construction, with insulated steel panels for the roof and walls.
3.8 Transmission Line
The transmission line is 6.7 miles long and operates at 7200/12470 volts. The line is buried and
follows the new access road alignment. The new transmission line is buried 25 kV 260 mil
EPR insulated cable with concentric neutral and matches the cable used throughout the INNEC
system. A transformer at the powerhouse end steps up the 480V generation voltage to
7200/l2470V. A tap changer is provided to allow some adjustment in transmission voltage to
best match the system at the tie-in point. A 25-pair communications cable is installed along
with the transmission line to provide voice and control circuits for the plant, as well as manual-
remote control of the main circuit switch.
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TABLE 3-1
SUMMARY OF PROJECT FEATURES
PROJECT FEATURE DESCRIPTION
Name of Project Tazimina River Hydroelectric Project, FERC Number 11316
Project Location Section 24, Range 32 West, Township 3 South, Seward Meridian. 12 miles
northeast of the community of Iliamna in South-central Alaska. Approximate
latitude 59°54' and longitude 154°42'.
Intake Run-of-the-river shoreline intake 250 feet upstream of the falls at elevation 570
feet msl.
Reservoir None. Run-of-the-river project.
Penstock Total Length: 300 feet
Diameter: 60 inches
Material: Lined and coated steel
Components: All buried pipe to the powerhouse
Tailrace 8 foot horseshoe tunnel to base ofTazimina Falls
Powerhouse Size: 32 feet by 58 feet
Number of Units: 2
Type of Turbines: Horizontal Francis
Turbine Rating: Flow: 55 cfs each unit; II 0 cfs total
Gross Head: 92 feet
Generator Rating: 412 kW each unit, 824 total, expandable to 1500 kW
Load Bank: 540 kW Max.
Transmission Line Voltage: 7.2/12.47 kY
Length: 6. 7 miles
Type: Underground
Average Annual Energy Initial Load: 6,030,000 kWh per year (Energy Production at Capacity)
Production
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4.0 PERMITS AND LICENSES
Land issues posed an initial hurdle for the Tazimina Hydroelectric Project. The project site
surface estate was owned by Iliamna Natives Limited (INL), a Native village corporation
holding land in trust for local Alaska Natives. The subsurface lands (gravel) are owned by a
Native regional corporation. The land also lies in an in-holding within Lake Clark National
Preserve, where National Park Service (NPS) jurisdiction normally applies. Submerged lands
in Alaska, such as the bed of the Tazimina River, are typically owned by the state, although
in this case both the state and INL claimed ownership of the river bed. Because of the
complicated jurisdiction, a considerable amount of time was spent gaining approval for the
different components of the project. This approval process lasted well into the project
development stage. Representatives from Native groups, local organizations, and local, state,
and federal government worked together to resolve these complex land and water issues.
Another hurdle appeared during the project's inception in the early 1980s: licensing by the
Federal Energy Regulatory Commission (FERC). FERC jurisdiction had originally not been
exerted and then was later imposed based on the potential for impacts to salmon. Later, a
section of the Energy Policy Act of 1992 exempted the Tazimina Hydroelectric Project from
certain FERC licensing requirements. After further discussions between regulators, INNEC,
and HDR, FERC staff ruled that the project still required compliance with the National
Environmental Policy Act (NEPA). An environmental assessment would be necessary.
Regulatory agencies raised additional environmental concerns, such as: I) Would the project
intake entrain resident fish, thereby serving to permanently "fish" the river reach above the
falls? 2) How would gas supersaturation at the tailrace affect fish? 3) How would sensitive
plants and endangered peregrine falcons that might live in the region be protected from
project impacts? 4) Would an access road in this relatively roadless part of Alaska result in
increased vehicle traffic in and around a national park?
Seeking to answer these questions, INNEC hired HDR Alaska to conduct environmental
studies. Field reconnaissance and research produced these findings:
1. The project's intake would not adversely affect fish. Summer and winter fish
surveys above the falls confirmed that the 914-m (3,000-ft) stretch of river
above the falls was marginal fish habitat. Approximately 80 fish (Dolly
Varden and sculpin) were found during the rigorous yearlong sampling
program. A scale model was constructed that demonstrated that sweeping
velocities in front of the intake would limit the potential for fish entrainment.
2. Tazimina Falls already produced natural, substantial but very temporary gas
supersaturation at the foot of the falls, and salmon spawning occurred no
closer than 2.4 km ( 1.5 mi) downstream of the falls.
3. Field surveys ofthe rock cliffs in the canyon downstream of the falls found no
threatened or endangered species.
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4. The corporation holding title to the land agreed to limit access on the road.
The route of the access road would avoid any creek crossings or wetland areas.
FERC issued the environmental assessment for the project on July 28, 1995.
Despite these findings, another snag occurred: FERC decided not to issue an exemption for
the project until receiving a determination that it was consistent with the State of Alaska's
coastal management program regulations. The state's Division of Governmental
Coordination (DGC), the agency capable of making that determination, wanted to see the
project's final design plans before making this ruling. Release of funds for final design was
contingent on the grant of the exemption.
Fortunately, HDR staff brought to light an obscure legality that appeared to allow DGC to
review the project in phases. When INNEC and HDR secured a phase one review from
DGC, FERC responded by issuing an exemption order for the Tazimina project in September
1995.
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5.0 PROJECT MANAGEMENT
5.1 Organization
This section identifies the key construction management personnel and chain of command
used during the administration of the project, as well as quality control and inspection
responsibilities. The attached organization chart shows the key project team members
involved with project quality control and engineering design and the related chain of
command. A description of each member's role and responsibilities follows in this section.
The scale and location of this project is such that it did not require, or warrant, full-time, on-
site representation from all members of the project team. Only one or two of the members
(field engineers) of the team were required to work full-time on-site to oversee project
construction and to perform the required field material tests. On an as-needed basis, the full-
time field engineers were supplemented by the other members of the team as the construction
and the schedule dictated.
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Tazimina Hydroelectric Project
Organization Chart
Exemptee
Brent Petrie
INNEC
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Schedule Control II Accounting I Project Manager I Mark Dalton
Bob Tripp Steve Wells Duane Hippe, P.E. Contract Manager
MAC SW&A HDR HDR
Civil Engineer Geotechnical Support
Paul Berkshire, P.E. As needed
Bob Butera, P.E.
HDR
I I Mechanical Engineer
Michael Haynes, P .E. I I
HOR Jim Rooney Gregg Corbin
Pete Hardcastle HDR
I R&M Consultants Rich linamen
Lachel & Associates
Electrical Engineer
Ernest Swanson, P.E.
HDR Field Engineer
Joe Wagner
I HDR
Environmental Coordinate
Mark Dalton
HOR
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Asst. Field Engineer
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Asst. Field Engineer
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Asst. Field Engineer
I I Asst. Field Engineer
Don Dodds, Ph.D. Jon Hughes Dave Fowler Leonard Palmer
HOR HDR HDR HDR
Construction Contractors Materials Testing Lab
R&M Consultants
Turbine/Generator Supplie General Construction
Cliff Maim, P.E. Contractor
Burke Electric Clif Olmstead
Wilder Construction
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Key Personnel for Quality Control of the Tazimina Hydroelectric Project
Brent Petrie, General Manager, INNEC As the owner's representative, Mr. Petrie had
overall responsibility for the project, particularly the engagement of project personnel in
quality control activities associated with the Tazimina project. Mr. Petrie had primary
responsibility for project contract issues. Mr. Petrie was in daily contact with key project
staff to ensure that project personnel are adequately coordinated and directed. Mr. Petrie
worked directly with the affected parties on land issues, particularly issues dealing with
access to and use of private and public lands for the completion of the project.
Duane Hippe, P.E., Project Manager Mr. Hippe managed the Tazimina Hydroelectric
project construction and reviewed the work and decisions of the design engineer and the field
engineer. He was responsible for coordination of construction and design items with the
project owner, INNEC, and communication with the contractor. Mr. Hippe scheduled and
coordinated field inspections and off-site materials testing. Mr. Hippe also made routine site
visits to the project site. Mr. Hippe worked with Mark Dalton on oversight of project
contract issues with the project owner.
Paul Berkshire, P.E., Design Engineer Mr. Berkshire had pnmary responsibility for
development of the civil drawings.
Mike Haynes, M.E., Design Engineer Mr. Haynes had primary responsibility for
development of the mechanical drawings, review of mechanical shop drawings and
coordination of the turbine, generator and controls procurement and installation.
Ernie Swanson, E.E., Design Engineer Mr. Swanson had primary responsibility for
development of the electrical drawings, review of electrical submittals and field assistance
inspection of turbine, generator and controls installation.
Bob Butera, P.E., Design Engineer Mr. Butera was responsible for hydrologic and road
design and review of shop drawings and test results to ensure that the project was being
constructed according to the design specifications and intent. Mr. Butera communicated
regularly with the field engineer to monitor progress and to provide technical support in
resolving engineering issues.
Joe Wagner, Field Inspector Mr. Wagner was the on-site field inspector for the duration of
the project. Mr. Wagner was supported in the field by an assistant field engineer(s) during
periods of extensive construction activity and rock work. During the rock tunneling work, a
blasting supervisor was retained on-site to oversee the tunneling work, especially blasting
work. As field engineer, Mr. Wagner was responsible for ensuring that all aspects of the
construction documents are being fulfilled.
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Mark Dalton, Environmental Coordinator Mr. Dalton was responsible for reviewing and
monitoring project construction to ensure compliance with all the FERC license compliance
articles and project permit stipulations. He specifically documented compliance with the
terms and conditions presented in the Project's erosion and sedimentation control plan and
monitor construction activities that could potentially impact the Tazimina River and the
privately owned lands. Mr. Dalton acted as the liaison with FERC staff and local and state
permitting authorities. Mr. Dalton handled overall contract issues.
Bob Tripp, Scheduling Coordinator Mr. Tripp was responsible for schedule control and
compliance. Mr. Tripp tracked project progress. Mr. Tripp's Company also assisted with
review and settlement of potential claims.
Steve Wells, Project Accounting Mr. Wells had overall responsibility for tracking project
costs and preparing accounting reports for the state and federal grants.
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6.0 PROJECT COST
An estimate of probable construction cost was prepared for the project. The estimated direct
construction cost of the project was $6,887,000. Total project development cost, including
engineering services, owner costs, contingencies and escalation was estimated to be
$10,359,000 in 1994. In February 1997 the formal estimate to complete was $11,904,000.
Bids for the turbine, generator and controls were received from three vendors. The winning bid
was received from Burke Electric for $1,425,334. Change orders for $77,027 were processed
for a total cost of $1,502,361.
Bids for the general construction were received from three contractors. The winning bid was
received from Wilder construction for $7,248,700. Deductive alternates for a lessor quality
road totaled [$673,520]. Total contract cost was $6,331,154 excluding engineer directed items.
Change orders totaling $16,400 were processed. The final cost for the general construction
was $6,347,554.
Costs for FERC licensing, NEPA, geotechnical investigations, topographic surveying, hydraulic
modeling, engineering design, permitting and construction management and administration
totaled approximately $3,650,000. Land Acquisition and interest during construction totaled
approximately $210,000.
Total cost ofthe project was $11,714,500.
Funding for the project came from the following sources:
State of Alaska Grant through DCRA
Federal Grant-Administered by USDOE
Financing
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$5,000,000
$3,380,000
$3,334,500
Tazimina Hydroelectric Project
7.0 PROJECT ENERGY PRODUCTION
The rated generator nameplate capacity of the units is 824 kW. This equates to a theoretical full
load capability of approximately 800 kW at maximum net head. (Note: Unit performance
testing indicated a maximum demonstrated output of 804 kW, as measured on the generator
low-side bus.) Current peak load in the INNEC system is about 575 kW in summer and 420 kW
in winter. About ll 0 cubic feet per second of water is required to produce full turbine output.
There are 5-1/2 years of daily flow records on the Tazimina River at the falls. During this
period, the lowest recorded river flow was 140 cfs. Although it is likely that flows may
occasionally drop below 140 cfs, it is reasonable to assume that 110 cfs is available at most
times for diversion except during short periods in the late winter months. If this is the case, full
load output should be available at most times from the units, if necessary. In reality, the units
are operated to follow the INNEC system load. It appears that at least in the near term,
sufficient energy is generated by the hydro facility to carry 100% of the INNEC load, except
during very low river flow periods or during hydro plant outages.
An estimate of the maximum theoretical energy generation from the project was made. The
daily flows at the diversion site for the five years of record, and project information (such as
pipe length, diameter, headwater and tailwater elevation, turbine and generator efficiency
curves, and other system losses) were input into a model to calculate energy production for each
day of the period of record.
The model was run for two cases; a) using the constructed project arrangement with two, units
with a total diversion of 110 cfs, and; b) the same arrangement using two approximately 750
kW units and a total diverted flow of 220 cfs (future case). Results show that the maximum
theoretical generation from the proposed arrangement is about 6,030,000 kWh per year. In the
future, increasing diversion to 220 cfs and replacing the turbines with two 750 kW units could
provide up to 10,800,000 kWh per year. Current INNEC system load is approximately
2,200,000 kWh per year.
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APPENDIX A
PROJECT CONSTRUCTION PHOTOS
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Tazimina River, August 1996.
Project site, August 1996.
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Intake excavation, August 1996.
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Intake construction, August 1996.
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Penstock placement,
September 1996.
Intake construction, September 1996.
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Completed intake with sill in river,
May 1997.
Face of intake,
October 1996.
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Shaft collar, July 1996.
Shaft pattern rock bolting, August 1996.
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Space frame in shaft, January 1997.
Underground powerhouse construction, November 1996.
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Control building,
May 1997.
Arrival of turbine and bifurcation, September 1996.
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Placement of diversion sill, March 1997.
Completed diversion sill, April1997.
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Tailrace tunnel, December 1996.
Tailrace, May 1997.
A
-
8
c
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E
I I I 2 I 3 I 4 I :; b I -B
T AZIMINA HYDROELECTRIC PROJECT
ILIAMNA, ALASKA
G-001
G-002
E-060
c-oao
C-101
C-102
C-103
C-111
C-112
C-113
C-114
C-115
C-116
C-117
C-118
C-119
C-120
C-121
C-122
C-123
C-124
C-151
C-152
GENERAL
PROJECT MAP AND DRAWING INDEX
PROJECT NOTES, ABBREVIATIONS, LEGEND AND SYMBOLS
ELECTRICAL LEGEND AND ABBREVIATIONS
G£N£RAL SITE PLAN
ACCESS ROAD AND TRANSMISSION UNE
SURVEY CONTROl DRAWING
ROAD AUGNMENT LAYOUT
ROAD LEGEND & NOTES
ROAD PLAN AND PROFILE STA. 9+85.65 TO 36+00
ROAD PLAN AND PROFILE STA. 36+00 TO 62+00
ROAD PLAN AND PROFILE STA. 62+00 TO 88+00
ROAD PLAN AND PROFILE ST A. 88+00 TO 114+00
ROAD PLAN AND PROFILE STA. 114+00 TO 140+00
ROAD PLAN AND PROFILE STA. 140+00 TO 166+00
ROAD PLAN AND PROflLE STA. 166+00 TO 192+00
ROAD PLAN AND PROFILE STA. 192+00 TO 218+00
ROAD PLAN AND PROFILE STA. 218+00 TO 244+00
ROAD PLAN AND PROFILE STA. 244+00 TO 270+00
ROAD PLAN AND PROFILE STA. 27D+00 TO 296+00
ROAD PLAN AND PROFILE STA. 296+00 TO 322+00
ROAD PLAN AND PROFILE STA. 322+00 TO 355+00
ROAD PLAN AN:J PROF'ILE STA. 355+00 TO 375+ 75.34
TYPICAL ROAD SECTIONS
MISCELLANEOUS DETAILS
C-201
C-210
C-211
C-212
C-213
C-221
C-222
M-231
C-241
C-242
E-261
E-262
E-263
C-281
C-291
C-301
C-311
IISSUEI I I I I I CHECKED I "'-!.'-.,,;-;:.-::..-· NO. :)ATE DESCRIPnON BY CHK APPR p, BERKSHIRE ~
>REF re-12~0 owe
GENERAL CONSTRUCTION
CONTRACT NO. 07250-03
A If C Tl C OCI:AN ·-rJ
Q_f I
I
(>
+ ' .,..," ~
\ -·~ ~ \ • ~1-~~.
I I
l
VNtCHOI!ACI:
~ <' " .~ .,_J~.IJNEAII c;::JI,(·~~
~ ~ ,uL' ~~ ,, ······
c? ,8-·().. c::;::J~IHG COli( '
~TCHIKN!I
~ ,. A CIFIC
LOCATION MAP
N.T.S.
OCEAN
INDEX OF DF!AWINGS
CHANNEL CONTROL SILL AND INTAKE
CHANNEL CONTROL SILL ELEVA llON, PLAN AND SECTIONS
INTAKE PLAN
INTAKE ELEVATION, SECTION AND DETAILS
INTAKE SECTION AND DETAILS
INTAKE SECTIONS AND DETAILS
INTAKE REINFORCEMENT PLAN
INTAKE REINFORCEMENT SECTIONS
INTAKE VALVE CHAMBER MECHANICAL PLAN AND SECTIONS
INTAKE t.IISCELLANEOUS DETAILS SHEET 1
INTAKE MISCELLANEOUS DETAILS SHEET 2
INTAKE AREA POWER AND UGHllNG PLAN
INTAKE AREA STRUCTIJRE HEATING
INTAKE AREA STRUCTURE HEATING CONTROL PANEL
TEMPORARY DIVERSION DURING CONSTRUCTION
INTAKE ACCESS ROAD PROFILE AND SECTION
PENSTOCK
PENSTOCK PROFILE AND SECTIONS
PENSTOCK SECllONS AND DETAILS
C·-402
C·-403
C·-404
C·-411
C·-412
C-415
C·-421
C·-451
E~46t
E-462
CONTROL BUILDING
CONTROL BUILDING PLAN
CONTROL BUILDING INTERIOR ELEVATIONS
CONTROL BUILDING EXTERIOR ELEVATIONS
CONTROL BUILDING fLOOR FOUNDATION PLAN
CONTROL BUILDING SECTIONS AND DETAlLS
CONTROL BUILDING FLOOR STEEL f'RAt.IING PLAN
CONTROL BUILDING FOUNDATION REINFORCEMENT
DRAINF'IELD PROFILE AND SECTION
CONTROL BUILDING ELECTRICAL POWER PLAN
CONTROL BUILDING ELECTRICAL UGHTING PLAN
POWERHOUSE, SHAFT AND TAILRACE
SHAFT AND POWERHOUSE EX CAVA llON SECTIONS & DETAILS
POWERHOUSE CAVERN EXCAVATION PLAN AND SECTIONS
M-601
E-612
E-613
E-614
E-615
E-650
E-660
E-670
E-671
E-672
E-673
E-674
E-675
E-676
HVAC AND ELECTRICAL
POWERHOUSE HVAC SCHEMA llC
ELECTRICAL SITE AND GROUNDING PLAN
ELECTRICAL ONE LINE DIAGRAM
ELECTRICAL ONE LIN£ DIAGRAM
ELECTRICAL ONE UNE DIAGRAM
COMMUNICATION SYSTEM SUPPORT DETAILS
INSTRUMENTATION f'l(l\'1 DIAGRAM
ELECTRICAL OETAlLS
ELECTRICAL OETAlLS
ELECTRICAL DETAlLS
ELECTRICAL PANELBO>\f~D SCHEDULES
ELECTRICAL CONDUIT SCHEDULES
ELECTRICAL PANELBo·,RQ AND UCHTING f'IXTURE SCHEDULE
CONTROL DIAGRAMS
POWERHOUSE GENERAL ARRANGEMENT MISCLLANEOUS
POWERHOUSE CONCRETE PLAN AND SECTIONS & --------------1
POWERHOUSE REINFORCEMENT PLAN & SECllONS B C-901 POWERHOUSE AREA e;~OSION AND SEDIMENTATION /::>...
POWERHOUSE SPACEF"RAME ISOMETRIC VIEW CONTROL PLAN ~
POWERHOUSE SPACEF'RAME SECTION AND PLANS C-902 EROSION AND SEDIM[•{TATION CONTROL DETAILS 1MM ,_., --
POWERHOUSE SPACEFRAME SECTIONS AND DETAILS C-951 MISCELLANEOUS CONCRETE DETAILS an...._. ..... -:::..,....,. .-ttr:':::.
POWERHOUSE MECHANICAL PLAN C-952 MISCELLANEOUS STEL DETAILS l/.5/1111 ""' ...,...... """ --'*-
POWERHOUSE ELECTRICAL POWER PLAN AND SECTION
POWERHOUSE ELECTRICAL LIGHTING PLAN AND SECTIONS R£CCRD DRA..cJ
C-501
C·-502
C-521
C·-531
C-535
C-541
C-542
C··543
M-551
E·-561
E'-562
C-581 TAILRACE TUNNEL PROFILE. PLAN AND SECTIONS 1MM ,_4 ....,...,.,. .,.,.. -_... be-on lnformot..., pro-by ou..,. Th•
En1!rn-..... not ---_,of
IUAMNA-NEWHALEN-NONOALTON Lffi.
ELECTRIC COOPERA 11VE ..£ .
ENGINEERING INC.
....... ~ .....
.· .. ~.>·:·*···<:.::,
(
... ~·!.!.:;: ••• .................................
~:~··.;u·· iifj.f":_:~·
·::·02L~···:,-~
_ln, ...... t .... ___ ... __
for anr .,.... or omieUJft• wftidt Moy M
lnc:clrpanltH-•o•r ..... L
'-........AAAA~
--'DA'TE TAZIMINA
HYDROELECTRIC PROJECT
PROJECT MAP
AND DRAWING INDEX
PROJECT NUMBER:
07250-03
SHEET NUMBER:
G-001
ISSUE
NO.
1
FilE: COOl n50 OWl; PL 0 T SCAL£ I c I OATE 02/26/96 TIME· 2: !Opm PATH H \07250.001\0WC\
A
1-
IB
1-
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1-
0
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~.
...
~-
tt,.¥
'"-.-----
2
/,'
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//
//
FINISH CRA / (SLOPE TO 0!:./tL 600.0
AWAY FRO!r:/IN ~
/ (~-~) CONll<OL
~-----------\_j CLEARING LIMITS ~ -~~ \ .......... ------------'-,... __ -_::-~=--=
_..-..-""·~ /' '··,, N21S.Po32 9-1-·-----7 , ___ ____-o'f2276.41 PC/-il+
. ../
----""' ""' ""
JI)1Y
" ""' '.../
""'
'-, ··~"''(...~~ ft~ '-,
'-.,
~---
-572
4 5
PLAN
6 7
/
8
NOTES:
L PLACE EXTRA SILL BLOCKS AROUND PERI~HER OF
PARKING AREA TO F'OR~ BARRIER.
2. FORM 8ERt.l AROUND STOCKPILE LIMITS PRIOR TO
PLACING SPOILED EXCAVATED ~ATERIAL. ROCKS SHALL
BE 2' TO 3' IN DIA~ETER.
J. CONTOUR F'INISHED SURF'ACE OF" STOCKPILE WITH ~IXTURE
OF LARGE AND IRREGULAR SHAPED ROCKS TO ~ATCH
SURROUNDING AREA.
4. CARRY ACct:SS ROAD DITCH TO NORTH SIDE OF' CONTROL
BUILDING. TER~UNA TE A r EDGE OF SLOPE.
5. LEAVE ALL EVERGREEN TREES INTACT .AND UNDISTURBED.
6. OVER EXCAYA TE BY 12" FRO~ FINISHED GRADE. FILL
TO F"INAL GRADE USING TOPSOIL AND ORGANICS STOCKPILED
FRO~ INITIAL EXCAVATION WHERE NOT SURFAC£0.
7. NINE INCHES OF" SURF"AONC ARE REQUIRED AT THE INTAKE
PARKING AREA. THE INTAKE ACCESS ROAD, AROUND THE
CONTROL BUILDING, AT THE TRANSFORMER AREA, THE
TRANSf"OR~ER ACCESS ROAD AND THE ROAD BETWEEN
STA. 375+75 AND THE CONTROL BUILDING. ~
EDGE OF WATI:.R
LARGE ROCKS TO
AR~OR STOCKPILE
SEE NOTE 2
SECTION®
NTS -
CP-14
CP-15
BH-1
BH-2
BH-3
BH-4
8H-5
9H-6
COORDINATES
NORTH EAST
2.155,691.73 371,988.15
2.156.123.29 372.22517
2,156,168.00 372,243.00
2,155,697.00 372.03000
2.155,994.00 372,139.00
2.155,964.00 372.125.00
2.155,921.00 372,058 00
2,155, 908.00 372.083.00
BH=BORE HOLE
CP•CONTROL POINT
30 AJ j so FEEr PskJ-I
,. -30'
A
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I I seAL( 1ft=JO'-o" ®.--···...,. I " -. '-"~_/\_ A A ....
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I ""'"" . ' ~ f'--' I
1 • !OS/110/" AS cONsmucn:o
0
,._ P. "'"'"'""' IUAMNA-NE'MlALEN-NONOAL TON /[:;~~~:·.~::;;;~, .. , T AZI MIN A I ""
0 1"::%" '""!;,::,~::-smucnOH '"'"'" u. O.EA"'' ElEClRIC COOPERAllVE 1-il. { j•;::!!\1:~::::'': HYDROELECTRIC PROJECT P<ow "v"""
,, '"' ••• , D. "'PPE :::::-::::.~: ENGINEERING INC. 1 ~-~:'.~_.£ omo-oJ ~i;.ti{~'.:: GENERAL SHEET NU~B(R:
._. SITE PLAN C-080
•RH· 1B-7 ~~00WG. r•LLI0POOWG. tNI-72500WG. Pt-4<:-71'\00WG rtu: coeonso owe Pt 1"\t .,. .. • •
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• ROAD WAS NOT CONSTRUC~D USING DESIGN CRITERIA.
THE ROAD WAS KEPT 'MTHIN THE tOO' RIGHT OF" WAY.
LINE AND GRADE VARIED NOEL Y.
8
-
NOllCE
The• rec:or• era-.,. tta• bMft P"fiPOI"'N
an CCWftP\Itor. S.. ar19-tubmltlol <lotod
&/~I'J& for ~-... d --... ta.
RECORD DRAWINO
TheM rKOr4 •11•1n,. ha-be• Pf'fiPOI""
,_ on hlormotlon pr.-b, olh..-o. "'• Entin-hoo nat _ft.., lh41 occ......,, of
alch infurmDtitl't ... d _.,..not be re~~~pon_..
Par ..,, ~• or crni•_.,.• 'llhicft "'•Y b•
ln.-perated h-oo o "-'1.
~ ENGINEERING INC. ~ I ROAD ALIGNMENT LAYOUT
Nt) I ~·-·• I •·•~'"" "V" I v• I L"" ~~rr~l U· ~orr<: I ~--·~•·••
>RU
OAT[
PFIQJ[CT NUMBER
07250-0J
SHEEI NUMBER: (ISSUE
NO
C-102 I 1
A
B
c
D
A
8
c
D
E
2 3 4 5 6 7 8
APPROXI~ATELY 1J6' APPROXI~ATELY 46' -~-~-
/
/
/-CHANNEL CONTROL
/
/ SILL BLOCKS, SEE
/ DETAILS BELOW
/ 4 5 6
RE~OVE LOOSE MATERIAV
TO SOUND ROCK I
11 17 9 8 14-J
I
./' 570~~------~~~~~c=~=:~==~~==~~~~~~~~:-~:=~--~~==~:;~;:~~~~~~~~~~~~~~====~~==~~~~~----~~~~~ ~A • ~ ' I. 1111 I I
560 -------------------------------------------------------------------------------------------------------------------------------------------------------~~----~=======11_ ______ ~ __
550 550
~
PLAN
l-'z"=l'-0"
SEE NOTE 6
DESIGNED P. BERKSHIRE
'0
I
Ln
ELEVATION
'AI"=t'-o"
2'-0"
(TYP)
Wl.qd ..
&
?~C_TI9N ®
CHANNEL CONTROL SILL BLOCK DETAILS
~ z·-o· .3'-0"
.3" RAD. ~-.,, 1'-0" .,_
ADD J, 15 ----...._
fLOW
SEE NOTE 2 ~
'""'
NOTE: All RElNfORCE~ENT SHALL BE 15012
EW, EF, UNO.
~~=~·~o9N (!)
&
&
NOit:S:
1. PLACE BLOCKS AS CLOSE TOGETHER AS POSSIBLE. & 2. NOT USED
J. NOT USED
4. NOT USED
NO liCE
Th-,_,. c1r.....,911 ha .. b---
1171 ~tar. s.. ari4JinGI a.bmittoll dat .. B/~/H lor li9f'W Cllld -ad ilaalrn.,tL
RECORD DRAMNG
Th-,_,. c1r.....,911 ho .. ,_ --
ba-on ,.,,_lon pro-b, othorw.
Enpte. hoe not wrir.ed tl'le GCC~o~recp ol
Tllo
atdt irlfonttotiaft Clftd ...... ~tot be re..,andllle
tor .. , .... , orNe.-.. l'ftktl .... , ••
lncorpCII"atecl her ..... • • ,..IIAt.
S AT INTAKE PARKING
SO THAT
~ 0 1 2 J 4 fF"EH LXJ I I I I
lo't" -1'-o·
~ r 'jmr
,_..-1'-o·
TAZIMINA DATE
PRO..£CT NU1.48[R·
07250-00J
SCALE: AS SHO~ ... ~ ~ R HYDROELECTRIC PROJECT
IUAMNA-NEWHALEN-NONDAL TON 'L_ "T"""'''I CHANNEL CONTROL SILL
EI.ECTRIC COOPERA liVE r-I..A, ELEVA liON, PLAN 1 DRAWN
E.E. CLEAVER SHEET NU1.48ER: 'ISSUE
NO 0
I<;S\1(
NL) [\~ l[
<REf 18 · ':'<• ['V.G
[1[3LRiPliON 8Y I CHK IAPPR
CHECKED. ENGINEERING INC. AND SECTIONS C-201 1
fiL[: C2CII 72~0.0WG rLO I SCAlE· I¥ 1 OAT[ 1)6/0S/96 Tll-4£ 1· S6prn PA lH 1-4 \07]50 001\0WG\
A
c
D
E
A
8
c
0
E
0
I
0
2 3
16'-0" tJ'-o"
A
I ~
~ ~ ............... LT-1, SEE
~, ·, -~ DWG C-2~1
,_ '-...._ .........
,------------------_::....,
L
I
J I.e~~ flWI nl II~ I L _______________ F--~-~-----;
-/ -I '
r-------------------~~//
,-------,
I I 1
~PARKING AREA/ I EL 583. 5± -·
/
I s I f,.,_~
: ~BARRIERS NOT SHOWN
1 I F'OR CLARITY
I I
I I
I I
I I L _____ _j
PLAN •;.·,,·_o ..
)'
/'
~Qo"' '\..,q.~o ,,
4
BARRIER BLOCKS
(TYP)
5
INTAKE ACCESS
ROAD DRAINAGE
6
8
NOlle£
Th•• f'K:orct ...,..,.,, hoft "-' P'•PorM
.., c:Clll'ftputor. S.. ar9na1 a~bmittal dotect
&/S/91 far ...... ---c~vc ..........
REOCRD ORAYI1NO
Thooe ....,.d .....,...,,, haft -P"IP••d
loa-on lnl-tlon .,......,.d bJ otllorL The
Entin.., ttn not .....,,.... the DCCU'OC1 of
such in,_..,.,tic.1 8fl411 8MII ftG't be rnpond:ll•
tt6' ..,., .-rot"~ or Ol'ftlttloftl llltlc:tt mo1 be
-,oorated ltorein .. a ro..,.t.
7
~
8
NOTES:
1. SLOPE VALVE PIT F'LOOR TO DRAIN TO SUI.AP.
2. BILCO TYPE J HATCH, J' -O"x.3' -o·. STEEL F'RAYE,
GALV, CYliNDER LOCK 'M~ PLUG. 55 HARDWARE.
DRAIN GUTlt:R TO DAYLIGHT. DESIGN HATCH 0~
INTAKE FOR H-20 LOADING.
I sod 1 F'OOT ~-I
~~--1'-o"
bu-d l 1 l F'£ET I--¥.· • ··-o-
4 0 • r~u ~I
v.-• 1·-o·
A
8
c
0
-E
SCALE ~ t---t----j--------+--+--+---1 AS SHO'M'l " .v·-······· ... " . TAZIMINA DATE
IUAMNA-NEWHALEN-NONDALTON 'L_ ~R _ _ HYDROELECTRIC PROJECT DE51Gt,ED P. BERKSHIRE
DRAWN
E.E. CLEAVER
J. PETERSON
•Rff· '8-..,:"'{1('\W!;. INl<::::lCC'W':. 1'•l-7:_'t:<,rJDWG
ELECTRIC COOPERATIVE r:L..A.
ENGINEERING INC. ~iii~~~::::.:·#l INTAKE PLAN
PRQJ[Cl NU!.IEI(R
07250-0.3
SHEET NU!.IBER:
NO
C-210 I 1
rol[:CZ107250.0WC PLOI SCAL[ 1=1 0~ T[· 06/05/96 llt.t[ 2· 39pm P•TH H \fll;/50 fi01\0WG\
A
8
c
D
E
2
585
575
565
555
~ ..,
-BLOCI<OUT v
~
N
ELEVATION
f \ -~\_#5 GALVANIZED BAR
\__ BLOCKOUT
SECTION®
RECESSED HAND HOLD DETAIL
tY'z"=1'-o"
3
~~~~·0 .. @
1 '-0• (MIN) /
EL 577.0
1 u I ///z__ VARIES
EL VARIES
c,lz-~! . 1 1.~·-o·
~~ .. ~.~9N '-~1
DRAIN PIPES
SEE DWG M-231
4 5
~
~
~
6
595
~-APPROX. EXISnNC
// GROUND SURFACE
585
"
575
555
~="LANGEl
(/--.....__,
a 592.oo y-~)
180' ELBOW W/
INSECT SCREEN
EL VARIES
MANHOLE, F"OR
DETAILS SEE
DWG C-952 -
1'-o:.l 1 • 4'-o"
7
12"f STL PIPE
~HANDRAIL
~~~·~o9N '-~1
8
8
LADDER, DWG C-241
PROVIDE LU-2 AT TOP
{LADDER-UP SAF"ETY POST)
OR APPROVED AlTERNATE
1'-6" DEEP •
2'-0" WIDE x
J'-6" LONG
SUMP
EL 562.5
TYP
NO liCE
Th•H f'•cord .,.....,, • .,.,wt e,..,. t:"trPOt..t
'"' ~omputor. 5" or191na1 a.A>mlttaf dot<td
0/5/H for olqn.a on~'""'"-.....
REOORD DRAWING
ltt•a ~011"\f cfrra..,.,. how ._., prr.,.,...
bo-"" lnl....,oUo~ ~~""*'" loy othon. The E"t'"-hoa ftOt _If..., the ._....,, of
""ch lnl-loft .... lh ... "Ot b1 ,_ ........
fr:; arn1 ....,.. .,. Oft't~W ..,.d't ..,.., b•
jn:c.,.,orotect .. .....,. os a r.-,lt,
f--1~1·-o· '
4 J 4 r F'EET ki-tL I
A
8
c
v.-,. 1·-o· E
DESIGNED P. BERKSHIRE PROJECT NUt.IBER
07250-0.3
SHEET NUIAB[R:
1 (1RA'WN
E.E. CLEAVER
TAZIMINA DAT(
SCALE AS SHOWN ... ~ ' lilR HYDROELECTRIC PROJECT
IUAMNA-NEWHALEN-NONDALTON INTAKE
ELECTRIC COOPERATIVE • ELEVATION, SECTION
C-211 I 1
0
ENGINEERING INC. AND DETAILS CHEO<EO 't DAlE (\[ Sc'RtP ll!lN BY I C.-<~< I.>FPRI J. PETERSON
""~"'~D rwr~. IN, :::r c rwr.. 1N r-.,:"~o owo f1LLC21177!'>0DWC PlOT SCAt[ bl ['IA!f "~2/26/96 II~[ ll; 49om PA IH H \Cl7250 (IQI \DWG\
A
8
c
0
E
610
600
590
580
560
APPROX. EXISTING \
GROUNO SURfACE ~
r EXCAVATED APPROX.
1' BELOW BED ROCK
I
I
~ 572.0±
2
0
~
,. 2'-6" .1. 1'-0" .,
.· .· .· f\ .·1-;f
16 ··1 j
V .. h4" M:LOEO STUD
0 1'-s· OC AND 6"
fROM EA END
STOPLOG GUIDE DETAIL L2>e2>eVo·, CALV STL
SECTION A ,.,.,·.,·-a·
3
1'-0"
4 5
25'-0" 12·-o·
1'-o· CTYP
EL 583.88
EL 577.25 ~-
SEE NOTE 2
6" RAD. AROUND
OPENING
!h"••tW HOLD~
DOWN BOLT, SEE
NOTE 1
v.-.. 4-M:LOED
STUD 0 18" O.C.
& 6-fROt.4 EA. END
,t---t---CRATING PLATf0Rt.4 EL 570.5
SEE owe C-242
r+---+---t.4ANHOLE
Y2"x4" SEEPAGE RING
AROUND PIPE (TYP) ___ _.
~~~·~o9N (_~
SEE Owe C-952
1 0" PIPE COLLAR.
SEE owe C-242
4
~ ..
4
DETAIL
~A~~~~niiiW~
6
/
/
/
/
/
/
UNDISTURBED /
t.AATERIAL /
1 /
1 "/ /
/
/
7
r
/
/~PEBEO~NG
~~M~IIF-
NOTES:
BACKfiLL
2
'I/
&
8
---
1. HOlD DOWN BOLTS SHALL BESS, SUPPLY WITH 1!h">e~· SS fLAT
610
A
600
590
8
580
c
570
560
WASHER. SHOP DRILL 7'4"• HOLE INTO 2>e3>e!h" RETAINER BARS LOCATED 1'-o·
fROM EACH END (TYP 4 PLACES EACH COVER). fiELD DRILL AND TAP INTO 1 Y4">eo/a" I 0
CONTINUOUS BAR.
2. PLACE PVC WATERSTOP IN ALL CONSTRUCTION JOINTS IN THIS WALL.
WATERPROOF'
t.4EU8RANE
2" RIGID fOAU
INSULATION, DOW
H140 OR APPROVED
ALTERNATE
N01ICE
Thnu roconl ._...,----., -lor. See on.tna1 -..lltol elated 1~/Mfor,..... ___ IL
RECORD DRA-.G '111 __ ......,.. ____
bo-on lnlotmG-pro-bJ G-L En..,_ hao not -lilt ~""' al
Tho
111<11 lnfonnota. M4 -ftGI ba -·-for .,, .-TW~ 01 omi...._.e whktl ma, M
' lnc.poraleol h•• ......... l
DETAIL Q) ... -.. ' f ~ ,. • ,._,. IE J' .. r-o" -_
I ~ TAZIMINA I I I I I I I•'"' "n-I . ~ · HYDROELECTRIC PROJECT
1~-..,,·_n
ASS .. _ .... DATf
IUAMNA-NEWHALEN-NONDAL TON lilR
ELECTRIC COOPERA liVE
DESIGNED P. BERKSHIRE
1 DRAWN·
E.E. CLEAVER
0
tSSU[
NO DATE DE SCRIPTION
x.RP ff~-':'S~['WC 1N1SECOWG
CHECKED
BY I CHK IAPPR I J. PETERSON
ENGINEERING INC. INTAKE SECTION
AND DETAILS
PROJEC I NUI.IBER·
07250-03
SHEEr NUI.IBER· 11ss_uE
NO
C-212 1
FILE:C21272500WG PLOT SOH 1=1 OAIE 08/06/96 TII.IE: 4.16pm PATH H\07250001\DWG\
A
B
c
D
E
2 3 4 5 6 7 8
6.30
•SEE MECHANICAL AS BUll TS FOR PENSTOCK INFORMATION
620
610
EL 599.5± . · • · r ORIGINAL GROUND SURFACE . . . . . . L fi!IIISH£0 G~ADE . . .
~------------_1_----~-~-u_------~--~~~~----------;----J---1111 ·~ c.. ' -
) " il II I II I 7 =!
600 -, ---
590 I /
550
54-0
-/
10 J 10 ~0 FUT ~I
10+00
,. -10'
ROAD SURf ACE
EL 583.5
BEGIN PENSTOCK
STA 10+00
~ EL 566.5
10+20
r ORIGINAL GROUND
SURFACE
SCALE: Y." • 1'-o·
AS SHOWN
DESIGNED P. BERKSHIRE
1 ~A~ E.E. CLEAVER
0
ISSUE
NO
"Prr
L:·•fE I C(SCRIPTION
CH(CKEO
BY CHK IAPPR I J. PETERSON
---,------------
~ 60~ I.D. STEEL PENSTOCK -
&
10+40 10+60 10+80 11+00
PROFILE
1"•10'
milES;_
1. CONTACTOR SHALL DETER~INE TEMPORARY EXCAVATION SLOPES.
A COI.t81NED USE Of SHORING. ROCK BOLTING AND LAYING
BACK Of SIDE SLOPES OF EXCAVATION NAY BE REQUIRED
TO MEET MINIMUM SAFE REQUIREMENTS OF SECTION 05.160
Of STATE OF ALASKA CONSTRUCTION CODE (EXCAVATION
STANDARDS) AND THE LATEST FEDERAL OSHA EXCAVATING
AND TRENCM STANDARDS.
2. CONTRACTOR TO SUBMIT PLAN SHOWING THE EXTENTS
Of TUNNEUNG: TUNNEL SHAPE; PENSTOCK PLACEMENT
CONCRETING. AND GROUTING PROCEDURES PRIOR TO
STARTING THIS WORK.
J. WAX TUNNEL WIDTH OR HEIGHT • 10'
4. INSTALLATION OF OWNER FURNISHED
81FURCA TION REQUIRES FULL PENE TR A nON
BUTT-WELDING OF 1-6D" OIA AND 3-42" OIA PIPE
JOINTS AND REPAIR Of COATINGS AND LININGS.
5. FABRICATE BRACKET TO ~OUNT VENT PIPE
TO FlNISHED SHAFT WALL.
SEE NOTE 2
N01ICE -...... -.. ..... -.... _... .. -~--s.. ""'--.lltc:l oloi<G
0/$/11 for ....... ---.. t •.
RECCIRD DRA..O __ ..,......,. __ ___
.,_ .. ~-llofl ...-.. , ....... n..
Enf1n-hft ~.t ---_, of -~---... --................
OPEN TRENCH
EXCAVATION OR TUNNEL
11+20
I T\JNNEL I "--"1 ~-45'-0" ~IN
11+40
CLASS II
CONCRETE
EXCAVATE
AS REQUIRED
4" SEEPAGE RING
STA 11+80
530
---··---,-~ ............ ,....L TYPICAL TUNNEL SECTION 450
IUAMNA-NEWHALEN-NONDALTON
ELECTRIC COOPER A llVE
SCALE: ~-= 1'-o·
liR
ENGINEERING INC.
11+60 11+80
l.
SEE SHAFT PLATfORM PLAN 0 EL 560.0'
ON DWG C-311
POWERHOOSE CAVERN
OWNER FURNISHED BIRJRCA TION I
I SEE NOTE; 4
l-
12+00 12+20
TAZIMINA
HYDROELECTRIC PROJECT
PENSTOCK
PROALE AND SECTIONS
12+40
DATE·
SHEET NU~BER·
C-301
FILL CJ01 72~0 OWC. PLOT SC •LE 1 "' DATE. 02/28/96 TI!Jf 10: 59om PA fH
A
.. i IS
''C
. 'D
1
A
8
c
0
DC PANEL
STATION SERV1CE
TR ANSFORUER
POWER PANEL
TO
DRAINFIELD
SEE NOTE 2, owe c-451 -----== ~
2
~
RADIATOR EXHAUST DUCT
1 AUTO TRANSFER
SWITCH
r /1\.1
FLEXIBLE DUCT _/ ~II.___..J
CONNECTOR
TRENCH
MCC, TYP
3
10'-0"
14'•24'
[TRUCK BAY
........_
(!) "" " \
4
\ 8\
I
/
\
I
I
I
I
I
I
I
0
I
------
b
I
iD ...,
5 6 7 8
NO. QTY. EQUIPMENT SPECIFICATION
EYE WASH STA liON
2 2 TRICLASS ARE EXTlNCUISHER
J 1 WALL EXHAUST FAN W/ BACKDRAFT DAt.IPER, 1800 CFU, 950 RP'-1
1/6 HP, 115 VOLT. SINCLE PHASE, COOK FAN COUPANY MODEL
16SP100 OR APPROVED EQUAL
4
5
6
7
8
9
10
11
12
& 13
14
15
16
N011CE n.---...... h .... --...
... -··· -01191nal -~~· <lottNII
l/'!>/t61ar...,..., ___ ...
RECORD DRA...O lto ___ ....,.. ...... _ _... .......... lnl--~ ., .-.. n.. Eft..,_ 11ft 1\0I --.. oc:..,aey af -ln-1011--I\OIM--fer•J....,.W_O..,ic:ft,.JI>e ___ ................... t.
2 WALL ADJUSTABLE LOUVER, AUTOt.IATIC OPERATION, ELECTRICALLY OPERATED.
120 VAC, 0RAJNA8LE EXTRUDED ALUMINUM CONSTRUCTION
OIL/WATER SEPARATOR, 100 GALLON CAPACITY. Y•-INCH GALVANIZED
DIAMOND PLATE STEEL COVER. ACID RESISTING COATING, SLUDGE RETAINER
WEIR, REMOVABLE FLOW DIFFUSING BAFFLES. UTILITY VAULT COt.IPANY
MOOEL 25-SA OR APPROVED EQUAL.
2 ElECTRIC UNIT HEATER, 10 KW, 480 VAC, 34,100 BTU, 3 PHASE
CHROt.IALOX NODEL t.IUH-10-4, OR APPROVED EQUAL,
HORIZONATAL THROW, WALL MOUNTED
ELECTRIC BASEBOARD HEATER WITH INTEGRAL THERMOSTAT, 5,120 BTUH. 6 FEET
LONG, MARLEY-OMARK MOOEL OMKC-2516 OR APPROVED EOUAL
CUMMINGS TANK-MOUNTED. DIESEL-FuELED. ENGINE GENERATOR, MOOEL 50 DGCA,
60 HZ, PROVIDED BY OTHERS, INSTALLED BY CONTRACTOR. CONTRACTOR IS
RESPONSIBLE FOR THE CONPLETE INSTALLATION INCLUDING MOUNTING AND ANCHORAGE,
EXHAUST AND MUFFLER ASSEMBLY, AND WIRING, ACCORDING TO THE MANUFACTURERS
RECONMENDA liONS.
FlOOR DRAIN, 9-IN TOP, FLUSH MOUNTED
THROUGH-WALL EXHAUST FAN, MC UASTERS-CAR NO. 2089K5
OR APPROVED EQUAL. lOlii" SO. 12 VOLT AC, 60 HZ
SIZED FOR WALL THICKNESS AS REQD.
8'-0'•10'-o· ACCESS HATCH, BILCO MOOEL JO-AL. WITH SAFETY CHAINS
NOT USED
NOT USED
BILCO TYPE J HATCH, .:5'-0"•J'-O" ALUMINUt.A COVER
LOUVER. MCMASTERS-CARR NO. 20J8KB1, 1 2•12, OR EQUAL
FIELD FABRICATED RETURN AIR LOUVER
NOTES:
1. DIESEL GENERATOR. DIESEL FuEL TANK; CONTROL. SWITCHGEAR AND
STATION SERV1CE PANELS PROVIDED BY OTHERS
2. PROVIDE TRAP AND VENT LINES. VENT LINES TO EXIT
ROOF NEAR NORTH WALL OF BUILDING
3. LOCATE ELEVATOR ACCESS DOOR TO MATCH ELEVATOR L\_
ENCLOSURE OPENING. ill
DESCRIPTION:
USAGE:
LOCATION:
702:
1901:
TABLE 5-A:
TABLE 5-C:
TABLE JJ-A:
DESIGN SUMMARY
PRE-ENGINEERED METAL BUILDING. STRUCTURAL STEEL
RIOlO FRAME CONSTRUCTION. SHEET METAL WALL AND
ROOF PANELS. REINFORCED CONCRETE FOUNDATION.
OVERALL BUILDING AREA: 1,656 S.F.
POWERHOUSE
TAZIMINA RIVER, ALASKA
1991 USC CODE SYNOPSIS
OCCUPANCY 9-4: POWER PLANT
CONSTRUCTION TYPE 11-N WALLS AND PERMANENT
PART1T10NS NON-COt.IBUSTlBLE
FIRE RESISTANCE OF EXTERIOR WALLS ONE HOUR IF
LESS THAN 5 FEET FROM PROPERTY UNES.
B-4: 11-N 18,000 S.F. ALLOWED
MINIMUM EGRESS REQUIREMENTS: 100 S.f./OCCUPANT
ONE EXIT: MAXIMUM OCCUPANCY • 16
... ..J • 1 rtET k;+tN I
v.--1·-o·
E ~ --~ TAZIMINA '"'
SCALE" Y4"•1'-0" '" ~ J HR . HYDROELECTRIC PROJECT
1 05/08
0 06/05
ISSU£
NO
XRl r T8
ED FOR CONSTRUCTION
['(SCRIP liON BY
DESIGNED: P. BERKSHIRE
DRAWN:
E.E. ClEAVER
CHK IAPPR CH(CK£D M. HAYNES
IUAMNA-NEWHALEN-NONDAL TON
ElEClRIC COOPERA llVE =··<.~ · " ... <i!.ll CONTROL BUILDING ENGINEERING INC. "\(:, :.:_·.-.-·:~. 7 PLAN
PROJECT NUI.IBER:
07250-03
SHEET '·~t,j8£R·
C-402
fll(: C4027250.DWG PLOT SCA~( 1: t OAT[ 06/0S/96 TIME: I 5Jpm PATH H \ r AZII.IiNA \
ISSUE
NO.
1
A
8
c
0
E
A
8
0
E
2 3 4
11·-o·
---
W£A~ER
HOOD (TYP)
EL 600.0
!)
2'-0" TYP•I 11•11
EL 600.0
~------~--------~
NORTH ELEVATION
XHAUST FAN WI~ 'IIEA~ER HOOD
EL 610.5 , • -,i -,v ,1
6'-6"
WEST ELEVATION
~+-~---------------r-T~-t ~~ Y4•1'-o·
1 105/08/981 AS CONSTRUCTED
0 I06/05/96(1SSUEO FOR CONSTRUCTlON
ISSUE
NO DATE
xRff-18-'iSO OWC
OESCRIPfiON
DESIGNED P. BERKSHIRE
DRAWN·
E.E. CLEAVER
CHECKED
8Y CHK IAPPR I J. PETERSON
/
DIESEL GENERATOR EXHAUST PIPE WI~ INSULA TEO WALL
Tliii.IBLE, W£A ~ER HOOD
&
NOliCE
'lh-r.......s•-.ohO .. _III_M
I EL 600.0
on c.....,..t..,., See orloQinal eullmltlfll <1o1M
1/!1/H 10< o19*1 ---_ _,to.
RECCIAD ORA~
Tho• r.......s ••-•• ...,. -pr-ba_.. on In-...-br .,....,_ The
Engln-hao not -tho ac-al
ouch lnf_..,.---" •-lAb!• lot anr ..,..,.. ..,. ami•-. oohic:lt mow bo
incfll'll(..-atod -ao a r•••ll.
1' -O" TYP • I II • II
IUAMNA-NEWHALEN-NONOAL TON
ELECTRIC COOPERATIVE Jill
ENGINEERING INC.
b 8
NOTES: ~
1. CLAI.IP KIT I.IOOEL SS1 TRIPOO Willi WHIP ANTENNA
OR APPROVED ALTERNATE (1000 FT-LB OVERTURNING
I.IOMENT).
2. I.IINII.IUI.I ROOF SLOPE SHOWN. ROOF SLOPE
SHALL NOT EXCEED 411: 12H
tO' -0-K10' -0" ROLl-UP
SERVICE DOOR
0
I (5/ ENGN£ EXHAUST
J' -0"•7' -o·
STEEL DOOR
V DIESEL GENERATOR
RADIATOR OISCH.A.RG
LOUVER AND
WEATliERHOOO
T-~,;. __
__j
SOUTH ELEVATION
I [ill)}/~~~ ... HO
3'-0"x7'-o·
STEEL DOOR
A I v--------~----------~
EAST ELEVATION ka-wJ ! j F£n
y.· -1'-0"
TAZIMINA
HYDROELECTRIC PROJECT
CONTROL BUILDING
EXTERIOR ELEVA llONS
DATE·
PROJECT NUMBER
07250-03
SHEET NUMBER IISS.U E
NO
C-404 1
fiLE: C4047250 OWG PlOT SCALE. 1~1 OATE-02/21 /~6 filA£ 4 4 7pm PATH H: \07250 001 \CWG
A
B
c
0
E
'
A
8
c
0
E
"
PERFORATED
FOUNDATION
ORAIN UNE, TY?
" "
~ -----'r+
"vt:RnCAL DRAIN, TYP
SEE NOTES 4 AND 6
2
IJ" I
I II
I II
I II
II II
II II
II II
II II
II II
II II
II II
II II
II II
I I I I
II I I
II II
II II
II II
II II
II II
II II
II II
II II
I I 26'-0" I I
II II
II II
II II
II II
II I
II I
II 11
II II
I I I I
II II
II II
II II
II II
II II
II II
II II
II II
II II
II II
1"ek12'-0" LONG H
TYR8 2 ROCK BOL liS
II II
II I I.
II II
II II
II II
II II
II II
II II
I I II
~
/
/
--/
•/
/
/
/
/
-v *+----
DETAIL
~·-1·-o·
t'-o·
8 ....
III
a
~
5
U!EL 594.67
.... .... < ~
SEE NOTE 8
11\
\:::J
4
.... , ............
......... ..............
.......... ........ ...........
\
\
\
\
j
....... I
/
/'
I I
. tD I !/ ..:,
.~/
'
5
\
\
\
' \
\
\
\
/
/
\
\
\ -\--/
6'-5"
22.5• (TYP)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
.........
6
I
I
I
I
I
I
I
I
I
I
I
I
----......... ......__
0 ,,
~
I
I
I
I
.......... .., ...
_ ..........
........
..-""
..,.,.,-'"
\ ..-/"B"LINE
\ I
\~
7 8
NOTES:
1. MINIIAUIA PATTERN OF ROCK BOLTING REQUIRED.
IN MORE FRACnJREO ROCK, A SPLIT SPACING
0 22Y:z' MAY BE DIRECTED BY THE ENGINEER.
2. ALL ROCK BOLTS AND FlRST LAYER OF' SHOTCRETE
~ SHALL BE INSTALLED BEFORE ADVANCING TO THE
l.!!.:l, NEXT EXCAVATION SEQUENCE.
3 . ...NOT ;.;sED
6. PROVIDE 1'-0"x1'-0" BLOCKOUT AT BASE. DRAIN
INTO POWERHOUSE GUTTER .
7. SHAFT CONSTRUCTION ABOVE EL 580.0 MUST BE
COMPLETED BEFORE SHAFT CONSTRUCTION BET\1~£EN
ELEVAnONS 500.0 AND 580.0 .
8. ALL REINFORCEMENT 51-IALL BE 15 0 12 UNLESS
NOTED OTHERWISE .
/.
~
"A" LINE~ I SEE UNFOLDED
BOLT PATTERN
.......--_, \
\
'
~ · ........... ""-/ .........
/
/
/
< .........
/
' \
\
\
\
\
\
\
\
\
\
\
\
.........
.................................
e
(-··("""I
[il lll ~~ e EJ 8 i.o
b
.I
I I II
II I
II I SECTION (A v.·-1·-o· -~ EJ 9 ..,
II II
II II
II II
II II
I I II I I
II II II
_, J---~EL 48J.o,r --~ r --,II I
" > '-
SH AFY~-=~~0~TION~
./
1"ex12'-0" LONG f TYPE 4 ROCK BOLT (TY?)
CENTER OF PENSTOCK
S<JPPORT PAD (TW) ~ ~[
~J (T'I'P)
BOLT PATTERN
AT PENSTOCK SUPPORT
~--1'-0" 14" • 1 -o
H01'ICE n..._cn........,. ___ ..
... _t .... s.. ......... -lttal elated
t{S/W ........... ---~ ..
RS'XRJ DRA..O Th--en.....,. ..... -_.. ............ ,_._ ,.,.._ ,, -.. ,....
£...--""' _...,. the .....-..c, ol
_ ... ____ ,... ... __
...... , _..,.. .. -·-· ....... -· ... ~--........ ~.
s 13 s
SEE NOTE 1
UNFOLDED BOLT PATTERN "'· ... ,·-o·
~ J 8 16 FEET ~ I I
... -r-o·
4 0 4 1 FEET
ki-wt;;;J-1_ . . __'
A
8
c
10
k.w-d f 1 FEET
~· • r-o· E
SCALE ~ ._+----+---------+---+----+--AS SHOWN '-h-.--···"' i TAZIMINA
IUAMNA-NEWHALEN-NONDALTON L ~ HYDROELECTRIC PROJECT
DATE
DESIGNED P. BERKSHIRE
ORI\WN:
~-t~~r.=~~~~~~~------4---~~~ EE. CLEA"vt:R
CHECKED ISSUE
NO 01\T£ ('(SCRIPTION BY I CHK IAPPR I J. PETERSON
XR(F fB-7250 OWG
ELEClRIC COOPERA11VE .J.. .,L.A.'-SHAFT AND POWERHOUSE
EXCAVATION
SECTIONS & DETAILS ENGINEERING INC.
PROJECT NUMBER:
07250-03
SHEET NUMBER: 'ISSUE
NO.
C-501 1
fiLE:CSOt7250.0wG PlOT SCAL£. 1:1 OA!t: 02/28/96 TllolE. 10 .lJom PATH H \TAZIIoliNA\
f'
,
'
0
I
io
I
A
I
':.,
I ;....
'I . \0 0
I I ...... ......
8
0
I
~ \
~
~
~'
2·-o·
f)-7"
c
D
2
26'-6"
~
3 4
-:?
---il~~
-----__c TAILRACE ru .. ~) ~ -~ --~ ~ ~
I
I
-I
5 6
I ' I ~-__ N 6<"<5"08• E _ , I __
1
__ ( PENST~C_K __ _
0
I
"N ,.,
I \ I ---L------+-
! ~CENTER Of" SHAFT / i
I r NOTE l 1 UNIT I
6'-5"
58'-6"
PLAN
45'-6"
"A" UNE (T'tP)-'\
--\__
f UNIT 2
.&'-
"A" LINE
0
10'x12'
' -v • 1 I II ,. --FIBER REINfORCED
SHOTCRETE
ff EL 483.0 L
SEE NOTE J '4 -_IIIK_lt • .t-..;: ----...
N011CE
"'--• dra!Oinqa ha .. ---"" -~-. S.. orltlnCII -ltta dotH
1/5/M tar ..... lid'""'--tL
R£CORD ORA..C
n.-rec•d dra!Oinqa ho .. -.,_...
...,_ an tnl-atlon proWIH loy O!Nn. Til•
Ent-hot not .-i(ood tile G<C>KOC:y of
-ln"'"""tlon Md -not ..., ••-..,.• ,_. .,, ..,.... 01 omlnkwtl whicfl mey M
'"-otH hw•tn o• o , • ...,t.
7
&
I
£ PENSToqK
20' RADIUS
0 .~,-0
I
~
L FlNISHEO
!) : SURfACE (T'tP)
-·-__._ ------
r---1 --,
I I
t"'t"-f:Y I \ _ _LI I
" : / I I ./ I I I
a
NOTES:
1. 0 SYl.IBOL SHO~ INDICATES MANDATORY
EXCAIIA TION SEQUENCE Of POWERHOUS£.
2. ALL ROCK SOL TS AND SHOTCRETE SHALL
BE INSTALLED BEI-"ORE AOIIANCINC TO NEXT
EXCA\IA TION SEQUENCE.
3. EXCAVATE AS REQUIRED FOR loiiNIMUM CONCRETE
CO\IfR.
4. SLOPE SUIAP PIT FLOOR TO DRAIN TO PUMP.
..--SEE NOTE J
A
B
c
0
4 ~ 4 r f"EET kJa\;;r I SECTION ® v.·. ,_,. E
E TAZIMINA D"'
scALE y4·-r-o· '-~ j HR HYDROELECTRIC PROJECT
~ o"fotiios
ISSUE
NO D~TE
AS CONSTRUCTED
ISSUED FOR CONSTRUCTION
DESC'l'~"' 2'•
-.:>1rr-IF!-'l~O owe
BY CHK IAPPR
DESIGNED: P. BERKSHIRE
DRAWN:
E.E. CLEA\IfR
CHECKED
J. PETERSON
IUAMNA-NEWHALEN-NONDAL TON
ELECTRIC COOPER A 11VE POWERHOUSE CAVERN
EXCAVAllON ENGINEERING INC. PLAN AND SECllONS
PROJECT NUMBER·
07250-0.3
SHEET NUMBER: 'ISSUE:
NO.
C-502 1
Fll(.C50272500WG PLOT SC~L( 1;1 OAf£ 02/28/96 TIU€: 10 19om l'•TH H \TIIlii.IINA\
A
8
c
E
LADDER, SEE LADDER
DETAIL, DWG C-:241, __./
EXTEND TO EL 488.0 ~
2
OIL/WATER
SEPARATOR
/
25'-0"
V4=1'-0"
\.
'-
3
------
PERI'-IETER F"LOOR PLAN DRAIN, SLOPE TO
DRAIN TO SU'-IP
L-UF"TING BOLT W/EYE
( T'r'P) SEE NOTE 2 ··-o· ··-o·
(TYP) (TYP)
TURBINEJ
DRAfT TUBE
{TYP)
--~------------------------~-------
5
v:~r-.o·
6
~
l 4x4x:Ya GAL V
STRUT, 2 REO'D
DRAFT
TUBE
STRUT NOT SHOM-1 FOR
·\_ CLARITY, THIS SIDE
Y:z" GALV I(
~~5~o9N EB
&~i
DRAFT TUBE
SUPPORT
BRACKET
7 8
NOTES: &
1. BILCO TYPE J HATCH. 3'-0"x3'-o•, STEEL F"RAME,
GALVANIZED, STAINLESS STEEL HARDWARE. DRAIN
GUTTER TO TAILRACE.
2. LOCATE PRIMARY UF"TING EYE BOLTS OVER
THE TOP OF LIFTING LUGS ON THE GENERATOR, TURBINE
SCROLL CASE. DRAFT TUBE AND TURBINE SHUT-OfF"
VALVE FOR EACH UNIT. LOCATE ADDITIONAL UF"TING
EYE BOlTS 4'-0" TO EACH SIDE OF" THE PR11.4ARY
UF"TING EYE BOLTS.
N011CE
n... ....,ord anowlnv• ha .. -.......,_
.., -~-. s.. """vin"' .. -Itt· datlld 0/~/M ,.., ....... ..,d _.., c~ocum..,to.
RECCR) DRA'*G
Tho• ...,ora dnowlnt• --.......,_ boolld .., Information pro-Dy ott>••· Tho En,..._ hoe not ..-~-tflo aecwacy ol
.. c:tt '"fof'rnotk:wt on4 llhal not be ,....,.,., • ..,..
few any .,.,.01'"1 01 cwnl...,l .nic:ft moy be ... ..,...,... .... h-..............
STILLING WELL
ASSEMBLY
l -\ 4 CENTERED ON DRAFT TUBE r;;!!!;} I I I j I !scALE •.. .• .. I ~ ~ I <:::>:;:::::;>~ ioATE
DESIGNED P. BERKSHIRE
~A
~-t~~~~~~~~~~------4-~~~~
CH(O<EO·
E.E. CLEAVER
BY I C'-'< IAPPR I 0. HIPPE
IUAMNA-NEWHALEN-NONDALTON 'L_ ....,......,-:)
ELECTRIC COOPERATIVE .I 1...A.. '-
ENGINEERING INC.
HYDROELECTRIC PROJECT
POWERHOUSE
GENERAL ARRANGEMENT
PROJECT NUMBER
07250-03
SHEET NUMBER,
C-521 I 1
FIL(. C521725QQWG PLOT SC~LE 1~1 QIIT[ 02/28/96 I!ML 4 •9pm PAIH·H:\TAZII.AINA\
A
8
c
0
E
A
B
c
D
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2
r---t-----1-----------------------------~--~--~--~SCALE: NTS
1
0
ISSUE
NO DATE
XR(r f8-ll~G [)WG
DE SC'<IP TION
DESIGNED. P. BERKSHIRE
OI<AWN
T . .t.. I.IAUS
CHECKED
By I CHK I APPI< I J. PETERSON
3 4 5
IUAMNA-NEWHALEN-NONDALTON 'L.. ~R
ELECTRIC COOPERATIVE C1A.
A , ~
ENGINEERING INC.
6 7 8
1/J
& NOliCE
-,_, ·-9• h .... -pr_ ...
... ._t .... s......, ...... lllaiOaled
l.f'/H "" oi9ned and -ed -lL
RECCIIJ DRAWtG
,......_ recorO *a"'t• hen. been .,.....,._.
l>oMd .., ln-Uon pro-by olh.,._ lho ~-hao not _,.... tho GCX:Unley of
-In-lion -oh.,. not bo ·--fer _.., ..,. ... 01 amt .. ka"• •~ctt may tMi
..._.ted ....,.., ao a mull.
TAZIMINA
HYDROELECTRIC PROJECT
POWERHOUSE
SPACE FRAME
ISOMETRIC VIEW
PROJECT NUI.IBER
07250-0J
SHEET NUI.IBER: IISSUE NO
C-541 1
FILE C541 7250.DWC. PLOT SCALE: l•l DATE· 02/26/96 Tlt.l[ ! 27om PATH H \fAZit.IIN.t.\
A
8
c
D
2 3
510
500
A
,.f
/POWERHOUSE CAVERN
81 450
11+60 11+80 12+00 12+20
BACKFILL TO SURROUNDING
GRADE USING LOOSE ROCK
ANO TUNNEL SPOILS
~
c I • f"'~~ X/
SCALE LOOSE ROCK
FROM UPSTREAM Of OPEH
CHANNEL
0 I
I
I
I
/~
E
~--+-----~------------------------------+---~---+--~SCALE: 1" -10'
DESIGNED P. BERKSHIRE
~~~~~r.=~~~~~~~~----------~--~--~--4 0RAWN: E.E. CLEAVER
CHECKED·
CAfE I DESCRIPTION By I CHK I APPR I J. PETERSON
... ~rr
4 5 6
510
7 8
:Y•"x6' -a· TYPE 1
ROCK BOLTS 0 J'•J'
SPACING
4 1"x12'-Q" TYPE:4 ROCK BOLTS
0 2: OC HORIZONTALLY
8' HORSESHOE SHOTCRETE I LINER PLATE
14+05
.-.....__, .......__, "'--"'" ~ ~ .............-.-~ ~
14+20 14+40 14+60
PROFILE
1"=10'-0" 15012 EW EF
z
~
CONCRETE
ENCASEMENT
/ STEEL LINER ----..._
PLATES
l~ I l Y'\_.~ !
0 .;;
&
I( 1-0"xt'-O"xY:z"
ANCHOR TO ROCK
USING 1" DIA. EXP
ANCHOR 0 4" O.C.
EA. SlOE
v-
Y:z"• GALV
BOLT
4x4 PRESSURE TREATED
11MBER, #2 OR BETTER
DOUGLAS FIR {TYP)
STA 12+58
¥4"=1'-0"
IUAMNA-NEWHALEN-NONDAL TON
ELECTRIC COOPER A 11VE HR
ENGINEERING INC.
3"
SECTION A .y:.r-o·
IE 475.0
'\
'\
J" flBER REINFORCED
SHOTCRETE
450 "-\.._A ~'-.....,./.....__, L!::i A A I
14+80
'-BACKfiLL ~TH LOOSE ~Ill . r-·---r--nr ROCK AND TUNNEL EXC.
SPOILS.
ANCHOR TO ROCK
~TH GROUTED
PIN {TYP)
N011CE ----..----"" ""·---s.. ....... -lttol ... , ... t~/H fw ......, --IIDC:Ymcnls.
R£CQRD DRAWHG
n. ........... -··--"'-"" l>oM ..., inl-tioft pn>-lty othwL n..
£nt~n--not---ocyof .,.., ln'-otioft--not M --
fw ""' ....... "' -·-.... , ...
..._ _____ t_ l.,
I a.
1'-o·
(TYP)
15012 EW EF
, ... 10'
0
&. · .. r·-··, 1 .. kxJ . o· ~.--1-
A
HYDROELECTRIC PROJECT
TAILRACE TUNNEL
PROFILEt PLAN AND SECllONS
SHEET NU'-18ER·
C-581
FilE C581 7250 DWG PL01 SCALE' I= 1 DA IE: 02/28(96 TIM( 2 •9pm PA T>i
1
A
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