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Susitna-Watana Hydroelectric Project Document
ARLIS Uniform Cover Page
Title:
Susitna RCC dam cost evaluation : final
SuWa 197
Author(s) – Personal:
Author(s) – Corporate:
Prepared by R & M Consultants, Inc. [and] Hatch Acres [and] Jack Linnard [i.e. Linard] Consulting
AEA-identified category, if specified:
AEA-identified series, if specified:
Series (ARLIS-assigned report number):
Susitna-Watana Hydroelectric Project document number 197
Existing numbers on document:
Published by:
[Anchorage, Alaska : Alaska Energy Authority, 2009]
Date published:
November 16, 2009
Published for:
Date or date range of report:
Volume and/or Part numbers:
Final or Draft status, as indicated:
Final
Document type:
Pagination:
[191] p.
Related work(s):
Has supplement: Susitna Project supplemental report, low
Watana Dam RCC concept cost evaluation : final. (SuWa 216)
Pages added/changed by ARLIS:
Notes:
From the Alaska Energy Authority's Susitna Reports webpage (September 23, 2013).
All reports in the Susitna-Watana Hydroelectric Project Document series include an ARLIS-
produced cover page and an ARLIS-assigned number for uniformity and citability. All reports
are posted online at http://www.arlis.org/resources/susitna-watana/
Susitna ProjectSusitna Project
WatanaWatana and High Devil Canyonand High Devil CanyonWatanaWatanaand High Devil Canyonand High Devil Canyon
RCC Dam Cost EvaluationRCC Dam Cost Evaluation
FinalFinal
November 16, 2009November 16, 2009
High Devil Canyon High Devil Canyon –– RCC ConceptRCC Concept
Prepared By:
Jack Linnard Consulting
SSWWRRFFNNSusitna ProjeSusitna ProjeWatanaWatana and and RCC Dam CoRCC Dam CoFinalFinalNovember 16, November 16, ectectHigh Devil CHigh Devil Cost Evaluatioost Evaluatio20092009CanyonCanyonononPrepared By:
High Devil Canyon High Devil Canyon –– RCC ConceptRCC Concept
Jack Linnard
Consulting
Susitna ProjectSusitna Project
WatanaWatana and High Devil Canyonand High Devil CanyonWatanaWatanaand High Devil Canyonand High Devil Canyon
RCC Dam Cost EvaluationRCC Dam Cost Evaluation
FinalFinal
November 16, 2009November 16, 2009
High Devil Canyon High Devil Canyon –– RCC ConceptRCC Concept
Prepared By:
Jack Linnard Consulting
11/16/09
Susitna RCC Dam Cost Evaluation
Final
November 16, 2009
Prepared by:
R&M Consultants
Hatch Acres
Jack Linnard Consulting
R&M Consultants - Hatch Acres AEA – Susitna RCC Dam Cost Evaluation
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EXECUTIVE SUMMARY
At the time of the Susitna Project studies studies for the 1983 FERC License Application and 1985
amendment to the License Application, roller compacted concrete (RCC) texchnology was not
regarded as sufficiently developed to use in the construction of large dams. Over the past 30 years,
however, roller compacted concrete has developed as a construction material for dams of increasing
size and techniques of material placement and composition of the RCC mix has been refined with
experience. The Alaska Energy Authority is considering materials of construction for the Watana and
High Devil Canyon dams other than using earth embankment and rockfill structures and has
identified roller compacted concrete as having potential for cost savings in construction of Susitna
project dams.
R&M Consultants study team (R&M) was engaged by the Alaska Energy Authority (AEA) to develop a
conceptual design and perform concept level cost estimates for a RCC dam at the Watana site and at
the High Devil Canyon site. The study was scoped to consider the full height Watana and High Devil
Canyon RCC dams to be mutually exclusive single dam operations and the costs to be based on
taking the organization and results of the 1982 Acres Feasibility Study updated to December 2008
dollars as sufficient for the purposes of the current concept study.
In conducting the study we reviewed the environmental conditions reported in the 1983 and 1985
FERC license applications and associated environmental studies at the sites including reviewing the
hydrology, geology and seismicity for the Watana and High Devil Canyon locations and found
present conditions to be consistent with that reported. It is noted that the geology at the HDC site is
drawn from the general geologic studies of the Susitna Project and the conditions at the High Devil
Canyon site reported in the 1974 Kaiser report.
The Watana RCC dam cost estimate utilizes the information and the format of the 2008-based cost
estimate HDR/DTA updated to the extent that it is possible to maintain an “apples to apples”
comparison of the concepts. In areas where there are modifications to the earth embankment dam
project due to the alternate RCC dam configuration, new quantities and unit prices were developed
reflecting the change in technology. We have stated costs of the RCC concepts in December 2008
dollars to be consistent with the HDR/DTA cost estimate.
The cost estimate summary, Table ES-1, summarizes the estimated cost of the Watana RCC dam and
High Devil Canyon RCC dam options. A detailed summary of costs is presented in Appendix B and
detailed costs are included in Appendix C for Watana RCC dam and Appendix D for High Devil
Canyon RCC dam. The cost estimates focus on the RCC dam and scales the cost of project
features/facilities such as the power tunnel/power conduits, powerhouse, switchyards, transmission
lines, site road and rail access, operations support facilities and similar features as they are affected
by details of the RCC dam options.
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In developing the RCC dam costs, the access tunnels, underground powerhouse and hydraulic works
in the Watana 2008 basis estimate were retained for both of the RCC dams and both RCC concepts
studied have been estimated with identical 1200 megawatts of installed capacity in the powerhouses.
The use of RCC allows different project arrangements for project facilities including cofferdams,
spillway, intakes, water conveyances and powerhouse that could provide additional cost savings
potential. The use of a surface powerhouse with short penstocks at both of the RCC dams has
potential for substantial saving in cost due to elimination of a large amount of underground work for
access and hydraulic tunnels and chambers and powerhouse but the surface powerhouse concept
was not developed due to not being in the scope of the present study which concentrated mainly on
the RCC dam structure and surface access and support requirements.
Costs of RCC materials and a conceptual design for the prospective RCC dams was based on
experience in the past decade at other locations in the world where RCC dams have been
constructed, particularly dams in the height class of the full height Watana dam and High Devil
Canyon dam which are in the 800 to 1,000-foot high class. It is noted that RCC dams have been
constructed in Mongolia and other cold regions locations.
We have found no fatal flaw in the basic concept of building the Full Watana Dam or High Devil
Canyon dam using RCC (detailed geologic investigation, including drilling, at the HDC site is needed
to confirm no fatal geological flaw exists at that site as our study is based on data from the 1974
Kaiser report as mentioned above). We estimate that the RCC option offers a potential reduction in
capital cost compared with the embankment dam option.
Our cost analysis has made as direct a comparison as is reasonably possible between the estimated
costs of the RCC option and the embankment option, and we the embankment option at Watana is
estimated to require 6 years to construct after completion of diversion construction. We estimate
the capital cost on the same basis (December 2008 dollars) for the Watana RCC dam is $6.6 billion
and will require 4.5 to 5 years to construct after diversion and the High Devil Canyon RCC alternative
is $5.4 billion and will require 3.5 to 4 years to construct after diversion based on volumes and
production rate of a large RCC production installation.
Optimization of the RCC design will almost certainly result in a further decrease in the estimated cost
of construction in particular the use of a surface powerhouse mentioned above would significantly
reduce the amount of subsurface work and potentially shorten the construction schedule. It is noted
that, if built using RCC, either the Full Watana Dam or High Devil Canyon would set a new precedent
for height of an RCC dam, and there will inevitably be some associated risk. Further study of the
concept is required to understand the issues associated with an RCC dam of this size at these sites.
It is possible that developing the RCC concept to its final design configuration and moving toward
construction could result in development opportunities for basic industries in Alaska in producing
cement and pozzolans and perhaps fly ash.
Access and logistical considerations including road, rail and air transport are of concern at a remote
site such as the Susitna Project sites. Housing for Owner representatives, engineering, scientific and
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construction personnel, over the life of the project construction is assumed to be in modern long
term type camp accommodations that meet current codes and standards for these type facilities.
Provision of on-site medical and recreational facilities and support for workers under the federal and
state regulations is an important consideration.
If AEA determines to move forward with the Susitna Project it is imperative that a preliminary Notice
of Intent be filed with FERC at the earliest possible date under the Alternative Licensing procedure
(ALP). Permitting for the project by FERC requires regulatory compliance issues be resolved
satisfactorily as early as possible. The time required to review and confirm the results of
environmental and regulatory matters is significant but we feel can be shortened by addressing as
soon as possible the pertinence of the regulatory issues and draft settlement agreements as of the
1985 final project report(s) through records searches and obtaining Agency support and
participation to address the issues and seek FERC and agency agreement that a short licensing
review can be done ASAP. We recommend a two-year precursor program to pursue the objective of
achieving FERC and agency agreement for a short (fast track) licensing review (see Section 8 of this
report for details). In pursuing this objective, it will be important to engage a diverse team including
personnel necessary to conduct the precursor engineering, environmental, and economic studies
that would ultimately support the Application for License. The study team should include a licensing
consult to better ensure a successful effort. Additionally, establishment of an external review panel
would provide benefits in the early design stages. We estimate the cost of precursor studies and
further evaluation over the next two years to be on the order of $8.35 Million.
Table ES-1 Summary of Cost of RCC Dams for the Susitna Project
Description
Watana RCC
$1,000
HDC RCC
$1,000
Engineering 4%, Env.2% &
Regulatory 1% $ 341,700 $ 281,400
Dam & Power Facilities $ 4,304,100 $ 3,700,600
Transmission Features $ 322,000 $ 119,400
Other Tangible Property $ 11,900 $ 11,600
Main Construction Camp $ 244,200 $ 189,100
Construction Management 4% $ 195,300 $ 160,800
Total Subtotal $ 5,419,200 $ 4,462,900
Total Contingency $ 1,155,000 $ 954,000
Total (Millions of Dollars) $ 6,600 $ 5,400
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Table of Contents
1. Introduction ........................................................................................................................................ 8
2. Project Description ............................................................................................................................ 9
2.1 Susitna Project ............................................................................................................................ 9
2.2 RCC Dam Project Scope ............................................................................................................ 11
2.3 Dam Sites Considered ................................................................................................................ 11
3. General Setting ................................................................................................................................. 13
3.1 Air Temperature ........................................................................................................................ 13
3.2 Hydrology .................................................................................................................................. 13
3.3 Geologic..................................................................................................................................... 15
3.4 Seismicity ................................................................................................................................... 23
3.5 Environmental Setting ............................................................................................................. 26
3.6 Land Ownership ........................................................................................................................ 26
4. Watana Site ....................................................................................................................................... 28
4.1 RCC Dam ................................................................................................................................... 28
4.2 Other Engineered Structures .................................................................................................. 36
5. High Devil Canyon Site ................................................................................................................... 42
5.1 RCC Gravity Arch Dam Design Considerations .................................................................... 42
5.2 Other Engineered Structures .................................................................................................. 49
6. Roller Compacted Concrete ........................................................................................................... 52
6.1 Technology (advantages and limitations of the material) .................................................. 52
6.2 Discussion of other Dam Technologies – Watana site ........................................................ 52
6.3 Materials Specifics .................................................................................................................... 54
6.4 Construction Considerations .................................................................................................. 57
6.5 Schedule .................................................................................................................................... 59
7. Construction Costs ........................................................................................................................... 60
7.1 Upper Susitna RCC Dam Costs ............................................................................................... 60
7.2 Project Access ........................................................................................................................... 69
7.3 Camp/Project Village for Watana and HDC .......................................................................... 72
7.4 Review of Acres Cost Estimate Back up Material ................................................................. 72
7.5 Cost Summary ........................................................................................................................... 73
8. Project Timeline for Licensing and Construction ..................................................................... 76
8.1 A Brief Review of the Susitna Project ..................................................................................... 76
8.2 Proposed Project FERC Licensing Schedule .......................................................................... 78
8.3 Stakeholder & Resource Agency Coordination and Settlement Process ......................... 79
8.4 Issue Evaluation, Study Planning and Impact Analysis ........................................................ 81
8.5 FERC Licensing Procedure & Changes Since 1985 .............................................................. 84
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8.6 Selection of the FERC Licensing Process ............................................................................... 85
8.7 Permitting and Other Approvals ............................................................................................ 86
8.8 Plans to Support Application for License .............................................................................. 87
8.9 Preliminary Application Process and Development Application to FERC for Susitna
Project ........................................................................................................................................ 90
9. List of References ............................................................................................................................. 91
10. CLOSURE............................................................................................................................................. 95
Figures
Figure 2.1-1 Location Map
Figure 2.1-2 Proposed Dam sites
Figure 2.1-3 Profile through Susitna Alternative Sites
Figure 2.1-4 Watana Embankment Dam General Arrangement
Figure 2.1-5 Watana Reservoir General Map
Figure 2.1-6 High Devil Canyon General Arrangement
Figure 2.1-7 High Devil Canyon Reservoir General Map
Figure 3.1-1 Air Temperature
Figure 3.1-2 Monthly Flow Statistics
Figure 3.1-3 Watana - Flood Frequency Analysis
Figure 3.1-4 High Devil Canyon - Flood Frequency Analysis
Figure 3.1-5 Average Annual Flow
Figure 3.3-1 Regional Geology
Figure 3.3-2 Watana Top of Bedrock and Surficial Geologic Map
Figure 3.3-3 Watana Scheme Plan Showing Extent of Shear Zone
Figure 3.3-4 River Channel Dam Axis Foundation Area Geologic Profile
Figure 3.3-5 Watana Borrow Area Site Map
Figure 3.4-1 Effects of Present vs WCC (1982) Attenuation Models on the Mean Deterministic Response
Spectra (5% Damping) Predicted at the Watana Site
Figure 3.4-2 84th Percentile Deterministic Response Spectra (10% Damping) at the Watana Site for Active
Earthquake Sources
Figure 3.4-3 Deterministic Response Spectra (10% Damping) at the Watana Site for the WCC (1982)
Maximum Credible Detection Level (Random Local) Earthquake
Figure 3.4-4 Recommended Deterministic Response Spectra (10% Damping) for Conceptual Design of a
RCC Dam at the Watana Site (M7.5 Wadati-Benioff Subduction Earthquake)
Figure 4.1-1 Watana RCC Dam Concept and Stepped Spillway Plan and Detail Views
Figure 4.1-2 Watana RCC Dam Concept and Stepped Spillway Sections and Details
Figure 4.1-3 Watana RCC Concept and Stepped Spillway Section Views
Figure 4.2-1 RCC Placement Scheme Showing w/ Gap for Passing Construction Flood (from Dak Mi 4
project, Vietnam)
Figure 4.2-2 Son La Plant Vietnam Illustrating RCC Dam w/Surface Powerhouse
Figure 5.1-1 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Site Plan View
Figure 5.1-2 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Site Plan View
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Figure 5.1-3 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Section and Detail
Views
Figure 5.1-4 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Section and Detail
Views
Figure 5.1-5 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Section and Detail
Views
Figure 5.2-1 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Surface
Powerhouse
Figure 6.2-1 Watana Arch Dam Alternative
Figure 7.1-1 2002 Cost Curve RCC Concrete Dams in USA
Figure 7.2-1 Access Roads
Figure 8.1-1 Susitna Project Licensing Schedule
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Appendices
Appendix A – Property Ownership Table
Appendix B – Cost Estimate Summary Table
Appendix C – Cost Estimate Detail – Full Watana RCC
Appendix D – Cost Estimate Detail – High Devil Canyon RCC
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1. Introduction
R&M Consultants, Inc. (R&M) formed a team under the R&M/AIDEA term agreement that includes
Hatch Acres Corporation (HAC) and Jack Linnard Consulting (R&M/HAC) to investigate the feasibility
of Roller Compacted Concrete (RCC) technology for the Susitna Project embankment dam concepts
that had been developed during the licensing studies concluded in 1985. The scope of services was
amended to include a review of regulatory and FERC licensing activities and timelines for precursor
activities to issuance of a FERC license and to develop a recommended licensing phase strategy for
the project.
AEA provided R&M/HAC with scanned copies of documents and reports from the early 1980’s
feasibility study and preliminary licensing efforts as well as updated design discussions and cost
estimates based in the 1980’s estimates by HDR/DTA. R&M/HAC performed additional document
recovery from R&M/HAC files and the ARLIS collection located at the UAA Consortium library in
Anchorage. The documents collected and reviewed cover the Susitna Project timeline from pre-
1960’s through the early 1980’s and the current documents produced by HDR/DTA for AEA.
The Susitna Project studies since the earliest USBR study in 1948/49 and 1953 covered a number of
potential dam sites including: Olson, Devil Canyon, Devil Creek, Watana, Vee, McLaren, and Denali
and reports were issued by USBR in 1961 and USACE in 1975/79. Kaiser Engineers in 1974 studied
Susitna I (High Devil Canyon), Susitna II (Olson) and Susitna III under a reassessment of the USBR
plans. Ultimately a proposed plan to develop Devil Canyon and Watana was pursued by the Alaska
Power Authority based on recommendations of the USACE. The Devil Canyon/Watana plan
culminated in preparation of a draft application for license by APA in 1985/86 but the effort was
terminated for economic reasons.
Original Cost estimating take-offs and calculation documents were recovered from team files and
used to verify the unit price calculations and adjustment of the unit prices to December 2008 cost
basis to reflect modern practices of heavy civil construction.
The licensing timeline was examined and updated to reflect the teams understanding of changes in
regulatory considerations and licensing strategy options.
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2. Project Description
2.1 Susitna Project
The Hydroelectric potential of the Susitna River has been studied over the past 50-plus years
beginning with the U.S. Bureau of Reclamation (USBR) studies in the early 1950s, followed by the U.S
Army Corps of Engineers (USACE) studies and review in the 1970’s and studies by Kaiser Engineers in
the same time period. The Alaska Power Authority (APA); (now the Alaska Energy Authority or AEA)
commissioned comprehensive studies and analyses to determine if hydroelectric development of the
Susitna River were viable. Based on those studies, the APA submitted a license application to the
Federal Energy Regulatory Commission (FERC) in 1983 for a two dam project on the Susitna River.
The project included dams at the Watana site and the Devil Canyon site and was named
Watana/Devil Canyon project (FERC preliminary license P-7114). The license application was
amended in 1985 for construction of the two dam project but with the Watana dam being
constructed in two stages which became known as the Staged Watana/Devil Canyon project
estimated to cost $5.9 billion (1985 dollars).
In March 1986 the Susitna project was put on hold by the State of Alaska and the project license
surrendered to the FERC.
The Alaska State Legislature, through the FY 2009 capital budget, authorized the AEA to reevaluate
the Susitna Project. The authorization included a Railbelt Integrated Resource Plan (RIRP), to evaluate
various sources of electrical power to satisfy the long term energy needs for the Railbelt-portion of
Alaska.
Initially AEA commissioned review and analysis of the Susitna Project based on updating the costs to
December 2008 and reevaluating options for dams at the Devil Canyon site and Watana site using
the originally selected earth and rock materials for embankment dam construction.
AEA became aware of the possible advantages of using Roller Compacted Concrete (RCC) in place of
earth or rock embankments and commissioned R&M/HAC to study and develop a concept for a
Watana RCC dam and expanded the scope to include a RCC dam at the High Devil Canyon site as a
single dam alternative to Watana/Devil Canyon and to develop cost estimates for those two dams.
RCC technology was in the early stages of development in the early 1980’s and was not considered a
viable alternative construction method at the time of the earlier studies, however, RCC technology
has now developed to the point of being a viable and cost-effective alternative material to
embankment and rockfill for dam construction in many circumstances and has been used for dams in
cold regions. Table 2.1-1 presents information on the Watana and High Devil Canyon embankment
and RCC dams to provide the reader with relative scale of the embankment and RCC concepts.
For the RCC dam concepts the heavy hauling capability of a railroad to support transport of cement,
pozzolans and other materials from sea port to the project site is provided by rail connection along
the south access corridor from Gold Creek to Watana and from Gold Creek to High Devil Canyon.
Permanent road access to both sites is also provided along the south corridor from the Parks
Highway. No road access would be provided from the Denali Highway to the either Watana or High
Devil Canyon sites. The present study also includes a review of the project development timeline
including precursor confirmation/update studies of environmental factors, sites and FERC licensing.
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Confirming studies will be based on the original 1986 reports/study results and include review of
those studies and changes in the environmental concerns since that time.
Table 2.1-1 Tabulated Information on Watana and High Devil Canyon Dam
Embankment and RCC Concepts
Feature Watana Watana High Devil
Canyon
High Devil
Canyon
Dam Type Embankment 1)
RCC 4) Embankment
1)
RCC 4)
Dam Structure
Volume (cubic
yards)
63 million 1)
15 million 4) 48 million 1)
11.6 million 4)
Dam Height
(ft)
880 1) 4) 880 1) 4) 855 1) 4) 855 1) 4)
Powerhouse
Installed
Capacity (MW)
1200
[6x200 Units] 1)
1,200
[6x200 Units] 2)
4)
800 [6x170
Units] 1)
1,200
[6x200 Units] 4)
Annual
Generation
(GWh)
3,250
[2,670 firm] 1))
3,100 [1,800
firm] 2)
3,400
[2,460 firm] 1)
3,872 3)
Crest Elevation
(ft)
2225 1) 2225 1) 1775 1) 1775 1)
Average
Tailwater (ft)
1465 1) 1465 1) 1030 1) 1030 1)
Normal Max
Pool (ft)
2200 1) 2200 1) 1750 1) 1750 1)
Design Head
(ft)
735 1) 735 1) 720 1) 720 1)
Reservoir Area
(Acre)
37,800 1) 37,800 1) 24,200 3) 24,200 3)
Reservoir Vol.
(Mil. Ac-ft)
9.47
[4.4 live] 1)
9.47
[4.4 live] 1)
5.7 3) 5.7 3)
1) 1982 Acres Feasibility Study
2) 2008 HDR/DTA study
3) 1974 H. Kaiser Study
4) This Study
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2.1.1 Location
The Susitna River headwaters lie in the Alaska Range about 90 miles south of Fairbanks (see Figure
2.1-1). The river heads at the Susitna Glacier and flows in a southerly direction for about 94 miles to
the Oshetna River then Westerly for about 89 miles through the Devil’s Canyon to Gold Greek then
southerly about 136 miles to terminate at the west shore of Cook Inlet just west of Anchorage. The
total length of the river is about 319 miles and, generally, the Lower Susitna Basin is the basin area
below Gold Creek and the Upper Susitna Basin is the basin area above Gold Creek. The Susitna River
Basin is situated between the two largest Alaska population centers of Anchorage and Fairbanks and
is entirely within the South-central Alaska Railbelt region. The Susitna Project dam sites are located
along about 115 miles of the main stem in the Upper Susitna River Basin from above Portage Creek
(below Devil’s Canyon) to about 12 miles upstream of the McLaren River (Denali dam site).
2.2 RCC Dam Project Scope
The RCC dams study included reviewing relevant Susitna Project documents from all available
sources from the 1970’s studies by Kaiser and USACE and the Acres and Harza-Ebasco studies and
reports from the 1980’s studies and FERC license application. The concept studies do not include
detailed analysis of power plants, transmission facilities or support facilities that are included in the
original non-RCC dam cost estimates with the exception of surface access by road and rail to the
High Devil Canyon and Watana sites.
A study of the geology and seismicity of the Susitna Project setting was conducted using geological
and geotechnical study results from the earlier Susitna Project studies and reports as well as updated
information from technical sources in the public domain.
There are currently high RCC dams constructed in a number of locations around the world for which
materials design, construction technology and performance are known. For the present study RCC
design and costs were developed from current and recent RCC dam construction projects of similar
magnitude including successful RCC designs for both domestic and international projects some of
which are in cold regions.
2.3 Dam Sites Considered
The particular dam sites included in the present study are the Watana site at about River Mile 184.4
and the High Devil Canyon site at about River Mile 156.5. As mentioned above this included
reviewing relevant Susitna Project documents from all available sources from the 1970’s studies by
Kaiser and USACE and the Acres and Harza-Ebasco studies and reports from the 1980’s studies and
FERC license application. A project location map showing all proposed Susitna dam site locations
noted in past studies and a profile through the proposed Susitna projects is included on Figures 2.1-
2 and 2.1-3. Note that Figure 2.1-3 is an updated profile of the river and the river miles scale is
based on the River Mile Index by R&M/Acres in 1981. It should be noted that the Watana and High
Devil Canyon sites are only two of the twelve potential dam sites previously identified (shown on
Figure 2.1-2). Several of these schemes are mutually exclusive. The Watana site precludes full
development of the High Devil Canyon, Devil’s Creek, Susitna III and Vee, but fits well with Devil
Canyon. High Devil Canyon site precludes Watana and full Devil Canyon but fits well with Vee or
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Susitna III. Figure 2.1-3 shows the reservoir scheme for the pairings of Devil Canyon and Watana as
well as High Devil Canyon and Vee.
The number of turbines and output at each dam for the present study is assumed to be as
established in studies currently being performed by HDR/DTA as reported in the Project Evaluation –
Interim Memorandum – FINAL- prepared by HDR/DTA dated March 16, 2009.
Specific project details are:
2.3.1 Watana site, River Mile 184.4.
This alternative comprises construction of a large storage reservoir on the Susitna River at the
Watana site with a new RCC dam approximately 850 feet high, and an underground
powerhouse containing 6 turbines, with a total installed capacity of 1,200 megawatts (MW).
Full pool level (full service level or FSL) is El. 2050 feet. This alternative was originally
conceived as an embankment dam in the 1982 Acres Feasibility Study and 1985 Harza Ebasco
FERC license amendment (see Figure 2.1-4 and 2.1-5).
2.3.2 High Devil Canyon site, River Mile 156.5.
This alternative comprises construction of a large storage reservoir on the Susitna River at the
High Devil Canyon site with a new RCC dam 810 feet high with an underground powerhouse
containing 6 turbines modeled on the configuration used at the Watana site with a total
installed capacity of 1,200 MW. It should be noted that this concept had an installed capacity
of 800 MW in the 1982 Acres Feasibility Study (as did the Watana site). The head is similar to
Watana and flow is slightly larger, so we have assumed the same installed capacity as for the
updated Watana would be appropriate. This alternative was originally conceived as an
embankment dam in the 1974 Kaiser study and 1982 Acres Feasibiliy Study (see Figure 2.1-6
and 2.1-7). The High Devil Canyon alternative would have significant storage for providing
power in winter and the reservoir would extend upstream from the Watana site at full pool
level (full service level or FSL) of El. 1750 feet.
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3. General Setting
3.1 Air Temperature
The following Table 3.1-1 summarizes maximum, minimum and mean monthly temperatures at the
Susitna Project site and is taken from the 1983 Acres Feasibility Study. Our review of nearby weather
records since 1982 indicates no significant departure from the indicated average temperatures for
purposes of the present concept study. From Table 3.1-1 and Figure 3.1-1 it is apparent that, for
planning purposes, RCC placement scheduling should be during a 5 month to 5.5 month
construction season in which temperatures are suitable for RCC dam construction.
Table 3.1-1 Temperature at the Susitna Project Site (from 1982 Acres Feasibility Study)
Max Min Mean Max Min Mean
°F °C
January 7.9 -4.8 1.6 -13.4 -20.4 -16.9
February 13.5 -0.4 6.6 -10.3 -18.0 -14.1
March 19.4 3 11.2 -7.0 -16.1 -11.6
April 32.9 14.2 23.5 0.5 -9.9 -4.7
May 45.7 29.1 37.4 7.6 -1.6 3.0
June 58 39.9 49 14.4 4.4 9.4
July 60.2 43.8 52 15.7 6.6 11.1
August 56 41.1 48.6 13.3 5.1 9.2
September 47.1 32.6 39.9 8.4 0.3 4.4
October 30.4 17.5 24 -0.9 -8.1 -4.4
November 15.7 3.7 9.7 -9.1 -15.7 -12.4
December 9.2 -3.4 2.9 -12.7 -19.7 -16.2
The record suitable construction season for RCC is highlighted in gray.
3.2 Hydrology
The hydrology of the Upper Susitna basin was reviewed using stream flow data from the USGS
stream gage at Gold Creek located at the lower end of the Upper Susitna basin. This data was then
scaled to each dam site of interest based on drainage area to estimate the stream flows at the
respective sites.
At the High Devil Canyon site, the scale factor is 0.931 (Kaiser, 1974), and the Watana Dam site was
found to have a scale factor of 0.821. The stream flow data in the updated analysis included 54 years
of record compared to the 28 years of record available during the original feasibility study by Acres
(Acres 1982) and included stream flow records for October 1949 through September 1996, October
2001 through September 2008.
The average annual flow at Watana Dam is estimated as 8,000 cfs with the updated longer flow
record, an insignificant increase compared to 7,990 cfs as reported in the 1982 Feasibility Study
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(Acres, 1982). The High Devil Canyon average annual flow is estimated as 9,100 cfs. Table 3.1-2 and
Figure 3.1-2 show the updated monthly flow statistics for each dam site.
Table 3.1-2 Estimated Monthly Flow Statistics (Oct 1949 – Sep 1996, Oct 2001 – Sep 2008)
Watana Site High Devil Canyon Site
Month Average
Flow (cfs)
Minimum
Flow on
Record
(cfs)
Maximum
Flow on
Record
(cfs)
Average
Flow (cfs) Minimum
Flow on
Record (cfs)
Maximum
Flow on
Record
(cfs)
January 1310 595 2013 1486 675 2283
February 1164 594 1842 1320 674 2089
March 1064 586 1560 1207 665 1769
April 1395 612 3489 1582 694 3956
May 11390 3075 22118 12916 3487 25081
June 21766 12726 41526 24682 14431 47090
July 19639 13144 28242 22270 14905 32026
August 17554 7290 31091 19906 8267 35257
September 11291 4181 21765 12804 4741 24681
October 5210 2565 10410 5908 2909 11805
November 2215 998 4428 2512 1132 5021
December 1563 711 2680 1772 806 3039
3.2.1 Flood Frequency Analysis
A flood frequency analysis using the updated stream flow data, confirmed very similar flow
magnitudes and occurrence intervals to those used in the original feasibility study. Figures 3.1-3
and 3.1-4 show the results of the analysis using the USGS Bulletin 17B methodology and HEC-SSP
software for the two dam sites.
3.2.2 Inflow Design Flood
The additional years of flow record do not indicate a significant change in annual peak flood
frequency. The flood of record occurred on June 7, 1964 with an estimated flow of 70,500 cfs at the
Watana Dam site. Therefore, the design inflows remain largely unchanged compared to the 1982
Feasibility Study; Table 3.1-3 presents the results of flood flow analysis.
Table 3.1-3 Flood Flows at Watana and High Devil Canyon Sites
Watana High Devil Canyon
5-year recurrence flow 48,000 cfs 54,000 cfs
Inflow Design Flood (10,000-year
recurrence flow)
156,000 cfs 177,000 cfs
Probable Maximum Flood 326,000 cfs 370,000 cfs
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3.2.3 Dependable Flows for Power Generation
The updated hydrology analysis shows that the average annual flow has not changed with additional
years of streamflow data. The driest year on record was 1969 with an estimated annual flow at the
Watana Dam site of 4,500 cfs. However, the two wettest years (calendar years) on record were
recorded in 1990 and 2005, when the estimated average annual flows at the Watana Dam site were
10,600 cfs and 10,400 cfs, respectively. Figure 3.1-5 shows the annual average flows at the two dam
sites for the period of record. We examined the stream flow record excluding the two wettest years
and the driest year and found the average flow changed very little (less than 1%).
3.3 Geologic
The area of study is located within the Coastal Trough Province of south-central Alaska (see Figure
3.3-1 for Regional Geology). The Susitna River is glacier-fed, with headwaters on the southern slope
of the Alaska Range. From its proglacial channel in the Alaska Range, the Susitna River passes first
through a broad glaciated, intermontane valley of knob and kettle, and braided channel topography.
Swinging westward along the edge of the Copper River lowlands, it enters the deep valleys which
include the proposed damsites, swinging through the Talkeetna Mountains until it emerges into a
broad glacial outwash valley leading to Cook Inlet near Anchorage.
3.3.1 Watana Site
The geology at the Watana site was examined to determine potential issues that would influence
design of the RCC dam option. The major sources of information used were the 1982 Feasibility
Study (Acres 1982) and 1983 License Application (Harza Ebasco 1983).
Review included:
• geology as it affects foundation excavation depth and treatment,
• potential borrow areas for sources for material for aggregate production, and
• seismicity review and update.
3.3.1.1 Overburden
At the Watana site, overburden thickness on the dam abutments may reach 70 feet or more. Above
elevation (El.) 1900 feet, overburden thickness averages 20 feet with local zones to 50 feet on the
south abutment. On the north abutment, this thickness reaches 50 to 60 feet. At the upper areas of
the abutments, near the top of the slopes, overburden consists of glacial till, alluvium, and talus.
Below El. 1900 feet, overburden consists primarily of talus with an average thickness of 10 feet.
Subsurface investigations show the contact between the overburden and bedrock to be relatively
unweathered.
The river alluvium beneath the embankment dam concept developed in the 1982 Acres Report is up
to 140 feet thick, averaging about 80 feet. Subsequent to 1982, drilling and seismic surveys
performed in winter from the surface of the ice on the river provided more information about the
bedrock surface. Drawings in the 1985 Harza-Ebasco report show that the 140 feet maximum depth
of alluvium occurs only at two kettlehole depressions in the bedrock surface. Both of these
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depressions are located below the upstream shell of the embankment dam and will not be under the
RCC dam. On the proposed axis of the RCC dam, (which is also the axis of the embankment dam)
the surface of the river alluvium lies between El. 1458 feet and El. 1462 feet. The lowest point on the
bedrock on the axis of the RCC dam is apparently above El. 1350 feet, rising to about El. 1370 feet at
the downstream toe of the RCC dam. Thus we have estimated the maximum thickness of alluvium
below the RCC dam is approximately 110 feet. See Figure 3.3-2 taken from Fig E.6.2.6v of the 1983
FERC application.
3.3.1.2 Bedrock Lithology
The Watana dam site is underlain primarily by an intrusive dioritic body which varies in composition
from granodiorite to quartz diorite to diorite. The texture is massive and the rock is hard, competent,
and fresh except within locally developed sheared and altered zones. These rocks have been
intruded by mafic and felsic dikes which are generally only a few feet thick. The contacts are healed
and competent. The rock immediately downstream and south of the dam site is an andesite
porphyry. The nature of the shear zone at the contact between the andesite and the diorite is poorly
understood. However, where mapped or drilled, the shear zone is generally weathered and fractured
up to 10 to 15 feet below bedrock surface. (See Figure 3.3-3 taken from Plate 9.4 from the 1982
Feasibility Report)
3.3.1.3 Bedrock Structures
Joints
There are two major and two minor joint sets at the Watana site. Joint Set I, which is the most
prominent set, strikes 320° and dips to 80° NE to vertical; (See Figure 3.3-4 taken from Figure 5-9 of
the Harza-Ebasco report, August 1983).
Shears and Fracture Zones
Several shears, fracture zones, and alteration zones are present at the Watana site. For the most part,
the shears and fracture zones are small and discontinuous.
Fracture zones range from 6 inches to 30 feet wide (generally less than 10 feet). These zones are
closely spaced joints that are often iron oxide stained and/or carbonate coated. Where exposed, the
zones tend to form topographic lows.
Alteration zones are areas where hydrothermal solutions have caused the chemical breakdown of the
feldspars and mafic minerals. The degree of alteration encountered is highly variable across the site.
These zones are rarely seen in outcrops as they are easily eroded into gullies, but were encountered
in all the boreholes. The transition between fresh and altered rock is gradational. The thickness of
these zones ranges can be up to 20 feet, but they are usually less than 5 feet thick.
3.3.1.4 Structural Features
As described previously, the Watana site has several significant geologic features consisting of shears
and fracture, and alteration zones.
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The two most prominent fracture zone areas have been named the "Fins" and the "Fingerbuster."
The original feasibility report refers to the Fins and Fingerbuster as: “highly fractured and altered
materials within the actual shear zones, which would pose serious problems for conventional tunneling
methods and would be unsuitable for founding massive concrete structures. Layouts should be kept
within the confines of these bounding zones”. The embankment dam foot print is within the confines
of these bounding zones as is the conceptual RCC dam footprint. (See Figure 3.3-3 taken from Plate
9.4 from the 1982 Feasibility Report).
The "Fins" is located on the north bank of the river upstream from the diversion tunnel intake. The
area is characterized predominantly by sound, jointed bedrock. The rock mass also contains steeply
inclined northwesterly trending zones of closely fractured rock up to 15 to 20 feet wide, 5 to 10 feet
wide zones of weak, friable altered rock, and shears which measure one inch to approximately one
foot in thickness. These zones have contributed to the erosion of steep gullies, which are separated
by intact rock ridges.
The "Fingerbuster" is located downstream from the dam site and is exposed in a 40-foot wide, deep,
talus-filled gully just upstream of the andesite porphyry/diorite contact. The rock is moderately close
to closely fractured rock with local shears and alteration zones. Slickenslides indicate vertical
displacement.
A prominent alteration zone was encountered on the south bank where a drill hole encountered
approximately 200 feet of hydrothermally altered rock. Although core recovery in this boring was
good, the quality of rock was relatively poor.
3.3.1.5 Groundwater Conditions
The groundwater regime in the bedrock is confined to movement along fractures and joints. In
general, the water table is a subdued replica of the surface topography. The groundwater table on
the north abutment is generally from 5 to 30 feet below the surface except in areas with steep
terrain, i.e. the "Fingerbuster", where it reaches depths of 60 to 90 feet. Numerous icings can be
found on both abutments in the winter, particularly on the steep slopes of the south abutment.
Groundwater conditions on the south abutment and on the lower north abutment are further
complicated because of the existence of permafrost, discussed below.
3.3.1.6 Permafrost Conditions
Permafrost conditions exist on the north-facing slopes and below approximately El. 1750 feet on the
north abutment of the dam site area. Measurements indicate that permafrost exists to depths of
approximately 120 feet on the south abutment and up to 60 feet on the north abutment.
Temperature measurements show the permafrost to be "warm" (within 2° F below freezing).
3.3.1.7 Bedrock Transmissability
Transmissability of water through the bedrock does not vary significantly within the site area,
generally ranging between 3.28 x 10-6 feet/sec to 3.3 x 10-8 feet/sec.
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3.3.1.8 Relict Channel
A relict channel exists north of the Watana dam site. The maximum depth of overburden in the
thalweg of the relict channel is approximately 450 feet.
The 1982 Acres Feasibility Report calls for a 10-foot high freeboard dike at this location. Further
study could lead to reducing the freeboard requirement because the RCC dam will not require the
same amount of freeboard that the embankment dam must have (see Section 4.2), further study of
the RCC option could eliminate the need for this dike altogether.
3.3.1.9 Seepage
As a result of construction of the Watana Dam, regardless of dam type, and the impoundment of the
reservoir, there will be a tendency for seepage through the foundation rock. The potential for
seepage in the foundation of the dam is not high and the bedrock foundations are amenable to
grouting.
Buried channels which bypass the dam present the only other potential seepage paths. At the
Watana site, the Fog Lakes area is not expected to pose seepage problems because of the low
gradient and long travel distance (approximately 4 to 5 miles) from the reservoir to Fog Creek.
During early evaluations, the relict channel north of the Watana site was presumed to pose the
greatest potential for seepage through the overburden deposits from the reservoir to Tsusena Creek.
Preliminary evaluations also indicated seepage through the buried channel area could result in
piping and erosion of materials at the exit point on Tsusena Creek.
A further potential impact could be saturation of the various zones in the buried channel combined
with thawing of permafrost in this area. The stratigraphy of the relict channel was defined during
1980, 1982 and 1983 explorations. The results of these explorations indicated that there are no
apparent widespread or continuous units within the relict channel that are susceptible to
liquefaction. In addition, it appears that multiple periods of glaciation resulted in over-consolidating
the overburden deposits within the relict channel, thereby minimizing their potential for liquefaction.
Seepage normally occurring through the foundation rock below the dam will be controlled by two
means: the installation of a grout curtain and by a pattern of drain holes drilled from the gallery
within the dam. All of the previous studies have assumed the river alluvium will be removed below
the dam. This treatment would reduce or prevent seepage as well as controlling uplift pressures in
the rock below the dam.
Inspection and drainage galleries will extend through the dam and into the abutments. Should
excessive seepage develop during impoundment, it will be possible from these galleries to re-grout
to reduce the seepage flow and to drill additional pressure relief drains. Extensive instrumentation of
the dam and abutments will be placed during construction for long-term, post-construction
monitoring of seepage.
Preliminary assessment of seepage rates through the Watana Relict Channel, assuming conservative
permeability rates, indicates that the total seepage quantity is negligible and that there appear to be
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no impacts on project operation. Nevertheless, since some uncertainties still exist (in particular,
permafrost degradation), remedial measures have been planned to control seepage. First, a drainage
gallery would be constructed in overburden across the relatively narrow relict channel exit area at
Tsusena Creek. In addition, if required, a positive seepage barrier such as a slurry wall would be built
across the throat of the relict channel where the width of unit 'K' (alluvium) is minimal.
3.3.1.10 Permafrost
Thawing of permafrost will primarily affect reservoir slope stability and liquefaction potential. The
RCC dam would likely perform better than an embankment dam in the event of a landslide resulting
from thawing of permafrost soils that is large enough to generate a surge wave on the reservoir.
Permafrost thawing can also induce settlement of surface facilities constructed in areas of deep
overburden north of the Watana dam site, especially where the permafrost is in contact with the
reservoir or raised water table, i.e. freeboard dike.
With regard to settlement, it is anticipated that the airstrip, the camps, and other support facilities as
well as site roads, will all encounter areas of permafrost. Although the soils in this area are not ice
rich, some settlement may occur because of thawing of the permafrost.
Some of the fractures in the rock on the north and south abutments of the Watana dam are ice-filled
to depths of approximately 60 and 120 feet respectively. In places, thawing may be necessary prior
to grouting of the cutoff.
Some of the likely impacts of permafrost degradation are common to both the embankment dam
and the RCC dam options. Thawing of the ground could result in settlement of surface facilities in
areas of deep overburden. With adequate structural design, it is possible to mitigate the hazards of
settlement in permafrost areas. In the case of the main construction camp, a large pad of granular
material will be provided which will evenly distribute the load and insulate the subsoil, hence,
retarding thaw rates. Maintenance grading of the airstrip will be necessary to offset the effects of
differential settlement.
3.3.1.11 Borrow Sites
A total of seven borrow sites and three quarry sites have been identified for dam construction
material delineated as sites A, B, C, D, E, F, H, I, J, and L (see Figure 3.3-5 taken from Harza Ebasco
1983, Figure E.6.2.13). Borrow Sites D and H are considered as potential sources for impervious
material (and therefore not of interest for the RCC alternative); Sites C, E, and F for granular material;
Sites I and J for pervious gravel; and Quarry Sites A, B, and L for rock fill. Quarry Site A and Borrow
Site E are considered as the primary material sites for this project based on the exploration
investigations to date. Many of these borrow sites were considered for sources for embankment,
core materials and filters and are less applicable to construction of the RCC dam. Sources of
concrete aggregate are suggested in the report as Borrow Sites E, C, F and riverbed alluvium; all will
require processing. Quarry Site L and Borrow sites C, F, H, and I are considered secondary (back-up)
sources of material because of the lengthy haul distance to the dam site, adverse environmental
impacts, insufficient quantities, and poor quality material. Due to the lack of bedrock outcrops,
Quarry Site B is no longer considered as a viable material site. Borrow Site J would likely not be used
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because the water level in the river would be higher due to the damming and diversion of the river,
which would not coincide with excavation of borrow material.
The different requirements, volume and properties mean that the optimum quarry areas for RCC
aggregate will be different from those investigated for an earthfill dam. The requirements for the
aggregate are not very demanding and assessment of investigation results indicate that good
aggregate sources on both abutments should be available with 50-70 feet of overburden to be
removed.
In summary, estimated reserves of borrow and quarry materials from the primary sources are:
• Quarry Site A = 70 to 100 million cubic yards
• Borrow Site E = 80 to 90 million cubic yards
3.3.1.12 Geologic Hazards
There are two known major geologic structures that can have an effect on the construction and
operation of the power facilities at the Watana site, as mentioned previously. These are the "Fins"
feature upstream from the Watana site, and the "Fingerbuster" zone downstream from the Watana
site. All of the main project features have been located between the two features, thus avoiding
these shear zones.
3.3.2 High Devil Canyon Site
The geology at the High Devil Canyon site was examined to determine potential issues that would
influence design of the RCC dam option. The major sources of information used were the 1974 Kaiser
Study (Kaiser 1974).
In order to make a preliminary assessment of the technical feasibility of constructing the High Devil
Canyon site (River Mile 156.5), a geologic reconnaissance of that site and other areas of interest was
made in late June 1974. The prime objectives of this reconnaissance were to identify the type of
rock, assess its general condition, and to assess any features of terrain and geologic structure which
would affect location, design and construction of the project. In addition, it was necessary to assess
the availability of construction materials, and of materials suitable for use as concrete aggregates.
The reconnaissance was made in a fixed wing aircraft for general overall observations supplemented
by use of a helicopter to provide access for on-the-ground observations.
3.3.2.1 Topography
The topography at the High Devil Canyon site conforms generally with the one inch to the mile maps
prepared by the United States Geological Survey. The canyon is generally V-shaped. The average
slope of the north abutment is about 45 degrees for the first 500 feet above the river; above this the
slopes flatten to about 25 degrees up to a height of 1,000 feet above the river . The average slope of
the south abutment is about 45 degrees for the first 200 feet above the river; above this the slope
averages about 25 degrees for the next 800 feet . In the steepest part of the canyon, rock walls on
each side rise almost vertically for several hundred feet above the river level. At the higher elevations
on both sides of the river the terrain becomes more rounded. While the north abutment of the
canyon is covered with dense forest extending to the uplands, the forest on the south abutment
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thins several hundred feet above the river to patches and islands of trees, and the uplands have very
little tree cover.
3.3.2.2 Geology
Glacial Deposits
The site area has been extensively glaciated and is mantled with glacial and non-glacial deposits.
The glacial materials consist primarily of moraines and eskers composed of erratic lenses and layers
of sand, rounded to angular gravel and cobbles, boulders, silt and considerable rock flour. Some
older glacial deposits exhibit considerable weathering evidenced by iron stains and chemical
alteration.
Material size ranges from rock flour to boulders three feet in diameter, with a high percentage of
material larger than four inches in diameter. Because of the high content of rock flour, and with the
exception of occasional granular pockets or stringers of sand, the moraines should be impervious.
Talus and Swamp Deposits
The non-glacial materials are primarily talus, outwash, and swamp deposits. Talus material, unsorted,
angular to subangular, occurs generally on the south abutment area and also near the base of gullies
and cliffs on both sides of the canyon. It is almost entirely granitic in composition and is derived
from adjacent outcrops. The blocks range in size from a few inches to 15 feet in maximum
dimension. Deposits on the upper bench areas probably do not exceed 10 feet in thickness;
however, on the steep slopes of both abutments they average about 20 feet in thickness and locally
may be as much as 40 feet in thickness.
Swamp and muskeg deposits occur on benches on the south abutment in areas of poor drainage.
The deposits are composed of moss and low shrubs mixed with fine sand, gravel, and silt. These
deposits generally are less than three feet thick and are underlain by moraine and outwash.
River Terraces and Gravel Bars
River-deposited terraces and gravel bars occur several miles upstream of the dam site. They are
composed of coarse to fine sand, subrounded to rounded gravel and boulders observed to five feet
in diameter. The terrace gravels on the river floor extend to about 60 feet above the river level with
an unknown thickness below river level. The rock composition of the materials varies from phyllite to
granite to basalt.
Bedrock
The bedrock on the site, as observed in massive outcrops on both sides of the river is a fine-grained
granitic rock composed mainly of quartz, feldspar, biotite, and hornblende. Well-developed sets of
regional joints occur in the dam site area. The major joint set has a strike that is almost
perpendicular to the river channel; it averages about N 25 degrees W but varies from due north to N
45 degrees W. The dip averages 80 degrees east but varies from 65 degrees east to vertical.
Two prominent and well-developed shear or fault zones occur on the north abutment, but are
obscured by overburden on the left abutment. These two zones have caused the formation of near-
vertical V-shaped gullies; they appear to have a general strike of N 25 degrees W and a dip ranging
from 80 degrees NE to vertical. These two fault or shear zones are located upstream of the proposed
dam, on the north abutment; on the south abutment they may intersect the proposed diversion
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tunnels near their entrances. In that area on the south abutment, however, a diabase-like intrusion is
exposed, and it appears that this under-material has deflected the course of the river at this point.
From aerial and ground reconnaissance and air photo interpretation there does not appear to be any
faulting or rock structure dislocation paralleling the river.
The steep escarpment faces in the river canyon have resulted in large blocks 15 to 20 feet high
distinctly separated from adjacent bedrock on the north abutment. No conspicuous faults or
displacement features were noted in the south abutment escarpment area adjacent to the river.
There appears to be no appreciable depth of weathered rock on either abutment.
The granitic bedrock materials are adjudged to be well suited for the construction of a rockfill dam
and would also be suitable for use in the manufacture of concrete aggregates. The occurrence of
natural sands and gravels appears to be limited to small river terraces and gravel bars located
upstream of the damsite. These deposits are composed of fine to coarse sand, subrounded to
rounded gravel and cobbles, and boulder ranging up to five feet in diameter. The rock materials
include greywacke, phyllite, granite, and basalt. A terrace deposit ranging in height to 60 feet above
river level is located about 3-1/2 miles upstream of the site.
Glacial deposits at elevations ranging upward from the 2,000-foot contour are comprised largely of a
silty rock flour with inclusions of generally angular rock fragments. These areas are generally barren
except for a thin muskeg cover. The silty rock flour appears to be suitable for use as impervious
material and similar glacial till has been used for that purpose in other northern areas. From on-site
observations, the exploitation of moderate quantities of impervious materials appears to be
economically feasible.
Permafrost may be encountered in access road construction and the exploitation of borrow
materials. It will be encountered in transmission line construction.
Reservoir Geology
Aerial reconnaissance supplemented by a study of existing geological data indicates that the
reservoir basin will be tight (not prone to significant leakage or having low permeability)at the selected
site for High Devil Canyon dam.
North Abutment
The most obvious features of the north abutment of High Devil Canyon dam are the two well-
developed shear or fault zones.
The sheared rock is not well healed, and intensive fracturing with open crevices is common. It was
not possible to estimate a lateral or vertical displacement in the fault zone. As noted above, fissures
15 to 20 feet deep were observed in the steep escarpment faces near the river.
The upstream toe of the dam is located several hundred feet downstream of the nearest shear zone.
While further geologic investigation is required, the occurrence of the shear zones would appear
unlikely to affect the stability or performance of an RCC dam.
South Abutment
There is no observable evidence that the two shear zones of the north abutment extend to the south.
If these zones do continue on the south abutment, they might intersect the upstream ends of the
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diversion tunnels but this occurrence would present no major construction problems. The rock
structure of the escarpment face at the river shows no conspicuous faults or displacement features
and joint faces are well healed. The diabase intrusion at the bend upstream of the dam is an
extremely competent, fine-grained dark grey rock mass; it displays a uniform set of joint planes
dipping about 5 to 10 degrees southeast.
This abutment will require more excavation to remove deposits of soft overburden and to remove or
spread talus materials. The bedrock appears to be tight, and no particular problems are anticipated
in cut-off curtain grouting.
The Riverbed
Due to the depth and velocity of river flow, no observation of riverbed was possible. The depth of
boulders and gravel above bedrock may range from 30 to 60 feet.
It will be necessary to excavate to sound bedrock below the dam foundation.
3.4 Seismicity
Generally the Susitna project dams are in Seismic Zone 4. To determine any recent changes in the
project seismicity and seismic design parameters for Susitna Project dams, R&M reviewed the
Woodward Clyde Consultants report (WCC 1982), which summarized the seismic studies performed
for the Susitna Hydroelectric Project between 1980 and 1981, relative to (i) the current
understanding of the seismic environment, and (ii) FERC’s state-of-practice for evaluating seismic
hazards for hydroelectric projects (e.g. Idriss and Archuleta, 2007). We found that, in general, the
seismic hazard determined in the 1980’s studies has not changed but there is a much better
understanding of the seismicity of the project area that will benefit design of structures. It should be
noted that the M7.9 Denali earthquake originating on the Susitna Glacier fault (November 3, 2002),
was within the range identified as a potential earthquake in the 1980’s studies.
The following summarizes our basic findings relative to the deterministic aspects of the seismic
hazard (it was beyond our scope and time available to re-evaluate the probabilistic hazard), and
preliminary seismic ground motion parameters for use in the conceptual evaluation of an earth
embankment, rock fill or RCC dam at the Upper Susitna dam sites.
A. WCC (1982) considered four seismic sources to be ‘active’; defined as faults where there is
some evidence of, or are suspected to have, ruptured the surface during the past 100,000
years, including two shallow crustal sources: the Denali fault (right-lateral strike slip
mechanism), with a maximum credible earthquake (MCE) of M8, and located about 44 miles
north of the project; the Castle Mountain fault (right-lateral strike slip mechanism), with a MCE
of M7.5, and located about 66 miles south of the project - and two distinct sources along the
Aleutian (Pacific plate – North American plate) subduction zone: the shallow inter-plate
(megathrust) zone, with a MCE of M9.2, and located about 40 miles south of the project (see
3.4.A.2); and the deep intra-plate (Wadati-Benioff) zone, with a MCE of M7.5, and passing
under the project at a depth of about 31 miles. Additionally, WCC considered the possibility of
a random M6 earthquake as the maximum credible event that could occur in the vicinity of the
project, without rupturing the surface, which they designated the ‘Detection Level Earthquake’
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(DLE). Briefly, this model is still valid relative to the present understanding of the seismic
environment in south-central Alaska, with two general exceptions.
1. Based on literature by others, we consider there are two additional seismic sources which
meet WCC’s definition of ‘active’, and are close enough to produce notable ground
motions at the Upper Susitna dam sites, including: the Susitna Glacier (thrust) fault, with a
MCE of about M7.2, located about 40 miles north of the project (this is the fault along
which the 2002, M7.9 Denali Earthquake originated (Crone et al., 2004); and the Susitna
Seismic Zone, a band of historic earthquakes that do not coincide with any known faults
(Ruppert et al., 2008), with a MCE of about M7.4, located about 25 to 30 miles west of the
project (Note that WCC recognized this zone, but did not treat it as a distinct active
source). And,
2. WCC assumed a great, inter-plate (megathrust) subduction earthquake could rupture to
within 40 miles of the Upper Susitna dam sites; however, our evaluation considered a
greater distance, about 94 miles, based on the extent of rupture interpreted (by others)
during the 1964, M9.2 Great Alaska Earthquake - the limits of a megathrust earthquake
used in recent, in-depth studies by others of the seismic hazard in Alaska (Wesson et al.,
1999 and 2007) and Anchorage (URS 2008).
B. Based on a review of the Alaska Earthquake Information Center (AEIC) database, there have
been at least 10 earthquakes since the WCC seismic studies with ML >5 that occurred within
about 125 miles of the Upper Susitna dam sites, including the 2002 Denali Earthquake (M7.9)
about 45 miles north of the project, and a M6.5 earthquake in 1992 about 94 miles west of the
Watana project and approximately 60 miles west of the HDC site.
C. The most significant difference between the method applied in the WCC studies and current
state of practice pertains to the attenuation models used to predict spectral ground motions.
Briefly, WCC developed their attenuation models based on works that were published between
1973 and 1980, while we used the attenuation models referenced in the FERC’s state-of-
practice for evaluating seismic hazards for hydroelectric projects (e.g. Idriss and Archuleta,
2007), and used in recent, in-depth studies by others of the seismic hazard in Alaska (Wesson
et al. 1999 and 2007) and Anchorage (URS 2008).
1. Figure 3.4-1 illustrates the effect of this difference, comparing the mean deterministic
response spectra provided in WCC (1982) with the spectra we predicted using attenuation
models by Campbell and Bozorgnia (2008), Chiou and Youngs (2008), and Idriss (2008) for
the crustal faults; by Atkinson and Boore (2003), Gregor et al. (2002), Youngs et al. (1997),
and Zhao et al. (2006) for inter-plate (megathrust) subduction earthquakes; and by
Atkinson and Boore (2003), Youngs et al. (1997), and Zhao et al. (2006) for intra-plate
(Wadati-Benioff) subduction earthquakes.
2. Table 3.4-1 summarizes the peak horizontal ground accelerations, and Figure 3.4-2
illustrates the 84th percentile deterministic response spectra predicted at the Upper
Susitna dam sites for each of the ‘active’ seismic sources described in 3.4.A, using the
recent attenuation models cited in 3.4.B.1. Note that all of these attenuation models
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predict ground motions for a 5 percent damping ratio. The spectra in Figure 3.4-2 are for
a 10 percent damping ratio, which we determined using an average of the correction
factors recommended in FEMA (2000), Malhotra (2006), and Newmark and Hall (1982).
Table 3.4-1 - Estimated Peak Horizontal Ground Acceleration (on Rock)
Upper Susitna Dam Sites
Earthquake Source (MCE)
Peak Horizontal Ground Acceleration, g (WCC
1982)
Mean 84th Percentile
Subduction Zone
Wadati-Benioff (M7.5)
Megathrust (M9.2)
0.33
0.13 (0.35)a
0.63
0.25 (0.55)a
Known Crustal Faults
Denali (M8)
Susitna Seismic Zone (M7.4)
0.08 (0.2)
0.08
0.15
0.15
Unknown Local Source, (DLE, M6)
@ 3 miles
@ 6 miles
0.29 – 0.39
0.17 – 0.25 (0.5)
0.50 – 0.66
0.31 – 0.42
a. WCC assumed the rupture occurs to within 40 miles of the site, we used a distance of 94
miles (see 3.4.A.2. above)
D. WCC (1982) concluded that the maximum credible earthquake that could be expected in the
vicinity of the project, without rupturing the surface (the ‘Detection Level Earthquake’, DLE),
would produce the strongest (largest) peak and spectral ground motions at the Upper Susitna
dam sites. However, WCC’s probabilistic assessment of the seismic hazard indicated that the
uniform risk was dominated by shallow inter-plate (megathrust) subduction earthquakes, while
the other sources, including the Denali fault and the DLE, only accounted for a minor
percentage of the total hazard. Therefore, WCC recommended that design ground-motion
criteria (at both the Upper Susitna dam sites) be based on the maximum credible megathrust
subduction earthquake, not the DLE.
NOTE: Based on our evaluations, we concur with WCC’s conclusion that the DLE, should it
occur close to the project, would produce the strongest ground motions at the Upper Susitna
dam sites. Table 3.4-1 and Figure 3.4-3 illustrate the ‘range’ of peak and spectral ground
motions that we predicted for a M6 earthquake generated from strike-slip to thrust faulting
(with and without surface rupture), occurring within 3 to 6 miles of the site, using the recent
attenuation models for crustal sources cited in 3.4.C.1. However, it was beyond our scope and
time available to define the characteristics of such a random local earthquake (i.e. distance and
fault type). Therefore, further design effort will be required to reconcile the concept,
assessment and treatment of the seismic hazard associated with the DLE.
E. As a consequence of (i) considering the rupture area from the maximum characteristic
megathrust subduction earthquake to be 94 miles from the project (vs. 40 miles by WCC; see
3.4.A.2), (ii) using the most recent attenuation models (see 3.4.C), and (iii) neglecting at this
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time consideration of the DLE (as did WCC), our evaluations indicated that the deterministic
ground motions at the Upper Susitna dam sites will be controlled by the maximum
characteristic intra-plate (Wadati-Benioff) subduction earthquake; not an inter-plate
(megathrust) subduction earthquake as concluded in the WCC studies. Table 3.4-1 and
Figure 3.4-4 provide the 84th percentile deterministic peak and spectral ground motions we
recommend for conceptual evaluation of a RCC dam at the Upper Susitna dam sites. Note that
the vertical motion spectra in Figure 3.4-4 was determined by applying an average of the
correction factors recommended in Malhotra (2006), and Newmark and Hall (1982; same as in
FEMA, 2000) to the horizontal motion spectra.
3.5 Environmental Setting
The major environmental issues of importance considered in the 1985 license amendment
application (APA 1985) for the staged Susitna Project include:
• Project induced change in the seasonal patterns of flow in the river below the dams and the
potential for resultant impacts on fish habitat, particularly salmonid spawning and incubation
habitat.
• Project induced changes in water quality and temperature below the dams and the potential
for resultant impacts to fish (primarily salmonid) populations.
• Potential loss of terrestrial habitat, particularly winter browse habitat for moose, and denning
and foraging habitat for bear, due to inundation of lands by the reservoir
• Potential loss of habitat and/or habitat degradation due to construction of project facilities
including the construction camp, access road and borrow sites, particularly as it impacts
moose, and bear.
• Potential interferences with caribou movement due to project access road and Watana
reservoir.
• Potential loss of bald and golden eagle nesting sites through construction activities and/or
inundation.
• Potential loss of cultural resources (historic and prehistoric sites and artifacts) due to
construction activities and/or inundation.
• Potential socioeconomic impacts to local communities due to the influx of project workers
into these communities.
• Potential recreational impacts due to loss of the white water resources of Devil’s Canyon
through inundation.
3.6 Land Ownership
The 1985 Application for license amendment (Harza-Ebasco 1985, Volume 1 Exhibit A) included a
tabulation of the federal land within the project boundary (see Appendix A, Table of Property
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Ownership in the 1980’s). Included in the list of federal lands are both those that had been
selected, but not conveyed to non-federal owners and those lands which had been selected by and
conveyed to non-federal owners as of 1985.
Subsequent to the 1985 effort, the process of transfer of land from federal ownership to non-federal
owners has continued. A review of right of way issues would be required to better describe current
land ownership status affecting project facilities and access.
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4. Watana Site
This section describes the design for a RCC dam at the Watana site (river mile 184.4) to examine the
feasibility to construct a full height RCC dam at the site and as the basis of a cost estimate to be
compared to the full height earth embankment dam originally proposed for the Watana site.
4.1 RCC Dam
To realize the scale of the prospective projects it is notable that the full Watana earth embankment
dam, at a height of 885 feet, is in the class of highest earthfill dams in the world. Oroville dam on the
Feather River, near Oroville, California is an earth-fill dam that rises 754 feet and Nurek dam on the
Vakhsh River in Tadjikistan is 1,083 feet high. Roller Compacted Concrete dams have been
successfully constructed in cold regions such as the 219-foot high Taishir RCC Dam in Mongolia. It is
notable that if constructed today, the full Watana dam would be the highest RCC dam in the world
by around 150-feet; the Miel I RCC dam in Columbia is 616 feet high. It is noted that the proposed
Bashadam in Pakistan is in the final planning stage and will be 892 feet high when completed and
the 710-foot high Longtan Dam on the Hongshui River, China, is scheduled for completion in 2009.
The original Susitna Project design did not consider an RCC dam since the technology was in its
infancy at the time of the original study in the early 1980’s. RCC dam technology has advanced
significantly to date and is to the stage where confidence in RCC as a dam construction material is
high based on actual experience with the techniques of construction and materials. Construction of
a dam at the Watana site with RCC has a high potential for construction cost savings vs. the
earthfill/rockfill dams originally proposed in at least the following areas:
• Schedule
• Reduction in material quantities in the dam
• Modifications to the earthfill dam project configuration to realize cost saving in the:
o Spillway
o Diversion scheme
o Power intakes and conduits
o Power house – surface vs. underground
• Potential reduction in construction camp – for example, the construction camp for the
original Watana design was sized for around 3600 workers in the original cost estimate.
In order to demonstrate fully the feasibility of the RCC dam option, and thus realize the advantages
of the potential costs savings mentioned above, it will be necessary to resolve a number of important
questions that are outside the scope of the present assignment. These include:
• Establishing adequate sources and current costs for basic construction materials to be used
for the RCC mix.
• Carrying out a thermal analysis of the dam to determine the requirements for cooling the
RCC and to determine what maximum rate of RCC placement can be achieved without
causing excessive cracking of the RCC.
• Determining the required depth of foundation excavation and the foundation treatment..
• Confirming the feasibility of discharging the design flood by means of a stepped overspill on
the downstream face of the dam.
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• Complete recommended analysis necessary to complete the seismicity study for the next
stage of RCC dam analysis. This may include identification of appropriate time histories to be
used in time history analyses.
• Performing preliminary design of a surface powerhouse with power intake in the RCC dam
and surface power conduitss.
Given the unprecedented nature of the project and the limited budget available for determining the
feasibility of using RCC to construct Watana dam, the RCC project cost estimate discusses potential
issues associated with the dam size, and extrapolates from successful smaller RCC dam designs to
develop the configuration of the envisioned RCC project. Further, the cost estimate is based on
construction at the original Watana dam site, and on the axis of the original earthfill dam. We have
not attempted to optimize the dam axis or project layout to specifically suit the RCC option. It is
probable that a complete exploration of all issues associated with a RCC dam of this size, including
analysis of alternative alignments and locations, could reduce the cost further.
4.1.1 Dam Configuration Considerations
Our understanding of the design development of a RCC dam is that it will be based on the following
considerations:
Crest Elevation - An RCC dam may have a lower crest elevation than an earth fill dam as less
flood freeboard is required and, depending on downstream foundation conditions,
overtopping for extreme events may be acceptable. In addition, because the RCC dam does
not require any provision for the loss of freeboard in an earthquake (seismic slumping) that
the earth embankment dam must have, the dam crest may be lower. Furthermore, the
settlement of the RCC dam will be less than that of the embankment dam for two reasons: a)
the body of the RCC dam is relatively rigid and does not develop post-construction
settlement as the embankment dam does; and b) the total mass of the RCC dam is less than
that of the embankment dam with the result that it does not develop as much foundation
settlement. These considerations could lead to a significant reduction in the required
freeboard and therefore a lower crest level for the same full supply level (reservoir elevation)
as the embankment dam alternative.
RCC Dam Configuration - RCC dams are designed to the same principles and standards as
concrete gravity dams. Design loadings and factors of safety are per FERC guidelines,
including; waves and freeboard, earthquake, and silt loads.
Seismic loading is expected to control design: specifically shear stresses at or below RCC-
rock interface. Within the dam, tensile and shear strength can be controlled to meet any
feasible loading. For a dam of this height, an increase in base length will maximize shear
resistance and reduce tensile stresses. Steepening the upper portion of the dam may allow
interface shear stress criteria compatibility without increasing mass.
The project configuration General Arrangement Plan and Sections and Details are shown in Figures
4.1-1 through 4.1-3.
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4.1.2 Seismic
Part 3.4 of this report summarizes the results of our review of the seismic studies completed for the
Susitna Hydroelectric project between 1980 and 1981 (WCC, 1982), and the preliminary seismic
ground motion parameters recommended for use in the conceptual evaluation of an RCC dam at the
Watana site. Based on that review, and neglecting at this time consideration of a random local
earthquake that could occur close to the site on a yet unknown fault (as did WCC), we consider that
the deterministic ground motions at the Watana site will be controlled by the maximum
characteristic intra-plate (Wadati-Benioff) subduction earthquake, M7.5, occurring at a depth of
about 31 miles under the site; i.e. the Maximum Credible Event (MCE); with estimated peak and
spectral 84th percentile deterministic peak and spectral accelerations summarized in Table 3.4-1 and
Figure 3.4-4, respectively. The specific ground motion parameters used in our preliminary analysis of
the RCC dam are discussed below.
4.1.3 Foundations
Foundation conditions and foundation treatment will require examination of suitability for the
envisioned RCC dam. This includes curtain grouting (often assumed to have a depth of 50% of the
headwater depth of impoundment) and consolidation grouting (depending on the foundation
conditions). A drainage curtain downstream of the grout curtain, which will be located near the
upstream face of the dam, will be employed to ensure low pore pressures within the concrete and to
control uplift pressures in the foundation. Grouting and drainage galleries are included in the body
of the dam and will extend into the abutments.
The bedrock profile along the Watana Dam axis is shown on Figure 3.3-4 (Harza-Ebasco 1983). The
Section is drawn looking upstream. The bedrock surface in the valley bottom is as follows (from right
bank to left bank looking downstream):
Right Abutment:
• HD 83-4: Deeply weathered and altered diorite to depth of 25 feet along inclined hole (i.e.
weathered to 17 feet depth)
• HD 83-45: Diorite, unweathered, hard, strong
Valley Bottom:
• HD 83-10: diorite, fresh, closely to moderately fractured, hard, strong
• HD 83-13: Weathered diorite. Depth of weathering is not known because the drill hole only
penetrated the rock for 5 feet
• HD 83-44: Diorite and monzonite, unweathered, hard, strong
• HD 83-42: Diorite, altered, hard, strong
• HD 83-43: Diorite-monzonite, hard, strong for about 10 feet with 10 feet of intensely
fractured altered zone before reaching good rock
• HD 83-12: Diorite, altered, chlorite and talc in joints, low strength to the end of hole 10 feet
into bedrock.
• HD 83-11: Diorite, little weathering, hard, strong
Left Abutment:
• HD 83-46: Diorite, unweathered, hard, strong
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From review of the drill holes, the conclusion is that the bedrock surface is expected to have been
scoured by glaciation and be generally sound. Hard fractured bedrock under the dam footprint will
require consolidation grouting to a depth that will be determined according to the imposed stresses.
Initial estimate for consolidation grouting is 65–foot deep holes at 23-foot centers in both directions
on the dam footprint In addition, fracture zones and altered zones should be excavated to at least 3
times their width or to 16-foot depth, whichever is the greater, and filled with concrete. It is not
necessary to excavate the bedrock unless it cannot be grouted adequately to carry the stresses
imposed by the dam.
4.1.4 RCC Dam Design Analysis
A preliminary RCC dam analysis has been carried out using CADAM, a computer program for design
and analysis of gravity dam structures. CADAM was developed in the context of research and
development activities with guidance from the industrial chair on the Structural Safety of Existing
Concrete Dams in Montreal, Canada at Ecole Polytechnique de Montreal.
The CADAM program performs 2D stability analyses on gravity sections. Some of its features are:
• Accepts basic structural dimensions and generates geometry and properties of a section.
• Normal and floodwater levels are input for hydrostatic and uplift calculations.
• Various options are available for uplift distribution (USBR, USACE, FERC).
• Sliding friction parameters for concrete lift joints and rock contact can be specified.
• Earthquake analysis can be carried out with the pseudo-static or pseudo-dynamic approach.
The pseudo-dynamic (Chopra’s Method) of analysis was used as required by FERC guidelines.
• Crack “chasing” for static and dynamic loads was included in the analysis.
Three dimensional finite element analysis will be required during future detailed design. The analysis
should include dynamic and thermal stress analyses.
4.1.4.1 Basic Information
It is understood that the following details define the conceptual Watana RCC dam at present:
• Full supply level (FSL, spillway crest) El. 2185 feet
• Dam crest El.= FSL + 5feet (gated spillway)
or FSL +25 feet (ungated spillway)
• River bed level El. 1450 feet
• Approximate lowest foundation level (RCC dam) El. 1350 feet
4.1.4.2 Dam Alignment
Experience on other RCC dam projects in recent years has found that the optimized embankment
dam volume is seldom on the same axis as the optimum RCC dam. Significant reduction in total dam
volume could be achieved by modifying the dam axis for the RCC dam, a dam with a much smaller
footprint than the original earth embankment dam. For purposes of this study, the original axis has
been used for the RCC dam. The axis shown on the figures has been selected based on a limited
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examination of the site characteristics and optimization of axis location and alignment will lead to a
better solution for the RCC dam location and design.
4.1.4.3 Dam Section
Seismic conditions appear to dominate design, and to address this, the dam configuration concept
maximizes the base length to increase the sliding resistance at the critical section. The RCC dam
arrangement has two sections; a base section that is envisioned to be constructed quickly in the base
of the river channel, and a more conventional RCC dam section above the base. The base would have
1:1 slopes both upstream and downstream to El. 1550 feet. The base section would incorporate the
cofferdam and diversion water conveyances. We have considered the base platform to be
constructed separately from the upper part of the upper main dam. The principal reasons for this
are:
• Because of its dimensions, the base platform has lower and more uniform stress distribution,
meaning that less stringent RCC properties are required.
• For approximately half of its depth, the base platform is below river grade and, on the
upstream side, will be either backfilled during construction or in the short term by bedload
solids deposition cast against the cofferdam.
• Alluvial material may be suitable for aggregate in the RCC of the base platform, that may not
be suitable for the high strength RCC that is needed in the remainder of the dam because of
the variable nature of the materials.
• The time required to set up the more sophisticated systems for RCC with properties identical
to the upper part of the dam (especially the crushing plant) would almost certainly delay the
start of dam base RCC production.
4.1.4.4 Galleries
As shown on Figure 4.1-2, five grouting/drainage galleries are initially proposed in the main dam:
the lowest gallery will be on top of the base platform at about El. 1550 feet and the top most gallery
just below spillway crest at about El. 2140 feet with three intermediate galleries at equally spaced
elevations between the top and base galleries. For preliminary planning purposes, galleries are
assumed to be 12 feet high by 10 feet wide. This is a simple and practical arrangement; all seepage
is drained by gravity, no works are below flood TWLs and no pumping or other power dependent
emergency activities are required. Incorporation of a drain near to dam heel may bring significant
cost reductions along with operational disadvantages.
In addition, an inspection and instrumentation gallery is proposed in the base section located over
the one-third point on the dam base. This gallery will also be 12 feet high by 10 feet wide.
4.1.5 Loading
The following load cases were assumed for the preliminary design and analysis:
Case 1 – Normal
A. Design weight
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B. Hydrostatic forces for normal maximum reservoir level of El. 2185 feet
C. Ice – 12 thousand pounds (kips) per linear foot
D. Uplift and seepage forces.
Case 2 – Probable Maximum Flood (PMF)
A. Dead weight
B. Hydrostatic forces for maximum reservoir level of El. 2211.8 feet
C. Uplift and seepage forces.
Case 3 – Post Seismic
A. Dead weight
B. Hydrostatic forces for normal maximum reservoir level of El. 2185 feet and normal
tailwater level of El. 1478 feet
C. Ice – 12 kips per linear foot
D. Maximum Credible Earthquake (MCE): Seismic inertial and hydrodynamic forces for
MCE with horizontal peak ground acceleration (HPGA) of 0.63 g and vertical peak
ground acceleration (VPGA) of 0.42 g. (MCE parameters used in seismic analysis to
determine post seismic conditions.)
E. Uplift and seepage forces.
Each of the load cases along with the new procedures related to seismic stability now required by
FERC are discussed below (see Table 4.1-1):
Case 1 – Normal is based on hydrostatic loading on the spillway combined with an ice
loading applied at the crest of the spillway.
Case 2 – Flood is based on a PMF reservoir level of El. 2211.8 feet. Nappe forces on the
overflow sections were not included in the analysis.
Case 3 – Post Seismic: FERC no longer requires that factors of safety during earthquake
loading be evaluated. FERC states that due to the “oscillatory nature of earthquakes, and the
subsequent structural responses, conventional moment equilibrium and sliding stability
criteria are not valid when dynamic and pseudo dynamic methods are used.” FERC’s new
Case 3 loading condition looks at the stability consequences of a seismic event. The structure
was analyzed under maximum credible seismic conditions to determine the extent of cracking
in the base. After the extent of cracking is known, the section is reanalyzed under normal
loading (Case 1) to determine the post seismic safety parameters.
The CADAM program performs a pseudo-dynamic analysis based on peak ground acceleration using
Chopra’s method. The response spectra for the selected seismic event with 10% damping was used
to determine the peak spectral acceleration for the estimated natural period of the dam.
The results are used to determine the length of crack to be used in the post seismic analysis that
includes crack lengths and subsequent uplift.
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FERC minimum factors of safety for facilities having high or significant hazard potential are as follows
for these load cases:
Table 4.1-1 FERC Minimum Factors of Safety against Sliding Failure
(FERC Engineering Guidelines Chapter 13)
Case 1 – Normal
(Usual)
Case 2 – Flood
(Unusual)
Case 3 – Post Seismic
(Extreme)
Minimum Sliding
Safety Factors
(SSF)
3 2 1.3
CADAM analysis was run for a section of the dam through the middle of the channel with the base of
the base platform at El. 1350 feet and the upper section at El. 1550 feet. In summary the analysis
criteria were as follows:
• Cohesion at lift joints: 50 ksf
• Friction angle: Concrete / rock foundation and concrete to concrete construction joints
assumed phi value of 48 degrees
• Concrete density: 150 pounds per cubic foot (pcf)
• Concrete tensile strength: 33 ksf
• Concrete dynamic tensile strength: 48 thousand pounds per square foot (ksf)
• Uplift pressures: A drain efficiency of 66.7% was assumed in this analysis. Post-seismic uplift is
assumed to be a modified uplift pressure distribution that applies full hydrostatic pressure over
the length of any crack(s) that may form during the seismic event.
• Load Case 2 – Flood: Nappe weight and forces are not considered downstream of the crest. A
tailwater at El. 1491 feet was assumed for PMF.
• Load Case 3 – Post Seismic: Pseudo-dynamic analysis was performed using CADAM in
accordance with Chopra’s procedure to determine post seismic conditions. Chopra’s pseudo-
dynamic analysis procedure accounts for modal deformations whencalculating accelerations
over the dam height. The input used for the dynamic analysis input variables based on the
estimated MCE response spectra and the assumed dam geometry are presented in Table 4.1-2.
• Reduction in vertical seismic component: Vertical seismic component reduced to 0.67 of the
MCE value since horizontal and vertical seismic accelerations will not occur at the same time.
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Table 4.1-2 – Pseudo-dynamic Analysis CADAM Input Variables
Horizontal peak ground acceleration (HPGA) 0.63 g
Vertical peak ground acceleration (VPGA) 0.42 g
Horizontal spectral acceleration (HAS) 0.42 g
Concrete Young’s modulus, (Es) 3,605,000 psi
Foundation Young’s modulus, (Ef) 5,400,000 psi
Dam damping ( ξ 1 ) 0.05
Foundation damping ( η f ) 0.10
Wave reflection coefficient (α ) 0.5
Velocity of pressure waves (C ) 4,720 ft/sec
4.1.6 Results
The Watana RCC Dam preliminary design was based on the CADAM analysis results for a variety of
dam geometries. The assumed base with a top at 1550 feet would have upstream and downstream
faces unformed and uncompacted; i.e, these face are overbuilt by 1 to 2 feet so that the design
section is properly compacted. This requires extra material, but very rapid placement rates can be
achieved by avoiding forms. CADAM stability analysis results for the selected load cases are
summarized below in Table 4.1-3.
Table 4.1-3 – CADAM Analysis Results Summary
Load Case Sliding Factor of Safety
(SSF)
Base Cracking (%)
Case 1 – Normal 3.43 0
Case 2 – Flood 3.20 0
Case 3 – Post Earthquake 2.93 57.7
These results meet FERC guidelines for gravity dams. It is important to note that the stability analysis
was found to be sensitive to the seismic parameters, the location of the drainage within the dam, and
material properties of the RCC. Small changes in the location of the drainage galleries results in an
increase in the external base cracking under seismic loading. The high sliding factors of safety for
the “Post Earthquake” case do not represent as conservative a design as may be assumed by the
comparison of the analysis results to the FERC required minimum factor of safety. However, it should
be noted that optimization of the design will likely lead to reductions in section dimensions and
corresponding reductions in dam volumes.
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Load Case 3 analysis results show over half the base of the dam would be cracked after a MCE event
but that FERC recommended SSF of 1.3 would be met. It is likely that base cracking that may occur
during a seismic event would become a “closed crack” post-seismic. Typically an earthquake
recovery plan would include an assessment of drain pressures in order to assess any changes in uplift
pressures and their effect on sliding stability. Partial cracking of the dam’s base during the MCE is
acceptable.
4.1.7 Thermal Stresses
The long-term annual average temperature in the project area is about 32° F (0° C). This is the
temperature that the concrete in the dam will eventually cool down to. This is the most important
input to thermal stress analyses. The second most important is the coefficient of thermal expansion
(Cte) of the concrete, which we know will be close to Cte of the aggregates, therefore it is very
important that samples from anticipated aggregate sources be extracted and sent to known labs for
analysis of Cte during the final design process.
4.2 Other Engineered Structures
This section describes the analysis elements that went into the development of the conceptual
design used in the cost estimate. Given the limited budget and schedule, this should not be
considered a thorough or complete exploration of all the issues associated with a dam of this size.
Replacement of one dam design for another affects more than just the dam. Many features of the
project general arrangement can be modified to work more efficiently with the RCC dam. These
include:
• Cofferdams
• Diversion water conveyance
• Spillways
• Intakes, powerhouse and water conveyances
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4.2.1 Cofferdams and Diversion Scheme
The 1982 Acres scheme provided for two 38-foot diameter circular tunnels and an upstream
cofferdam designed to operate with a maximum water level of El. 1536 feet at the intake portal. A
tunnel diversion is also possible for the RCC dam alternative. However, the smaller footprint of the
RCC dam and the lesser consequences of overtopping the unfinished RCC dam during construction
than an unfinished earth embankment dam may make diversion water conveyances built within the
body of the dam a more convenient and economical choice than the diversion tunnel scheme. The
most likely choices for the diversion scheme would be tunnels similar to the 1982 Acres scheme or
incorporating the diversion conveyances and upstream cofferdam into the main dam as has been
done at several recently constructed RCC dams. We have used the internal diversion for the RCC
dam concept for our study in part to better illustrate the internal diversion concept. A more detailed
comparison of a tunnel diversion scheme to other options is recommended for further study to
determine the diversion scheme most suitable for the project.
The optimization of the diversion water conveyance is contingent on time of closure by pre-
cofferdams and time of starting RCC placement for cofferdams constructed in the low flow season.
Closure has been assumed to take place in April to allow the RCC cofferdam construction time to
advance as far as possible before the summer flood season. It is envisioned that pre-cofferdams will
be required for construction of cofferdams and RCC production must be well advanced before
starting construction of cofferdams. This is normal in current RCC dam construction practice, but it is
important to emphasize schedule constraints as pre-cofferdams will each be relatively large
embankment structures each requiring a slurry trench cutoff or jet grouting to bedrock in order to
control the flow of water into the excavation for the main cofferdam and the main dam.
As mentioned, the protection level required for an RCC dam is considerably less than for an earth
embankment dam. For an RCC dam, the risk period is during the foundation preparation period.
Once RCC placement has commenced, damage and delays due to overtopping do not justify a high
protection level, such as the 1:50-year flood as proposed (correctly) for the earth embankment dam
alternative. A more appropriate flood protection level for an RCC dam alternative would be 1:5-year.
The updated hydrology at Watana shows a 1:5-year flood inflow of 48,000 cfs and this flow was used
for diversion conduit design.
The invert of the diversion conduits (diversion conveyance) would be located at approximately the
level of the existing river bed at both the upstream and downstream ends. Assuming a maximum
upstream water level of El. 1550 feet against the main upstream cofferdam, and a diversion conduit
invert at the inlet of El. 1460 feet (the assumed upstream bed elevation), two 27-foot diameter pipes
would have a capacity of 48,000 cfs including inlet, outlet and friction losses. The tailwater elevation
for this magnitude flow was estimated from the river slope, the river cross section, and the estimated
bed roughness. It was found to be about El. 1466 feet at 48,000 cfs flow. For that flow with the
outlet invert at El. 1450 feet the diversion pipe outlets would be fully submerged and outlet losses
would be minimal. The outlet velocity would be about 42 fps, which would require some erosion
protection downstream from the outlet.
A potential construction procedure that maintains RCC placement even during flows which exceed
the design diversion flood is to construct the dam with a lower crest elevation section in the middle
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as shown on Figure 4.2-1. As placement proceeds, flood flows exceeding diversion capacity can
pass over the lower section. This is the practice elsewhere in the world on RCC dams and
construction continues during floods.
4.2.2 Spillway
4.2.2.1 Selection of Spillway Type
The spillway configuration is expected to change from the embankment dam scheme by eliminating
the side channel spillway and emergency spillway and instead incorporating an overflow section into
the RCC dam. The spillway design influences the layout and construction of the dam. Two obvious
options are possible:
• Ungated
• Gated
An ungated spillway has advantages over a gated spillway including:
• Community acceptance (no possibility of operator error)
• Reduced O&M costs
• Reduced peak outflow resulting from attenuation of peaks due to routing of flood through
the reservoir above FSL.
Stepped spillways have been adopted for many RCC dams, where the downstream face is normally
constructed in steps. Many hydraulic models have been constructed and compared with prototype
performance. There is certainly no prior experience of stepped spillway performance over an 800-
foot drop, but we would expect significant dissipation of energy over the course of the fall.
Until such time as the following are developed, it will not be possible to develop an optimum
spillway arrangement:
• Confirm inflow floods.
• Confirm reservoir elevation-volume relationship.
• Confirm flood hydrographs.
• Carry out flood routing for ungated spillway arrangement.
• Frequency of spillway operation.
4.2.2.2 Selection of Spillway Design Floods
Normal design practice for projects of this magnitude requires the project to be capable of passing
the PMF routed through the reservoir without endangering the dam. In addition to this requirement,
the project should have sufficient spillway capacity to safely pass a major flood of lesser magnitude
than the PMF without damaging the main dam or ancillary structures. The flood frequency analysis
presented in Section 3.2, above, produced the values in Table 4.2-1 below.
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Table 4.2-1 Spillway Design Flows for Watana
Month US Standard Metric
Average annual flow 8,100 cfs 229 m3/s
Maximum average monthly flow (June) 41,500 cfs 1,175 m3/s
Minimum average monthly flow (March) 590 cfs 17 m
3/s
Design flood inflow (1:10,000
year) 156,000 cfs 4,417 m3/s
PMF (probable maximum flood) 326,000 cfs 9,231 m3/s
The spillway was sized for a peak inflow of 156,000 cfs, which is equal to a 1:10,000 year reservoir
inflow event. The spillway would be un-gated with the crest at El. 2185.0 feet, corresponding to the
normal maximum operating water level (Acres 1982). The spillway would comprise eleven 50-foot
wide spill bays and ten 6-foot wide piers for a total spillway length of 610 feet. The piers would
support a roadway across the spillway and likely be round-nosed or elliptical and tapered to the
downstream edge to facilitate a gradual expansion and more evenly distributed flow over the
spillway chute. Figure 4.1-1 shows a plan view of the spillway.
The ungated spillway would be designed for a capacity of 156,000 cfs with a reservoir level of El.
2202 feet, including the flow contraction effects of the piers and abutments. The PMF flow of
326,000 cfs was calculated to result in a water level of up to El. 2211.8 feet, overtopping the dam by
up to 2 feet, however this is without taking into account attenuation of outflows due to reservoir
storage above FSL. Considering attenuation would likely result in no overtopping occurring.
The spillway chute would be stepped, with step heights and lengths of approximately 15 feet
following the design criteria of Chanson (Chanson 2001) to maximize the energy dissipation before
the tailrace. The river channel is only approximately 400 feet wide downstream of the dam,
necessitating a reduction in the width of the spillway chute from 610 feet at the top to 400 feet near
the bottom. The spillway is assumed to be faced with conventional concrete. The residual energy at
the bottom of the chute at design flow is approximately 55 feet, reducing the need for an expensive
energy dissipater design and instead allowing for a more conventional stilling basin with apron and
end sill. Figure 4.1-2 and Figure 4.1-3 shows sections and details of the stepped spillway and the
stilling basin.
The spillway design presented herein is conceptual and a hydraulic model study would be required
to confirm design of both the stepped spillway and the stilling basin.
4.2.3 Power Intake
Particularly when the powerhouse is a surface powerhouse located at the toe of the dam, the power
intake can be incorporated into the body of the dam. There are numerous examples of this. A good
example is the 2400 MW Son La Plant in Vietnam. See Figure 4.2-2. Substantial cost savings can be
expected to result from the elimination of a separate intake structure and the corresponding
reduction in power conduit length.
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4.2.4 Powerhouse
An underground powerhouse is a logical choice for the embankment alternative at the Watana site
given the inherent risk associated with locating water conveyance near embankment structures. The
restricted topography and favorable geological conditions also supported the selection of an
underground powerhouse in the south abutment. The competency of the granite bedrock indicates
the possibility of excavating an underground chamber and various tunnels with a minimum of
support. Deep drilling, of course, would be required to fully outline the problems which may arise
during construction of the powerhouse chamber and the various tunnels.
With a concrete dam, the powerhouse could be moved to the toe of the dam with intakes and water
conveyance integrated into the dam structure. This would eliminate extensive underground works
for penstock, surge tanks, powerhouse, transformer gallery, tailrace and access tunnels. This would
also eliminate much of the risk associated with subsurface construction; however, the weather would
have a greater effect on surface powerhouse construction.
The shorter distance between intake and powerhouse may somewhat reduce the total head on the
project; however, the shorter water conveyance would reduce the head loss during generation so it
would be difficult to estimate if the surface powerhouse would produce more or less power at the
site.
A surface powerhouse profile from the Son La project is shown on Figure 4.2-2. This is a major
reconfiguration of the project that has not been fully explored to date; however, the influence on the
total cost of the project is expected to be significant.
4.2.5 Comparison of Material Quantities between Embankment and RCC Concepts
An effective method of observing some fundamental differences between alternative dam designs is
to compare some of the major quantity numbers that were used to develop the cost estimate. The
quantities were developed to the level of conceptual dam design. Further refinement may have the
potential to increase or decrease the material requirements and corresponding costs.
The Watana Embankment dam in the 1992 Acres Feasibility Study was estimated to have a volume of
the rockfill of 62 million cubic yards. Our study has a volume of the gravity RCC dam estimated at
15 million cubic yards, which is 24.2% of the volume estimated for the embankment dam
alternative.
When comparing volumes of material it is also important to note that the RCC will be far more
homogeneous allowing transport and placement with the same equipment spread. Some variation
in the RCC mix may be developed during final design and special procedures will occur were there
are interfaces between RCC and conventional concrete as well as at cold joints and structures within
the dam such as galleries, spillways and other water conveyances; see Table 4.2-2.
Note that this report on an RCC dam option for Watana is based on a structure with the same axis as
the embankment dam option. Watana dam has not been looked at from a Gravity-Arch point of
view, but it may be worthwhile to explore the viability of this approach due to potential further
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savings in the dam structure cost by the further reduction in materials quantities due to the thinner
section of the G-A structure.
Table 4.2- 2_ Comparison of selected Quantities Watana Embankment vs. RCC Concept
Item Embankment Scheme RCC Scheme
Cofferdams (CY) 364,100 NA
1)
Main Dam (CY) 61,578,000 15,000,000
Foundation Exc. (CY) 11,932,500 3,977,499
Surface Prep. (SF) 10,058,000 3,228,618
Contact Grouting (LF) 687,000 350,000
Grouting Galleries Exc. (CY) 43,000 90,400
Spillway Exc.(CY) 2,958,500 13,000
Spillway Concrete (CY) 2) 129,800 174,000
Spillway Gates (US$) 3) $14,208,000 NA
1) RCC Cofferdam incorporated into main dam (pre cofferdam not included for either scheme)
2) Conventional concrete only (RCC included in main dam quantities)
3) RCC concept uses ungated spillway
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5. High Devil Canyon Site
This section describes the project layout associated with an RCC dam at the High Devil Canyon site
(at river mile 156.5). This is the basis of a cost estimate to be compared to the full height earth
embankment dam originally considered for construction at the High Devil Canyon site as an
alternative development to the schemes developed for the license application. Given the limited
budget and schedule, this should not be considered a thorough or complete exploration of all the
issues associated with a dam of this size.
5.1 RCC Gravity Arch Dam Design Considerations
This section describes the preliminary design efforts for a RCC gravity arch dam at the High Devil
Canyon site (HDC).
5.1.1 Layout
The limited information available makes it necessary to ensure that a conservative approach to layout
is followed to ensure the legitimacy of the conclusions.
In this case, cross-sections were prepared from the digitized 100’ contour interval surface
topography. In order to establish dam foundation levels, the rock surface contours were prepared by
assuming that the depth of overburden varies from 30 feet at El. 1800 down to 100 feet at El. 1000
feet. This assumption was based on the conditions at Watana as shown by borehole logs and on the
geotechnical observations in the 1974 study (Kaiser 1974). On this basis, with crest El. 1775 feet (for
a rockfill structure with gated spillway), the HDC dam would have minimum foundation level of El.
900 feet and a maximum height of 875 feet
Figures 5.1-1 to 5.1-5 shows the preliminary layout of the HDC dam developed on the basis of the
above criteria. This layout results in a crest length of approximately 3600 feet measured along the
upstream edge of the crest. Only the central 1700 feet are curved, with a radius of 1500 feet. Gravity
sections have been adopted for the left and right abutment closure sections.
The preliminary nature of this layout is emphasized, noting that it is based on approximate
topography, even more uncertain foundation levels and with no directly determined subsurface
information at all from the site therefore subsurface conditions were inferred from .
The preliminary section arrangement to be used for the initial finite element runs was based on the
designed cross-section of a similar height dam in South America.
Following initial assessment of the ungated spillway arrangement, the dam crest was set at El. 1770
feet (for FSL of 1750 feet) and the crest width at 30 feet. Figure 5.1-5 shows details.
Subject to stability verification, the section of the gravity arch above El. 1335 is identical to the non-
arch gravity section to the abutments (see 5.1.2 following).
Preliminary calculations indicate that this section on the Figure 5.1-3 alignment with the inferred
rock surface contours will have an RCC volume of about 11.6 million yd3.
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5.1.2 Dam Axis and Section
As distinct from the Watana study, the HDC assessment commenced with the adoption of a gravity-
arch section. The gravity-arch (G-A, often referred to as arch-gravity) option combines both arch and
gravity action to resist the applied loads.
In simplified terms, whereas a gravity section resists applied loads by its own mass and the shear
strength of the concrete-rock foundation interface, the G-A section partially transfers the loads to the
abutments. Obviously, for given loading conditions, the thinner the arch section, the greater the
strength requirement for both the dam concrete and the abutment supports.
It is not the intent of this report to discuss dam types and design methods in depth. It is noted that
EM 1102-2-2201 (USACE 1994), gives a good introduction to arch dam layout and design.
Although both HDC and Watana comply with the USACE basic criterion for consideration of an arch
dam (crest length/height preferably <3, but up to 6 acceptable), the long, shallow abutments are not
appropriate for a thin arch dam (especially without intensive investigation of abutment properties),
but both may well be suitable for G-A design.
Two of the most important dams in the USA are G-A: Hoover and Glen Canyon. The more recent of
the two, Glen Canyon (completed in 1965) is the most relevant as far as the Susitna dams are
concerned. Glen Canyon has a maximum height of 710 feet, a crest length of 1,560 feet and a
constant radius of approximately 900 feet.
Preliminary layouts of HDC as a G-A dam focused on applying a constant radius over the entire
length. This approach resulted in either excessively flat radii (>2,000 feet) which will reduce arch
action, excessive crest length (25% longer than optimum straight axis) or unfavorable alignment of
overflow section relative to river alignment.
5.1.3 Foundations
Foundation conditions and foundation treatment will require examination of suitability for the
envisioned RCC dam. This includes curtain grouting (often assumed to have a depth of 50% of the
headwater depth of impoundment) and consolidation grouting (depending on the foundation
conditions). A drainage curtain downstream of the grout curtain, which will be located near the
upstream face of the dam, will be employed to ensure low pore pressures within the concrete and to
control uplift pressures in the foundation. Grouting and drainage galleries are included in the body
of the dam and will extend into the abutments.
5.1.4 Analysis
The High Devil Canyon Gravity Arch Dam initial concept consists of a gravity arch dam tangentially
flanked on each side by straight gravity dam segment abutments. Because the structural behavior of
the arrangement is 3D and is not strictly an arch, a general 3D structural analysis is required. A
cursory Finite Element Analysis (FEA) was performed on the initial trial layout of the dam. The layout
and cross-section of the dam is shown in Figures 5.1-2 and 5.1-3.
The FEA was performed using SAP2000. Only a linear analysis of the dam was performed to obtain a
qualitative assessment of the structural performance of the dam. The analysis does not consider
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dam-water interaction, reservoir boundary absorption, water compressibility, or dam-foundation rock
interaction. As reported by Anil K. Chopra, Earthquake Response Analysis of Concrete Dams, Chapter
15, Advanced Dam Engineering, 1988, these have a significant effect on the deformation and stresses
of an arch dam. However, specialized computer programs such as EACD-3D (available online:
http://nisee.berkeley.edu/documents/SWSC/EACD-3D-2008.rar) are required to analyze these effects.
The key features and limitations of the analysis are:
• FEA Model
o Dam and foundation “half-space” modeled using 8-node solid elements
o Solid element dimensions were on the order of 75-100 feet
o Dam model included 694 solid elements
o Material properties
RCC: E = 5,080,000 psi, μ = 0.20, γ = 150 pcf
Rock: E = 5,080,000 psi, μ = 0.22, γ = 170 pcf
o No-tension nonlinear elements not included (for joints)
o Zero mass foundation
• Loads and load cases
o Dead
o Hydrostatic (normal water elevation)
o Earthquake – horizontal MCE response spectrum
o Case I – Dead + Hydrostatic
o Case III – Dead + Hydrostatic + Earthquake
o Loads not included
Hydrodynamic
Vertical earthquake motion
PMF hydrostatic
Ice
Temperature
Uplift pressure
5.1.4.1 Static Loads Analysis
The static loads considered in the FEA consist of the dead load of the dam and the hydrostatic water
pressure assuming a water elevation of 1750 feet. The results are identified as Case I.
5.1.4.2 Seismic Analysis
The seismic load analysis was performed using a response spectrum analysis (RSA). The process
consists of performing a modal analysis of the dam/foundation to obtain the frequencies and modal
shapes for several modes (12 in this analysis) and applying a selected earthquake response spectrum
to obtain the corresponding deformation response of the dam. The response spectra analysis by
Woodward Clyde Consultants (WCC, 1982) as discussed in Section 3.3 was used for the analysis.
Based on the current results the M7.5 Wadati-Benioff zone (intra-plate) subduction earthquake,
occurring directly under the dam site, this response spectrum was selected as a basis for Maximum
Credible Event (MCE). This represents an 84th percentile deterministic acceleration response spectra
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event generating a horizontal peak ground acceleration (HPGA) of 0.46 g. A damping factor of 10%
was used in the analysis.
The RSA was performed by applying the response spectrum to the foundation boundary
independently in two orthogonal horizontal directions, one in the direction of the valley and one
across the valley. The two structural responses were then combined by the root sum squared (RSS)
method. The resulting combined response is treated as acting in both a positive and negative
direction. The positive and negative responses are added in turn to the combined dead load and
hydrostatic load response to obtain an envelope of the overall response, identified as Case III. The
two enveloped responses are identified in the analysis as Case III Max for maximum tensile stresses
and Case III Min for maximum compressive stresses.
5.1.4.3 Analysis Results
The following tables show the results of the analysis. Table 5.1-1 lists the crest displacements.
Table 5.1-1 Crest displacements (inches)
Case Radial Tangential Vertical
Case I -0.76 0.01 -0.42
Case III + 5.82
- 6.56
+ 1.10
- 1.09
+ 0.71
- 1.14
*Negative radial displacement is in the D/S direction
Table 5.1-2 lists the stress range on the U/S and D/S faces for the arch and cantilever loading
directions.
For comparison, the following stress criteria are presented. For an extreme load case (MCE) the factor
of safety for compressive and tensile stresses are 1.1 and 1.0, respectively, (Table 11-1.1, Chapter 11 -
Arch Dams, Engineering Guidelines For The Evaluation Of Hydropower Projects, FERC). Assuming a
compressive strength of f’c = 4350 psi, the allowable compressive stress would be fc = 3955 psi.
For tensile stresses, a comparison value is based on the discussion and Figure 15-38 in Earthquake
Response Analysis of Concrete Dams, Chapter 15, Advanced Dam Engineering. Here the “apparent”
tensile strength under seismic loading is ft = 3.4f’c2/3 = 906 psi.
The apparent tensile strength is not an "allowable" tensile stress value. If predicted tensile stresses
are below this value but extend over large areas of the dam, the results are still suspect and the
analysis should be re-run to account for redistribution of tensile stresses due to joint and crack
opening.
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Table 5.1-2 Stresses (psi)
Case Face / Load Direction Stress Approximate Location
Case I Upstream / Arch 109
-336
At crest at right abutment.
At crest at crown cantilever section.
Upstream / Cantilever -374 Near base at crown cantilever section.
Downstream / Arch 72
-309
At crest at right abutment.
At crest at crown cantilever section.
Downstream / Cantilever -850 At base just upslope left of crown cantilever
section.
Case III Max Upstream / Arch
838
691
At base just upslope right of crown
cantilever section.
At crest at crown cantilever section.
Upstream / Cantilever 1366 At base just upslope left of crown cantilever
section.
Downstream / Arch 925 About 150 feet below crest right of crown
cantilever section.
Downstream / Cantilever 874 About 240 feet below crest left of crown
cantilever section.
Case III Min Upstream / Arch -1340 At crest at crown cantilever section.
Upstream / Cantilever -1922 At base just upslope left of crown cantilever
section.
Downstream / Arch -1263 About 150 feet below crest right of crown
cantilever section.
Downstream / Cantilever -2299 At base just upslope left of crown cantilever
section.
5.1.4.4 Discussion
Under the MCE earthquake loading, the stresses found in the analysis exceed the assumed design
stress criteria. Considering the exclusion of the additional interaction effects mentioned above and
the vertical component of earthquake motion, it would be expected that a comprehensive analysis of
the dam would indicate greater stresses than found in the present analysis. However, it is expected
that the initial concept could be refined based on the present analysis results to reduce the stress in
the regions of high tensile stress. The refined model could then be analyzed by the more
comprehensive methods mentioned above for the final design iteration. The dam appears to be
feasible and would merit additional design development if its estimated cost is competitive with the
Watana RCC gravity dam.
5.1.4.5 Thermal Stresses
The thermal stress situation is even more important for the G-A case as the structure must remain in
compression under all circumstances. The dam will be constructed and will attain maximum internal
temperatures in the warmer months and will cool down rapidly during the winter. This cooling will
cause contraction that under critical circumstances could produce cracking across the structure.
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The keys to controlling this tendency are:
• Place RCC at the lowest economically feasible temperature
• Keep amount of cement in the RCC to the minimum amount necessary to achieve the target
strength.
Until detailed thermal stress analyses are carried out, the permissible maximum placement
temperature cannot be precisely defined, however a value of 50° F (10 °C) can be considered a good
starting estimate..
There are many tools available for controlling and reducing the placement temperature of the RCC.
The most economical of these is to ensure a low temperature of the aggregate, which makes up at
least 75% by weight of the total mix. In Alaska, this result can be achieved by producing aggregate,
to the maximum extent possible, during the winter months.
Obviously, there will be a cost penalty associated with crushing and stockpiling aggregates during
the winter months, however any such cost will be insignificant compared to the cost (and energy
demand) of aggregate cooling during the summer.
In order to keep the cement content to a minimum and still achieve the specified 1-year strengths, it
will be necessary to introduce a substantial pozzolanic component into the mix.
5.1.5 Results
The dam layout adopted as a starting point for the HDC gravity-arch option was based on
arrangements adopted for relatively similar structures already constructed or designed. The number
of sites suitable for G-A dams is not large and the number actually built is even less.
For this reason, there are not a vast number of examples from which to draw experience. At least 3
G-A dams have already been constructed with RCC (two in South Africa and one in China). None of
these was over 300 feet high. On the other hand, two of the most important US dams (Hoover and
Glen Canyon) are G-A type and are over 700 feet high.
Many other RCC dams are curved in plan, but with relatively large radii and the designers have
considered it prudent to not take any arching action into account in distributing stresses within the
structures.
When the arching action is considered, 3-dimensional analysis is required. Before the development
of finite element analysis (FEA), it was necessary to design G-A (and thin arch) dams using time and
labor-intensive manual calculations involving multiple curved beam-cantilever deflection equations.
For preliminary analysis of the proposed dam arrangement, the well-known FEA program, SAP 2000
has been used.
The short-coming of SAP 2000 is that it is a general analysis program and has not been developed to
meet the specific and subtle demands of dam designers. Two principal problems for the current
application are:
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1. SAP 2000 Lacks node generation capability meaning that a coarse block pattern (in this
case 100 feet) has to be adopted so that model development does not become
excessively time-consuming,
2. SAP 2000 lacks the ability to incorporate zero tension blocks without overly complicating
the model and introducing distortions.
The second point is quite important as it means that the contraction joints included at the interface
between the gravity abutments and the central G-A portion of the dam cannot be properly
modelled. Obviously, tensile stresses cannot be transmitted across these joints and the distribution
of tension within the G-A section will be considerably different from that shown in the analysis
results. E.g., the tendency for development of high tensile stresses in the upper central part of the
dam will be substantially reduced.
The first point means that the distribution of stress within the structure is already quite approximate.
Overall, it can be concluded that SAP 2000 is not the ideal program for advanced analysis of this kind
of dam. The results can be described as providing a basis of reference, but by no means definitive
results.
For more advanced analysis, the use of more sophisticated FEA programs, such as ANSYS or FENAS
will have to be used. Both of these programs also incorporate thermal stress analysis modules.
There is no point in trying to refine the analyses at this stage because of the data shortcomings
(especially the very uncertain precision of the foundation contours.
For present purposes, the following recommendations are put forward:
1. Carefully check RCC volume using the section shown on Figure 5.1-3.and foundation
contours,
2. In order to account for uncertainties in the analyses, increase total volume for cost
estimation by 10%.
Finally, it is emphasized that if the HDC option is to be taken further, the most critical activities will
be produce accurate site topography and carrying out sub-surface geotechnical investigation. Only
when this information is available will it be possible to commence optimization of the dam layout
and details.
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5.2 Other Engineered Structures
Many features of the project general arrangement can be modified to work more efficiently with the
RCC dam. These include:
• Cofferdams, diversion and construction water conveyance
• Spillways
• Intake, penstock and surge chamber
• Powerhouse and tailrace
5.2.1 Cofferdams and Diversion Scheme
A tunnel diversion is considered the most likely choices for the diversion scheme at HDC similar to
the 1982 Acres scheme for Devil Canyon.
Given the higher strength requirements of the gravity-arch RCC dam, incorporating cofferdams
constructed under sub-optimal conditions into the main dam structure is likely not practicable. The
cofferdams are likely to be relatively large embankment structures each requiring a slurry trench
cutoff or jet grouting to bedrock in order to control the flow of water into the excavation for the
main cofferdam and the main dam.
The protection level required for an RCC dam is considerably less than for an earth embankment
dam. For an RCC dam, the risk period is during the foundation preparation period. Once RCC
placement has commenced, damage and delays due to overtopping do not justify a high protection
level, such as the 1:50-year flood as proposed (correctly) for the Watana earth embankment dam
alternative. A more appropriate flood protection level for an RCC dam alternative would be 1:5-year.
The updated hydrology at High Devil Canyon shows a 1:5-year flood inflow of 54,000 cfs and this
flow is appropirate for diversion conduit design.
5.2.2 Spillway
As for the Watana RCC option, the ungated stepped spillway has been developed with this initial
HDC layout (Figures 5.1-1 through 5.1-5). Table 5.2-1 lists the spillway design flows for the High
Devil Canyon site.
For preliminary axis alignment of any concrete dam incorporating the spillway works, the key
considerations for selection are:
• Ensuring that the spillway crest is oriented more or less normal to the river alignment
downstream of crest so that the discharge is directed into the river in the direction of natural
flow.
• Minimizing total volume of concrete in the dam.
• Minimizing adverse slopes (i.e. downhill in the direct of horizontal thrust).
• Based on the proposed 10% increase in flows and floods from Watana to HDC, the principal
flow and flood data for HDC would be as follows:
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Table 5.2-1 Spillway Design Flows for High Devil Canyon
US Standard Metric
Average annual flow 9,000 cfs 255 m3/s
Maximum average monthly flow (June) 48,580 cfs 1,325 m3/s
Minimum average monthly flow (March) 650 cfs 18 m3/s
Design flood inflow (1:10000 year) 177,000 cfs 5,010 m3/s
PMF (probable maximum flood) 370,000 cfs 10,480 m3/s
The spillway would be ungated with the crest at El. 1750.0 feet, corresponding to the normal
maximum operating water level (Acres 1982). The spillway would comprise thirteen 50-foot wide
spillbays and twelve 6-foot wide piers for a total spillway length of 722 feet. The piers would support
a roadway across the spillway and likely be round-nosed or elliptical and tapered to the downstream
edge to facilitate a gradual expansion and more evenly distributed flow over the spillway chute.
Figure 5.1-2 shows a plan view of the spillway.
The ungated spillway would be designed for a capacity of 177,000 cfs with a reservoir level of El.
1767.4 feet, including the flow contraction effects of the piers and abutments. The PMF inflow of
370,000 cfs would result in a water level of up to El. 1774.4 feet, overtopping the dam by up to
4.4 feet, however this is without taking into account attenuation of outflows due to reservoir storage
above FSL. No routing of the PMF has been carried out to date, but it can be anticipated that, given
the large area of the reservoir, it will be possible to safely pass the routed PMF outflow without
recourse to auxiliary spilling installations and without overtopping of the dam. It may, however, be
necessary to increase the height of the dam by 1 or 2 feet.
For these reasons, an upstream water level at El. 1774 feet is adopted for the PMF design case.
The spillway chute would be stepped, with step heights of approximately 28 feet following the
design criteria of Chanson (Chanson 2001) to maximize the energy dissipation before the tailrace.
The river channel is only approximately 500 feet wide downstream of the dam, necessitating a
reduction in the width of the spillway chute from 722 feet at the top to 500 feet near the bottom.
The spillway is assumed to be faced with conventional concrete. The residual energy at the bottom of
the chute at design flow is approximately 120 feet, reducing the need for an expensive energy
dissipater design and instead allowing for a more conventional stilling basin with apron and end sill.
Figures 5.1-3 and 5.1-4 show sections and details of the stepped spillway and the stilling basin.
It is important to emphasize that the spillway design presented herein is conceptual and a hydraulic
model study would be required to confirm design of both the stepped spillway and the stilling basin.
The unit discharge for the proposed HDC spillway is under 270 cfs/ft (25 m3/s/m), well within the
range of experience for stepped spillways on RCC dams. The downstream face slope of 0.46H:1V is
steeper than most known examples and the height is beyond precedent. As an example, Upper
Stillwater in Colorado, one of the most successful stepped spillways in the US, has a downstream
slope of 0.6H:1V and a height of just over 200 feet.
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Despite the above, there is no hydraulic reason to question the proposed design, particularly when
the proposed 28-foot step height is taken into consideration (compared to the usual values of 3 to 4
feet).
5.2.3 Power Intake
Particularly when the powerhouse is located at the toe of the dam, the power intake can be
incorporated in the body of the dam. There are numerous examples of this arrangement. A good
example is the 2400 MW Son La plant in Vietnam. See Figure 4.2-2. Substantial cost savings can be
expected to result from the elimination of a separate intake structure and the corresponding
reduction in power conduit length.
5.2.4 Powerhouse
As with Watana, the risk associated with locating water conveyance near embankment structures and
the restricted topography and favorable geological conditions led to selection of an underground
powerhouse in an abutment of the Dam for the original HDC concept proposed by Kaiser in 1974.
Little is know about rock condition at the HDC site and a complete geotechnical program is required
to fully define the site geologic conditions to identify problems which may arise during construction
of the powerhouse chamber and the various tunnels.
With a RCC dam, the powerhouse could be moved to the toe of the dam with intakes and power
conduits integrated into the dam structure. This would eliminate extensive underground works for
penstock, surge tanks, powerhouse, transformer gallery, tailrace and access tunnels.
The shorter distance between intake and powerhouse may somewhat reduce the total head on the
project, however the short water conveyance would reduce the head loss during generation. A
surface powerhouse scheme concept for High Devil Canyon is shown on Figure 5.2-1. This is a
major reconfiguration of the project that has not been fully explored to date, however the influence
on the total cost of the project is expected to be significant. Please note that the cost estimate in
this report has assumed an underground powerhouse with associated underground works as
originally proposed.
5.2.5 Comparison of Material Quantities between Embankment and RCC Concepts
The High Devil Canyon site has been developed to some degree, however very little information is
available detailing the effort. The best information we have found on the layout of the project is
shown on Figure 2.1-6 and in Section 8 of the 1992 Acres Feasibility Study. The volume of the
rockfill in the 1982 Acres Feasibility Study is described as 48 million cubic yards. Our study has a
volume of the gravity arch dam estimated at 11.6 million cubic yards, which is 24.2% of the volume
estimated for embankment dam alternative.
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6. Roller Compacted Concrete
6.1 Technology (advantages and limitations of the material)
Roller Compacted Concrete (RCC) is a well established material that has been used successfully for
dam construction since the 1980’s. The American Concrete Institute, Subcommittee 207.5 (ACI
207.5R) defines RCC as “Concrete compacted by roller compaction; concrete that in its unhardened
state will support a roller while being compacted.” RCC has the same ingredients as conventional
concrete which is comprised of cement, water and aggregates. As opposed to the wetter mixtures
found in conventional concrete that promotes flow of the mix into structures requiring form work,
RCC is a much drier mix and can be placed and compacted in place in less time than conventional
concrete by use of conveyors and earth-moving equipment, spread by bulldozers, and compacted by
vibratory rollers. When a RCC layer is placed, it can immediately support the earth-moving
equipment to place the next layer.
At the Susitna sites the RCC material will have advantages over the embankment dam materials
previously considered for the Watana and High Devil Canyon sites and some limitations.
Advantages:
• Low cost for Roller Compacted Concrete – in place cost quite small compared to conventional
concrete.
• Well suited to dam construction.
• Less than half the volume in RCC dam than in embankment dam – less equipment and labor
required for placement.
• Lower volume may allow dam completion in less time – reduce construction schedule.
• Smaller footprint – less clearing and excavation.
• RCC dams can allow overtopping during construction saving substantial construction time
and cost on diversion structures.
• Locate spillway on dam.
• Intake and powerhouse located at toe of dam.
• Low temperatures of aggregate would reduce cooling costs.
• Provides opportunity for development of industry in Alaska for cement and pozzolans.
Limitations:
• Cost dependent on location of source of cement and pozzolans (imported materials
dependent on world demand).
• No currently developed sources in Alaska of Cement, flyash or pozzolan.
• Transportation of large volume of material if no local source developed could burden
infrastructure.
• Placement of material is not possible in severe weather conditions.
6.2 Discussion of other Dam Technologies – Watana site
The choice of dam type was examined in several of the previous Susitna Project studies. The 1975/79
USACE, 1974 Kaiser, 1982 Acres and 1985 Harza/Ebasco studies concluded that a central impervious
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core embankment dam was the appropriate choice at the Watana site, however advances in dam
construction technology since the 1980’s may provide opportunities to employ other dam
technologies cost effectively besides the RCC dam subject of this study.
This is a very large dam and any alterative should be considered only if there are precedent projects
of near comparable size. Alternative technologies that could be examined include:
• Concrete arch
• RCC gravity arch – probably best option
• Concrete faced rockfill dam
• Asphalt core embankment dam
6.2.1 Concrete arch
The 1982 Acres report compared an embankment dam to a concrete arch at this site. An
arrangement for the arch dam is included as Figure 6.2-1. The 1982 analysis indicated the cost of
the embankment option was somewhat lower than the arch option. The basic geometry of the site is
such that a thin arch is unlikely to be the optimal choice; however a gravity arch is worth considering.
Changes in construction technology since the 1982 study would tend to favor present costs for
embankment dam construction over concrete arch dam construction because of cost reductions in
large earth moving operations using modern larger mining equipment that would increase
efficiencies of the embankment placement.
6.2.2 RCC gravity arch
The topography lends itself to the introduction of some upstream curvature in the RCC gravity dam
option. Increasing the curvature opens up the possibility of developing a gravity arch arrangement,
along the lines of, e.g., Glen Canyon dam and Hoover dam.
This option would combine the advantages of RCC construction with the reduction in volume of RCC
associated with the gravity arch design concept. This concept could be well suited to the conditions
at the Watana site and has the potential to be the preferred dam type for the Watana site.
6.2.3 Concrete Faced Rockfill dam
The concrete-faced rockfill dam (CFRD) may have advantages over the earth-core rockfill dam. The
CFRD is considered to have high safety performance characteristics, especially resistance to failure
with earthquake shaking. It is appropriate for use for very high dams. Crest settlements are
relatively low, and decrease in rate rapidly after the first few years. The drainage characteristics of
the CFRD and inherent stability of the material would also allow consideration of having a steeper
upstream slope than the embankment dam, thereby reducing the total volume of material required.
Further evaluation may have value.
6.2.4 Asphaltic Concrete Core Embankment Dam
Asphaltic concrete central core dams have been in use since 1962. Compared with impervious earth
core, the placement of asphaltic concrete is less influenced by bad weather conditions. This enables
the contractor to extend the working season and conduct an almost continuous operation, keeping
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the construction on schedule. Experience from Norway, which is somewhat comparable to the
conditions at the Upper Susitna sites, have found that the construction season is approximately one
month per year longer than for impervious embankment core placement.
Challenges associated with asphaltic concrete core dams are limited experience with this dam type
within the United States and no precedents for a dam of this height. This dam type is not
recommended for further consideration for this project.
6.3 Materials Specifics
The RCC mix will be developed based on the availability of materials and how appropriate they are
for the climatic conditions. The mix design is based on the standard high cementitious (cement plus
supplementary cementitious materials, such as fly ash or natural pozzolans) approach which requires
that each horizontal lift surface be covered by the subsequent RCC layer prior to the initial set of the
placed material. For a dam the size of Watana or HDC, the initial set will have to be delayed to not
less than 24 hours, i.e., the mix will be highly retarded. The type and dosage of set retardant will be
determined by trial mixes, however the dosage of retardant will likely not be less than 1% (measured
as % of total cementitious material).
The critical parameter for RCC dams, especially when seismic loading is significant, is the direct
tensile strength across the horizontal lift joint. All other parameters and requirements devolve from
this. The compressive strength (sc), which is easy and cheap to measure, is often used as a proxy for
direct tensile strength (st) across the lift joint. For the G-A dam option, the lateral strain (parallel to
the dam axis) becomes equally important.
6.3.1 Watana RCC Mix
We estimate that the principal mix criterion for Watana dam should be a target of 230 psi (1.6 MPa)
direct tensile strength across lift joints at an age of 365 days. This in turn, indicates a 365 day
compressive strength of around 3,600 psi (25 MPa). Table 6.3-1 shows the preliminary mix design
for the Watana RCC option.
There are a number of assumptions in Table 6.3-1, but it is sufficiently accurate to make an order of
magnitude estimate of materials quantities in combination with the volume. Applying the
proportions given in Table 6.3-1 to the estimated quantity of RCC (approximately 15 million cubic
yards) for the dam, it is estimated that the following quantities of principal materials will be required,
measured in short tons:
• 26,307,000 tons of processed aggregate
• 877,900 tons cement (type 1 acceptable if no thermal problems)
• 1,643,400 tons supplementary cementitious material – most likely fly ash but if a source can
be developed also pozzolans.
These quantities relate only to the RCC dam. Additional quantities of aggregate and cement will be
required for other components of the project not changed from the original design in this
conceptual study.
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Table 6.3-1 – Preliminary Watana RCC Mix Design
Ingredients
Mix (%)
by weight
SSD Mix
prop
SSD Mix
prop
Specific
gravity Volume Volume
(lb/cy) (kg/m3) (ft3) (cy)
Fly Ash 5.41% 219.1 130 2.5 1.404 0.052
Cement 2.89% 117.1 70 3.15 0.596 0.022
Retarder
(1% of CM) 0.08% 3.36 2 1.1 0.049 0.002
Water 5.05% 202.3 120 1 3.277 0.121
Air 0.00% 0 0 0 0.000 0.000
Subtotal 13.43% 542.86 322 5.326 0.197
Aggregate
50-20 mm 27.7% 1121.85 672 2.65 6.784 0.252
20-10 mm 17.7% 716.85 429.6 2.65 4.335 0.162
10-5 mm 13.8% 558.9 333.6 2.65 3.380 0.125
5-0mm 27.4% 1109.7 664.8 2.5 7.113 0.264
Subtotal 86.6% 3507.3 2100 21.613 0.803
TOTAL 100.00% 4050.36 2422 26.939 1.00
6.3.2 High Devil Canyon RCC Mix
The mix will be developed based on the availability of materials and how appropriate they are for the
climatic conditions. The mix design is based on the standard high cementitious (cement plus
supplementary cementitious materials, such as fly ash or natural pozzolans) approach which requires
that each horizontal lift surface be covered by the subsequent RCC layer prior to the initial set of the
placed material. For a dam the size of HDC, the initial set will have to be delayed to not less than
24 hours, i.e., the mix will be highly retarded. The type and dosage of set retarder will be determined
by trial mixes, however the retarder dosage will likely not be less than 1% (measured as % of total
cementitious material).
The critical parameter for RCC gravity dams, especially when seismic loading is significant, is the
direct tensile strength across the horizontal lift joint. All other parameters and requirements devolve
from this. The compressive strength (sc), which is easy and cheap to measure, is often used as a
proxy for direct tensile strength (st) across the lift joint. For the G-A dam option, the lateral strain
(parallel to the dam axis) becomes equally important.
We estimate that the principal mix criterion for HDC dam should be a target of 290 psi (2 MPa) direct
tensile strength across lift joints at an age of 365 days. This in turn, indicates a 365 day compressive
strength of around 4300 psi (30 MPa). Based on experience with similar materials and strength RCC
the following basic mix (Table 6.3-2) is proposed. Values are based on the theoretical air-free
density (TAFD)
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Table 6.3-2 – Preliminary High Devil Canyon RCC Mix Design
Ingredients
Mix (%) –
by weight
SSD Mix
prop
SSD Mix
prop
Specific
gravity Volume Volume
(lb/cy) (kg/m3) (ft3) (cy)
Fly Ash 6.02% 244.4 145.00 2.50 1.57 0.058
Cement 3.12% 126.4 75.00 3.15 0.64 0.024
Retarder
(1% of CM) 0.09% 3.7 2.20 1.10 0.05 0.002
Water 5.14% 208.7 123.80 1.00 3.34 0.124
Air 0.00% 0.0 0.00 0.00 0.00 0.000
Subtotal
14.37% 583.2 346.0 5.605 0.208
Aggregate
50-20 mm 25.90% 1051.0 623.5 2.65 6.35 0.235
20-10 mm 16.48% 668.8 396.8 2.65 4.04 0.150
10-5 mm 12.84% 521.1 309.2 2.65 3.15 0.117
5-0mm 30.40% 1233.4 731.7 2.50 7.86 0.291
Subtotal 85.63% 3474.3 2061.2 21.4 0.8
TOTAL 100.00% 4057.48 2407.21 27.02 1.00
There are a number of assumptions in the above Table, but it is sufficiently accurate to make an
order of magnitude estimate of materials quantities in combination with the volume. Applying the
proportions given in Table 6.3-2 to the estimated quantity of RCC in the dam (Approximately 11.6
million yd3 it is estimated that the following quantities of principal materials will be required,
measured in short tons (and with an allowance of 10% for waste):
• 19,978,000 tons of processed aggregate
• 728,000 tons cement (type II preferred)
• 1,404,000 tons supplementary cementitious material (SCM) – most likely fly ash but if a
source can be developed also pozzolans (see Section 7.1.3).
These quantities relate only to the RCC dam. Additional quantities of aggregate and cement will be
required for other components of the project not changed from the original design in this
conceptual study.
6.3.3 Aggregate
The aggregate processing operation for Watana and High Devil Canyon RCC dams are essentially the
same, the difference being the volume of Watana is greater than HDC; aggregate processing will be
discussed in detail for Watana only. The total aggregate demand for the Watana dam is about 26
million tons (23.6 million tonnes). In order to ensure shape and ultimate strength requirements, the
crushing plant can be assumed to have four stages of processing including a jaw crusher stage,, two
cone crusher stages and, one Vertical Shaft Impact crusher stage.
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Assuming that the base platform is constructed using alluvial material, the mass of aggregates to be
processed from quarry rock is reduced to about 22.5 million tons. Assuming that aggregate
production starts 12 months prior to the start of RCC placement, average monthly production of
about 232,000 tons will be necessary. Therefore, two 500 tons/hr crushing systems per abutment will
be required. Note that “crushing system” means a plant designed to produce the required amount
with the required gradation and shape of aggregate, including any necessary recirculation of
product.
The mix design indicates that the RCC will contain approximately 25% sand (5 mm to 0mm) by
volume of RCC in place (no air entrainment). The volume of RCC required at Watana is
approximately 15 million cy. Thus the RCC requires 3.75 million cy of sand.
The only large source of sand for fine aggregates that has been identified is the Susitna River
alluvium. The Winter 1983 Geotechnical Exploration Program (Harza-Ebasco 1983) shows that the
alluvium in the vicinity of Watana Dam site contains 38% sand (5 mm to 0 mm) overall, and 55% of
the alluvium is coarser than 4.75 mm (i.e. gravel size). The portion of the riverbed to be excavated
for dam construction would not be sufficient to produce the required volume of sand, so a significant
volume of sand will need to be developed by processing quarried rock.
The availability of materials was not previously studied for the High Devil Canyon site, so further
geotechnical investigations are recommended if the project is to be further investigated.
6.4 Construction Considerations
This section examines issues associated with the RCC dam construction including assumptions of
how material is transported to the RCC dam, mix placement rates, and length of construction season.
The issues associated with construction materials will affect both dam design and the cost estimate:
• Environmental conditions, rainfall work stoppage and change in properties, cold weather
considerations, construction season due to temperature, material properties, and the
optimum construction period rate of RCC placement
• Source and transportation of construction materials to dam site.
• Transportation of concrete to the dam by conveyor.
• Techniques for spreading and compacting and creation of; horizontal joints, vertical joints,
contraction joint spacing, forming joints in RCC, sealing of contraction joints, curing, and
constructing galleries.
6.4.1 Cooling Concrete During Construction
The long-term annual average temperature in the project area is understood to be near freezing and
the groundwater at the dam site is about 34 to 35°F; based on this information, groundwater will
likely be used to supply mix water for the RCC and cooling water for the curing of the RCC.
6.4.2 Process Plant Staging
Table 6.4-1 attempts to relate historical performance with required RCC production. This
assessment is considered to be quite conservative and it may well be possible to construct the dam
in four seasons, but we have conservatively assumed 5 seasons will be required.
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The placement program in Table 6.4-1 below proposes ten each 8 cubic yard mixers. These would
be expected to be twin-shaft type plants (as manufactured by, for example, Liebherr). Two separate
RCC production stations are assumed to be established; one on each abutment. Each station would
be independent and complete, including quarry, aggregate processing facilities and main aggregate
stockpiles containing up to 5 million tons of aggregate.
Table 6.4-1 RCC Placement Estimate (based on Watana Quantities)
Parameter US Standard Metric
Quantity 15,000,000 cy 11,468,300 M3
Construction season (months/year) 5.5 mn/yr 5.5 Mn/yr
Construction seasons 5 yr 5 Yr
Placing days/year 165 yr 160 Yr
Total placing days 825 dy 800 Dy
Σ months 25 mn 25 Mn
Nominal monthly capacity 600,000 cy 458,732 M3
Average daily placing rate 20,000 cy 15,291 M
3
Required daily average capacity 44,920 cy 34,344 M
3
Required maximum month 1,200,000 cy 917,464 M
3
Required nominal capacity 15,000,000 cy 11,468,300 M
3
Mixer capacity, 8.0 cy 6.0 M3
Total mix time - start charge to
complete discharge, min
2 min 2 Min
batches/mixer/hour 30 Per hr 30 Per hr
Vol/mixer/hour 235.0 cy 180.0 M3
Total # of mixers 10 Ea 10 Ea
Nominal hourly production 2,350 cy 1,800 M
3
Daily hours 20 hr 20 Hr
Nominal daily production 47,000 cy 36,000 M
3
Nominal monthly 1,175,000 cy 900,000 M
3
Ratio nominal to average 1.96 1.96
Long term average monthly 600,000 cy 458,732 M
3
Total RCC placed 15,000,000 cy 11,468,300 M
3
A considerably less expensive mixing alternative that may be considered once the aggregate and
cementitious material properties are determined would be a continuous mixer such as the ARAN
Modumix III (MM III) with 650 cy/hr (500 m3/hr) capacity. This may be the preferred choice, provided
ice is not required to cool the mix. We estimate an amount of $20 million would cover the cost of
setting up four complete MM III, or similar, mixers at the site (less than $2/cy).
Conveying concrete to negative pressure (vacuum) chutes will minimize segregation in the chute
during transport from mixer to placement area.
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A high placement rate will require consideration of an RCC cooling system. Cooling of RCC lifts is
possible using suitable PVC tube grids with chilled water circulated to control temperatures due to
heat of hydration in the RCC mix (local groundwater temperature is estimated to be around 33º to
34º F).
6.4.3 Weather and Construction Season
Table 3.1-1 shows the temperature levels recorded at the site. The following weather related issues
have been considered for planning purposes:
• Tunneling (for diversion works and abutment grouting/drainage galleries) can proceed at
any time of the year. Excavation and foundation preparation work should be able to be
carried out for at least 9 months of the year.
• Aggregate production for RCC should be possible for 12 months of the year, with reduced
efficiency in mid-winter. Emphasis would need to be placed on winter production of
aggregate to ensure low temperatures in the stockpiles used for summer production.
• Aggregate stockpile temperatures – with careful management, it may be possible to
maintain cold temperatures in the stockpile and avoid expensive forced cooling (ice, wet
belts, etc.).
• RCC Placement can occur at temperatures at or near 32ºF (0º C) with 23ºF (-5º C) lower limit
so placement should be based on a 5 to 5.5 month construction season.
6.5 Schedule
The Kaiser report-included a schedule for construction of the High Devil Canyon embankment dam
project that showed a 6.5-year schedule for dam construction. The RCC option has been estimated
assuming a 5.5-year schedule though there is a high probability that 4.5 years is achievable. The
start of the diversion and site preparation for both schemes is in the initial 12 to 18 months of the
dam construction schedule.
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7. Construction Costs
The Cost estimate study comprised:
• Establishment of cost for Susitna Project Watana and High Devil Canyon RCC options
• Review of cost supporting basic construction costs; including transportation, transmission and
camp facilities
• Review of cost estimate background data to consider differences in construction techniques
to see if original estimate is appropriate for current construction methods
• Examine the Harza Ebasco Joint venture cost estimate for staged Watana and develop
comparable costs to those used in the HDR/DTA cost estimate
7.1 Upper Susitna RCC Dam Costs
There are many elements that would influence the cost of construction of the Susitna Project RCC
dams. The most influential elements are the unit price for RCC and the volume required to construct
the dam. There are no directly comparable domestic projects to either the envisioned Watana or
High Devil Canyon RCC dam. The most recently completed domestic large RCC dam project is the
Olivenhain Dam near Escondido, CA which has approximately one-tenth the volume of the
envisioned Watana RCC dam. Even though the Olivenhain dam is much smaller than the Susitna
Project dams, the use of US contractors and the availability of cost data and information from the
Olivenhain site makes the cost comparison valuable for establishing the unit cost for RCC at the
Susitna sites.
7.1.1 Comparison to the Olivenhain Project
Construction on the Olivenhain Dam began in the fall of 2000 and was completed in 2002. Cost
information provided by the Portland Cement Association (PCA) indicates the cost per cubic yard of
concrete for the RCC dam was $54.43 per cubic yard. This cost includes the cost of materials
delivered to the site and the cost of handling which comprised mixing, transporting, spreading,
compacting and curing. Figure 7.1-1 shows the long-term cost trend data for RCC dams from the
PCA that relates the volume of RCC used in the project plotted against cost per cubic yard. From
this figure it can be seen that the Olivenhain Dam’s RCC unit cost is significantly higher than the
long-term trend. The reason for this can be better understood by analyzing factors specific to
Olivenhain. Cost factors compared include: cost of aggregate production, climatic factors, materials
logistics, RCC mix design, and construction wage rates.
Aggregate Production - All aggregate at Olivenhain was quarried and processed from hard granite
at the project site using crushers to achieve the material gradations required for RCC production. To
ensure a constant source of power for the crushers and other equipment, Kiewit Pacific Co., the
general contractor, utilized onsite generators for all electric power requirements. The added
equipment, maintenance and fuel costs associated with on site power generation was a significant
cost factor for the project. The remoteness of the Susitna Project dams will require a similar
arrangement unless transmission facilities are constructed early and power from the Railbelt grid is
provided.
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Climatic factors - High desert temperatures in California necessitated onsite chillers to produce
chilled water to extract heat resulting from the temperature rise during the RCC curing process, this
was essential to control cracking of the RCC during curing. Some of the water for the chillers had to
be purchased and was not sourced from the site. At either Upper Susitna site, it is assumed that
water needed for construction will be drawn from the nearby river or from groundwater sources. The
cool temperature of the locally drawn water should eliminate the need for onsite chillers. Aggregate
production during winter and the ambient temperature of the site should keep the stockpile
temperature just above freezing. The project location climate will reduce the Upper Susitna
construction season for RCC placement which has been estimated to be feasible for 5 to 5.5 months
per year at the location. This will result in RCC placement equipment sitting idle for over half the
year. Extreme temperatures and weather place additional stress on equipment and labor forces
leading to higher costs.
Materials Logistics - Restrictions placed on delivery times for materials at Olivenhain presented a
challenge for contractors as barely enough fly ash could be stockpiled on site to allow for continuous
concrete placement. The Upper Susitna projects will require an even larger quantity of fly ash and
cement resulting in similar challenges to ensure a steady supply of materials without impeding work
progress. The significant quantities of fly ash and cement required for Upper Susitna projects will
likely require multiple sources. Attempting to maintain consistency in the quality of fly ash across
multiple sources will be crucial to ensuring the integrity of the finished RCC and will present a
challenge for quality control during construction. All fly ash for the Olivenhain project was sourced
from California or Nevada. Watana will not have the benefit of a nearby source and additional
import costs will be incurred as a result unless a dedicated natural pozzolan source can be identified
and developed.
Mix Design - The RCC mix design for Olivenhain dam consisted of 225 lb/cy of fly ash and 125 lb/cy
of cement. This mix is very similar to the proposed Watana RCC mix of 219 lb/cy of fly ash and 117
lb/cy of cement. A large RCC dam currently under construction in Missouri, the Taum Sauk Upper
Reservoir Rebuild Project, is utilizing a 50% fly ash, 50% cement mix. The total volume of concrete is
approximately 2.7 million cubic yards. If cost data becomes available for this project it will be useful
to compare it to the Upper Susitna and Olivenhain projects.
Construction Wage Rates - Wage rates provided by the Alaska Department of Labor and Workforce
Development and the California Department of Industrial Relations were reviewed to compare labor
costs for the Olivenhain and Upper Susitna projects. For Olivenhain, San Diego, CA wage rates were
used to approximate costs for the project site at Escondido, CA similarly Anchorage prices were
considered to approximate the costs for the Susitna labor rates. Comparing San Diego and
Anchorage data indicates that the average labor costs for Anchorage for construction labor classes
expected for RCC construction are slightly higher than for San Diego. The only exception for the
labor classes listed is equipment operators where the wage rates are comparable. We concluded
that labor costs for San Diego and Anchorage are comparable for purposes of comparing Upper
Susitna to Olivenhain. The major difference between Upper Susitna and the Olivenhain project is the
construction camp and worker support costs which are stated separately from the labor rates.
To escalate the costs from the Olivenhain project to a comparable basis for Upper Susitna
construction, we have used recognized Construction Cost Trends compiled by the U.S. Bureau of
Reclamation (USBR). These trends suggest that the construction cost index for concrete dams
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decreased in the first quarter of 2009 after increasing in every quarter since April 2002. As the
downturn in worldwide economies abates, the long-term increasing trend of construction costs is
likely to resume. Table 7.1-1, below, outlines the adjustment of the Olivenhain Dam cost of $54.43
per cubic yard to fourth quarter 2008 dollars using the USBR index. The 3rd Quarter 2001 index is
used as a starting point as this is the approximate timeframe for Olivenhain bid pricing information.
Table 7.1-1 - USBR Cost Index Escalation of Olivenhain Costs
USBR Construction Index – Concrete Dams
USBR Index - 4th Quarter 2008 334
USBR Index - 3rd Quarter 2001 229
USBR Index - Ratio 2008 / 2001 1.46
Olivenhain Dam RCC Cost 2001 ($/cy) $54.43
Olivenhain Dam RCC Cost 2008 ($/cy) $79.39
The USBR construction index for “Earth Dam Structures” was also reviewed as an RCC dam is more
similar to a hybrid concrete and earth dam structure. The ratio for the earth dam structure is equal
to 1.49, which is similar to the 1.46 factor for concrete dams.
There are currently no reliable developed sources in Alaska able to produce either Portland cement
or fly ash in the quantities required by the Upper Susitna RCC dams. Consequently, the cementitious
material would have to be imported from the world market which might include Asia, Canada, the
Lower 48 states or Latin America. The following paragraphs present two options for importing fly
ash and cement.
There are numerous fly ash and cement suppliers throughout the U.S. and Asia that could potentially
be utilized. However, it is unlikely that one single supplier could provide all of the materials required.
Table 7.1-2 summarizes cement and fly ash materials quotes from various sources outside Alaska.
Our review of material price quotes indicates significant variation in the cost. For our analysis we
have used cement from Seattle at $82/ton and from China at $75/ton. Fly ash assumptions are that
material will be available either from the central US or Asia at $55/ton.
Quotations have been obtained for haulage of cementitious materials. The cost to transport fly ash
or cement by railcar across the U.S. has been estimated at $0.02 per ton-mile. After reaching the
west coast, the materials would be loaded onto a container vessel for transport to Anchorage, AK.
Shipping costs for fly ash and cement are approximately $108 per ton by container vessel traveling
from Seattle to Anchorage. This cost includes all port and loading fees. Upon arrival in Anchorage,
the containers would be loaded onto rail cars for transport approximately 160 miles north to Gold
Creek. Rail transport costs have been estimated at $0.03 per ton per mile in Alaska. After arriving at
Gold Creek, the containers would continue to the project site by rail or be loaded onto trucks for
transport by road. Road transportation costs are estimated at $0.20 per ton per mile for
the approximately 50 miles from Gold Creek to the Watana project site.
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Table 7.1-2 Material Quotes from Domestic and International Sources
(2008 & 2009 Information)
Source
Cost
$/ton Source Location
Cement
ENR Magazine - Construction Economics 82 Seattle
Cement Pricing - online quote 79 China
Elite Global Trading - online quote 77 China
Portland Cement Supplier - online quote 75 China
Alibaba supplier - online quote 58 China
Fly Ash
SGTC – web 50 India
Neelkanth Traders – web 49 India
Al Haddad Inter Commodities – web 90 Saudi Arabia
Ash Grove Resources – email 40 Kansas
TxDot – report 55 Texas
Salt River Materials Group – email 68 California
Michigan.gov – report 40 Michigan
A scenario was developed with fly ash from the central US shipped to Seattle, WA by rail (2500 miles
at $0.02/ton/mile) and further shipped to Anchorage by ship or barge and a similar exercise with fly
ash originating in Shanghai, China. For both scenarios, the arrival of material in Anchorage would
require it to be loaded on to railcars for transport approximately 160 miles North to Gold Creek.
From there the containers would be either routed on to the project site by rail or be loaded onto
road trucks and transported another 50 miles directly to the stockpile location at the Watana site.
Alaska rail transport costs were estimated to be $0.03 per ton per mile. Transport by road truck in
Alaska was estimated to cost $0.20 per ton per mile.
Table 7.1-3, below gives a summary of the cost of materials delivered to site assuming transport
from Anchorage by rail and road to the project site. Savings would likely be realized if the road
segment were to be replaced by rail. The capital cost of access roads or rail upgrades is not included
in the calculations for Table 7.1-3.
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Table 7.1-3 Transportation of Cement and Fly Ash Analysis
Cement Fly-ash
Seattle Shanghai
Central
USA Shanghai
(USD/ton)(USD/ton)(USD/ton)(USD/ton)
Cost at Source 83 75 55 55
Shipping to port in Anchorage incl. loading &
port fees 108 151 158 151
Transfer to site - Rail (approximately 160
miles) 4.8 4.8 4.8 4.8
Transfer to site - Truck (approximately 50
miles) 10 10 10 10
Total $205.8 $240.4 $227.8 $220.8
Based on this analysis, a reasonable estimating cost for cement and flyash would be $225/ton. For
this study we have used precedents on other projects and included expected efficiency effects of a
large scale operation (20% reduction) and used the cost of $180/ton for either cement or fly ash at
site with transport by ship-rail-truck; ship-rail transport would likely reduce the cost but final decision
on access mode to site must first be made.
Bid tabulations provided by PCA for several RCC projects support the rough assumption below
regarding the percentage breakdown of costs for RCC projects. It is anticipated that these same
ratios will apply to Susitna:
Materials - 60%
Labor - 20%
Equipment - 20%
If the cost for RCC concrete at Olivenhain is escalated by the USBR factors to $79.39/cy in 2008
dollars, the costs can be divided as follows according to the percentage breakdowns:
Labor – $15.88/cy
Equipment - $15.88/cy
Materials – $47.63/cy
To adjust these values to the Susitna site per the discussion above, the following factors need to be
considered;
• Labor costs are considered to be the same for both sites. The California (San Diego) labor
rates were shown as comparable to Anchorage); however the Upper Susitna sites are
more remote and will require a camp and associated support facilities. Olivenhain and
the expected Upper Susitna RCC operations are six days a week, double shift. The costs
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of the construction camp at the Upper Susitna sites are not included in the labor for unit
rates but is a separately stated cost line item in the cost estimate, see below for more
discussion.
• Equipment - costs are factored up to account for equipment that is inactive for about six
months or more out of the year; this factor is approximately 1.8 to account for full
utilization and full equipment costs for half the year and “idle equipment” charges of 75%
of the full costs for the down time. This is considered a conservative assumption for
several of the large equipment items such as mixing plant, conveyors, and crushing plant
as these would be purchased and then sold or salvaged at the end of the project.
• Material transportation - the transportation analysis above shows that the transportation
costs will be greater for Upper Susitna than for Olivenhain and the cost factors for various
materials should be refined for the analysis as follows:
o Fly ash costs should be increased by a factor of 2.6
o Cement costs should be increased by a factor of 1.7
o Set retarder will be transported as liquid in bulk and is expected to be similar to
cement in cost increase (1.7)
o Aggregate processing and other costs are expected to decrease to reflect the
availability of some fine aggregate that can be processed from alluvial sources,
availability of water for mixing and cooling and less cooling cost, are taken for this
analysis as 0.8.
Table 7.1-4 RCC Unit Cost Estimate
Category Materials Escalated
Olivenhain
Costs ($/cy)
Adjustment
to Watana
Susitna Unit
Estimate
($/cy)
Labor 15.88 1.0 15.88
Equipment 15.88 1.8 28.58
Materials
Fly ash (9%) 4.29 2.6 11.15
Cement (23%) 10.95 1.7 18.61
Set retarder (0.6%) 0.29 1.7 0.49
Aggregate and other costs
(67%)
32.10 0.8 25.68
Total unit costs: 79.39 100.40
Examining the adjusted cementitious materials cost from Table 7.1-4 (cement at $22.56/cy and fly
ash at $14.29/cy) and taking the weight of materials per yard from Table 6.3-1 (cement at 117.1
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lb/cy and fly ash at 219.1 lb/cy) yields a cost of $385/ton for cement and $130/ton for fly ash. With
the pricing assumption for cement and fly ash at $180/ton we calculate the cost of cementitious
material as being [$180/ton x (117.1 lb/cy+219.1 lb/cy)/2000 lb/ton] = $30.26/cy which is within a
dollar of the escalated Olivenhain costs which is reasonable considering the larger scale and less
restrictive access. We have used $100/cy for RCC in this estimate.
Construction cost indices were reviewed as a test of relative costs of construction at Olivenhain near
Escondito vs Watana site. Review of city cost indexes in the R.S. Means Heavy Construction Cost Data
index suggests a premium allowance for Alaskan material and installation is necessary. Table 7.1-5
shows the city index data for site work and concrete between San Diego and Anchorage. The city
indexes listed below are relative only and are based on a baseline of 100.00 for the 30 major city U.S.
average.
Table 7.1-5 RS Means comparison of San Diego to Anchorage
Division Material Installation Total
City Index – Anchorage
Site Work 143.7 133.7 136.4
Concrete 153.60 113.50 133.70
City Index ‐ San Diego
Site Work 101.2 100.7 100.8
Concrete 112.90 107.90 110.40
Ratio Anchorage/San Diego
Site Work 1.42 1.33 1.35
Concrete 1.36 1.05 1.211
The ratio of estimated Upper Susitna to Olivenhain RCC costs of 1.36 is quite similar to ratio of
material cost for Anchorage to San Diego, which provides some level of comfort that the process for
transferring costs makes sense.
7.1.2 Comparison to PCA trend
The PCA trend analysis indicates a much lower cost per unit than indicated by the modification to the
Olivenhain cost numbers (see Figure 7.1-1). The size of the Upper Susitna projects will include
economies of scale, however there will also be logistical challenges that will occur for an enterprise of
this size. Given the number of unknowns, the modified cost of the Olivenhain project is considered
more appropriate than a trend line based on a curve fit number. There remains the potential for
refining the estimate and potentially reducing the estimated cost of the dam construction.
7.1.3 Construction Materials (Portland cement and Pozzolan)
Large supplies of Portland cement and supplementary cementitious material (SCM) will be required
for this project. SCM will be either fly ash or pozzolans processed from natural deposits. These
materials are available from sources in the Lower 48 states or from abroad.
A project of the scale of Watana or High Devil Canyon dam as an RCC project could provide the
impetus for establishing cement and/or pozzolan industries in Alaska.
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To develop a viable source for cement and/or pozzolan in Alaska would require a significant
investment and would depend greatly on whether the permitting and access issues can be resolved
in a timely manner. In order to determine if the materials are available locally to develop these
materials, we have performed a desk study of geotechnical resources that may supply the material
required .for these industries.
7.1.3.1 Location of Limestone Deposits for Portland Cement Production
Several areas have been identified as having limestone deposites that may have the potential for
development into sources of cement. The locations are as follows:
1) Kings River - Deposits of limestone on Kings River (approx. 61° 51' 07" north and 148° 33'
31" west) were staked and future plans for a $5 million dollar cement manufacturing plant to
be constructed near Sutton, adjacent to the Alaska Railroad spur were announced by Kaiser
Permanente Co. in August 1960 (Alaska Division of Mines, 1960). The deposit is between 8
and 17 miles north of the Glenn Highway at elevations ranging from 2,500 to 6,000 feet.
Eight (8) to 17 miles of haul road would need to be constructed to connect the site with the
Glenn Highway. The deposit is about 65 miles south of the proposed dam site but
approximately 150 miles along existing highways or the Alaska Railroad.
The deposits are extensive and preliminary sampling and testing indicates nearly pure
calcium carbonate (Mihelich and Jasper, 1961).
2) Cantwell-Windy Area - Deposits in this area have been evaluated by the U.S. Geological
Survey since 1931. Prior to November 1960, claims were purchased by Alaska Portland
Cement, Ltd., a California corporation. Additionally, Alaska Portland Cement, Ltd., along with
Bechtel Corporation and Allis Chalmers investigated construction of a cement plant. One
deposit was estimated at exceeding 200 million tons (Alaska Division of Mines, 1960).
The Windy deposit is situated at 63° 26' 45" north and 148° 57' 00" west and is located in the
southeastern corner of Denali National Park and is within the area designated as “wilderness”.
The limestone outcrops at altitudes of 2,600 and 3,200 feet. The lower outcrops are slightly
over 1 mile northwest of Mile 323.1 of the Alaska Railroad. Core drilling (12 test holes with
over 3,000 feet of core) and sample testing results are available (Rutledge et al, 1953).
Numerous other deposits of similar limestone have been identified in the Windy Creek and
West Fork of the Chulitna River areas including Foggy Pass (Warfield, 1962). These other
deposits are not as accessible to the railroad as the Windy deposit.
3) Fox - A small deposit of limestone has been identified within the Birch Creek Schist at the
junction of the Elliott and Steese Highways near Fox. The deposit was mapped as
approximately 15 feet thick (Rutledge et al, 1953).
This deposit is approximately 200 miles north of the proposed access to the dam site.
4) Seldovia - Limestone deposits at Seldovia Bay have been considered for use in industry
and agriculture since about 1911. After World War II, consideration was given to the use of
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the material for the production of cement. The Alaska Cement Corp. obtained claims and also
considered several locations for a cement plant (Rutledge, 1953). No production from this site
has been made.
The deposit is located on the Kenai Peninsula, approximately 260 miles southwest of the dam
site. Barge loading and unloading facilities would need to be constructed both near the
deposit site and in the Anchorage area.
7.1.3.2 Location of Pozzolanic Material
Deposits of natural pozzolans, tuffaceous materials or basalt deposits could be used to develop local
sources of pozzolans for use in RCC mix.
1) liamna Quadrangle - Pozzolans have been evaluated to a limited extent in Alaska since
about the early 1950s. Initial testing by the Bureau of Reclamation of pumice from Katmai
National Monument indicated that the material would be satisfactory in strength
development but is not outstanding (Rutledge, 1953). Further testing by the Bureau of Mines
(1966) indicted that Katmai National Monument pumice (Dossier No. 1) is a good pozzolan,
possibly an excellent one.
Pumice as a lightweight aggregate occurs east of Katmai National Monument on Augustine
Island. Between 1946 and 1949, pumice was mined on Augustine Island by the Alaska
Katmalite Corp. (Detterman and Reed, 1980). A major deterrent to developing a mining
operation on the island is the continued threat of a major volcanic eruption.
Detterman and Reed (1980) map numerous volcanic rocks including lava flows, pyroclastics,
pumice, scoria, tuff, basalt and andesite within the Iliamna quadrangle. The Iliamna
quadrangle is located between about 250 and 300 miles southwest of the proposed dam site.
Land status within the area is rather complex including federal, state, native and private
ownership. Mining operations for pozzolan within the area would require the development of
mine roads and barge loading and unloading facilities both near Iliamna and in the
Anchorage area.
2) Talkeetna Mountains and Healy Quadrangles - The proposed dam site lies within the
Talkeetna Mountains USGS quadrangle. Csejtey et al, 1978 and Csejtey, 1974 map undivided
sedimentary and volcanic rocks in the northern Watana Creek area. The volcanic rocks include
volcanic ash or fine-grained tuffaceous material and flows and dikes of andesitic to latitic
feldspar porphyry. Metabasalt also occurs in the area.
Richter (1963) mapped rhyolite flows or welded tuff within about four (4) miles northwest of
the proposed High Devils Canyon dam site. The deposit was characterized as a small outcrop
of relatively soft, unaltered rhyolite flow or welded tuff which appeared to unconformably
overlie the sedimentary rocks. Richter further considered that this rock represents an
erosional remnant of a post-Mesozoic volcanic sheet.
3.) Mount McKinley Quadrangle - Gilbert et al, 1976, mapped rhyolite, andesite and basalt
flows in the Polychrome Mountains area within the eastern part of Denali National Park.
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These deposits are about 75 to 100 miles northwest of the proposed dam site. Material from
this general area was tested in about 1965 by the Bureau of Mines. Testing is referenced in
Bureau of Mines (1966) with the results from Katmai; however actual test results have not
been located.
7.1.3.3 Viability of Developing Local Cementitous Products
Materials are available and the project is large enough to attract the attention of manufacturers of
cementitous products. However further evaluation would be required to establish if efficiencies
would have significant effect on the cost of materials for construction of the dam.
7.2 Project Access
Access to the Susitna Project Dam Sites was considered by the USACE in their 1975 Susitna Project
report. The USACE study was expanded in the early 1980’s Susitna Project Studies for APA to include
alternatives for access corridors from the Parks and Denali Highways along the north and south sides
of the Susitna River for access to all the selected Susitna Project dam sites that may be proven
feasible. A report on the Access Planning Study by R&M for Acres was issued in January 1982 and a
Supplement to the Access Planning Study was issued in September 1982.
The USACE identified an access corridor beginning at the Parks Highway near Chulitna Station then
paralleling the Alaska Railroad south and east to a crossing of the Susitna River then proceeding east
up the south side of the Susitna River to the Devil Canyon site and on to the Watana site via the
north end of Stephan Lake and the west end of Fog Lakes. Also a rail head was planned at Gold
Creek in the USACE study.
Both a road and railroad are considered essential for access to the projects for construction of the
RCC dam. A railroad because of the quantities of bulk materials to be moved to the construction site
and weights anticipated for large components such as gates, penstocks, turbines, generators and
transformers and because a railroad would lessen the impact of project traffic and heavy haulage on
the Alaska highway system. In addition, the fact these material and equipment items will likely be
brought to Alaska by barge and/or ship from the source either via Seattle or other foreign or
domestic port to Anchorage or Whittier for trans-loading onto railcars for movement to the Project
site. Shipping possibilities include rail barge for much of the materials which would allow the loaded
rail cars to pass through Whittier or Anchorage directly to the project site without trans-loading.
Materials shipped in sea containers (CONEX’s) could be offloaded from a container ship in
Anchorage and loaded on rail cars for hauling to the project site. With a road, trucks, buses and
passenger vehicles associated with the project can move by the Parks Highway to the Susitna Project
road and travel directly to the project(s).
Based on the 1982 Acres Feasibility Study (Acres 1982), access to the High Devil Canyon and Watana
Sites is practicable via the south corridor from Gold Creek to High Devil Canyon with the road then
extended to Watana in the north corridor for purposes of cost estimating. The selected access plan
for construction and operation of the Susitna Project RCC dams should comprise a road commencing
near MPP 156 on the Parks Highway, proceeding southeast and crossing the Susitna River at Gold
Creek on a major bridge, turning northeast to High Devil Canyon damsite along the south side of the
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Susitna River, and proceeding on along the south side of the Susitna River to Watana damsite (see
Figure 7.2-1). To accommodate the access to the High Devil Canyon site, the cost of the Devil
Canyon road has been increased proportionally to the additional distance from Devil Canyon to the
High Devil Canyon site. A rail road spur line extension from Gold Creek to High Devil Canyon and on
to Watana is considered practicable as well and has been included in the cost estimate for both the
High Devil Canyon RCC dam and the full height Watana RCC dam.
7.2.1 Watana Site Access
7.2.1.1 Roads
For the Watana RCC dam the main access road will originate at MP 156 on the Parks Highway, cross
the Susitna River and proceed via Gold Creek along the south side of the Susitna River. In addition
to the main access, several additional roads will be required to the construction camp, support
facilities, airstrip, and tank farm. Haul roads to the borrow areas and construction roads to the dam
and all major structures will also be required. These roads with the exception of the haul roads are
shown on Figure 7.2-1.
The construction roads will be 40-foot wide gravel surfaced roads with small radius curves and
grades limited to 10 percent. Major cut and fill work will be avoided. A gravel pad approximately 5
feet thick will be required for the roads. This gravel pad will provide a drivable surface and also will
provide for road construction requirements over the sporadic permafrost areas.
7.2.1.2 Railroad
A railhead will be constructed at Gold Creek and railroad access constructed to the Watana site along
the South access corridor to provide for heavy hauling requirements for RCC dam construction; see
Figure 7.2-1.
7.2.1.3 Bridges
No major temporary bridges at the Watana site will be required for the construction of the Watana
development. The crest widths of the upstream and downstream cofferdams will be planned to
provide suitable access to the north bank of the Susitna River during construction.
The completed main dam crest will provide permanent access across the Susitna River for project
operational purposes.
7.2.1.4 Airstrip
A permanent airstrip would be constructed at a suitable location near the main construction camp.
The runway is assumed to be 6,000 feet in length based on the project final report and to be capable
of accommodating the C-130 Hercules aircraft, as well as small jet passenger aircraft. If construction
personnel transport were to be done by using jet aircraft such as the Boeing 737-400 or similar, the
runway would require greater length and to be constructed to generally higher standards than that
serving the C-130 aircraft. Roads will connect the airstrip to the camp, village, and dam site. A small
building will be constructed to serve as a terminal and tower and a fuel truck/maintenance facility
will be constructed. Also a helicopter pad will be provided.
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A temporary airstrip would also be constructed to support the early phases of mobilization and
construction. This temporary runway will be 2,500 feet in length and will be located in the vicinity of
the main construction camp. The airstrip will be capable of supporting smaller type aircraft.
The temporary airstrip would eventually be incorporated into one of the main haul roads after the
permanent airstrip is in service.
7.2.1.5 Access Tunnel
The concept for the Watana powerhouse presented in the project feasibility studies in the 1980’s was
for an underground powerhouse and appurtenant facilities. Thus for the base case RCC dam an
underground powerhouse is also provided which requires that an access tunnel be provided to the
underground powerhouse and associated works. As assumed in the 1980’s studies the main access
tunnel will be approximately 35 feet wide and 28 feet high. The tunnel will allow permanent access
to the operating facilities development and will also be utilized during construction as the main
construction tunnel. Construction adits will branch off to the various components of the
development during construction. It would be possible to construct a surface powerhouse in close
proximity to the RCC dam and reduce the extent of tunnelling and underground works presently in
the cost estimate to a much lower number. Future studies are recommended to develop the surface
powerhouse concept further.
7.2.2 High Devil Canyon Site Access
7.2.2.1 Roads
For the High Devil Canyon RCC dam the main access road will originate at MP 156 on the Parks
Highway, cross the Susitna River and proceed via Gold Creek along the south side of the Susitna
River. At High Devil Canyon the main access road will enter the site from the south (assumed to be
an extension from the previously considered Devil Canyon site access road). A low level bridge
crossing the Susitna River could be located just upstream of the dam for the construction phase prior
to availability of the cofferdams for access across the river. In addition to the main access, several
auxiliary roads will be required to the camp, support facilities, tank farm, borrow sites, and
construction areas. These roads with the exception of the haul roads are shown on Figure 7.2-1.
The construction roads will be gravel-surfaced roads 40 feet wide with small radius curves. Grades
will be limited to 10 percent. Major cut and fill work will be avoided where possible. A gravel pad,
approximately five feet thick, will be required for the roads. This will provide a drivable surface and
also will protect against settlements and heaving caused by localized frost sensitive soils and
permafrost.
7.2.2.2 Railroad
A railhead will be constructed at Gold Creek and railroad access constructed to the High Devil
Canyon site along the South access corridor to provide for heavy hauling requirements for RCC dam
construction; see Figure 7.2-1
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7.2.2.3 Bridges
A low level bridge constructed upstream of the dam will be used during abutment excavation. Once
construction of the cofferdams are complete, the crests of these structures will be used for river
crossing.
After completion of the main dam, the crest of the dam will provide access across the Susitna River.
7.2.2.4 Airstrip
The same sort of airstrip (6,500-foot) as considered for the Watana site has been assumed for the
HDC site. The airstrip will be capable of accommodating both C-130 Hercules aircraft and small jet
passenger aircraft and a helicopter pad will be provided. An airstrip that could accommodate larger
jet aircraft such as the Boeing 737-400 is not included in the cost estimate and would require further
study to determine the economic feasibility of transporting personnel by air to the HDC project
during construction when permanent road and rail road are available for the relatively short trip from
the Parks Highway.
7.2.2.5 Access Tunnel
The concept for the HDC powerhouse is identical to the Watana powerhouse presented in the
project feasibility studies in the 1980’s was for an underground powerhouse and appurtenant
facilities. Thus for the base case RCC dam an underground powerhouse is also provided which
requires that an access tunnel be provided to the underground powerhouse and associated works.
As assumed in the 1980’s studies the main access tunnel will be approximately 35 feet wide and 28
feet high. The tunnel will allow permanent access to the operating facilities development and will
also be utilized during construction as the main construction tunnel. Construction adits will branch
off to the various components of the development during construction. It would be possible to
construct a surface powerhouse in close proximity to the RCC dam and reduce the extent of
tunnelling and underground works presently in the cost estimate to a much lower number. Future
studies are recommended to develop the surface powerhouse concept further.
7.3 Camp/Project Village for Watana and HDC
The 1982 Acres Feasibility Study cost estimate had assumed for the Watana embankment dam a
camp for 3,600 workers, a project village and support facilities. Considering the RCC dam alone the
smaller volume of the RCC dam would logically reduce the workforce required. The RCC dam is
approximately one-fourth the volume of the embankment dam, and assuming the embankment dam
construction workforce size is directly related to the volume of the dam, the estimated number of
construction workers required for the RCC dam is estimated to be one-fourth of those required to
construct the embankment dam. One-quarter of the total main construction camp cost was reduced
by 75% which resulted in the camp for the RCC dam construction costing about 20 percent less than
that for the embankment dam concept (factor of 18.75% was used in calculations).
7.4 Review of Acres Cost Estimate Back up Material
Review of Hatch Acres internal records has recovered detailed cost estimate backup records that
were the basis for the cost estimate labor and equipment production rates that were used in the
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1982 Acres Feasibility Study. We have examined these estimates to review equipment production
rates and labor assumptions to determine if they are consistent with modern equipment and labor
practices for large earthwork projects.
The 1982 and 1985 Estimates were prepared in significant detail regarding construction costs –
including direct labor, permanent materials, construction supplies, construction equipment costs, and
subcontracts. We have found no reason to question the various production rates, equipment
spreads, etc – inasmuch as total progress on such a Project as Susitna is affected by climatic
conditions more so than manpower or size of equipment.
Labor wage rates have increased since the 1982, 1985 estimates by factors of 1.65 and 1.42
respectively. Equipment costs have at least doubled – largely influenced by fuel costs. Materials for
construction (cement, rebar, farm lumber, etc) have been volatile in costs recently, but ENR records
suggest the average annual increase over the years has been in the 3-4% range.
Estimates of Overhead/Profit/Supervision were added using a factor that was not clearly documented
in the records uncovered. This factor may in part recognize the significant overtime factors for these
remote jobs, which could be in excess of 16% of all labor (6-10’s = 60 hr work for 70 hrs pay).
The 1982 and 1985 cost estimates were prepared in great detail and we are not prepared to
comment on the calculations in any detail – other than to say that the production rates, manpower
spreads and equipment choices are appropriate for this work. Nevertheless, the calculations have
been used to develop unit prices which then were extended to takeoff quantities.
Construction efficiencies have improved in earthwork and tunnelling, however the use of the very
large mining equipment that could improve the productivity of earthwork are limited by the size of
the site and expected grades for transfer of material from borrow areas to the work site. Tunnel
boring machines are not expected to be efficient given the relatively short length of the tunnels on
the project.
7.5 Cost Summary
The Watana RCC dam cost estimate utilizes the information and the format of the 2008-based cost
estimate HDR/DTA updated to the extent that it is possible to maintain an “apples to apples”
comparison of the concepts. In areas where there are modifications to the earth embankment dam
project due to the alternate RCC dam configuration, new quantities and unit prices were developed
reflecting the change in technology. We have stated costs of the RCC concepts in December 2008
dollars to be consistent with the HDR/DTA cost estimate.
The cost estimate summary, Table 7.5-1, summarizes the estimated cost of the Watana RCC dam
and High Devil Canyon RCC dam options. A detailed summary of costs is presented in Appendix B
and detailed costs are included in Appendix C for Watana RCC dam and Appendix D for High Devil
Canyon RCC dam. The cost estimates focus on the RCC dam and scales the cost of project
features/facilities such as the power tunnel/power conduits, powerhouse, switchyards, transmission
lines, site road and rail access, operations support facilities and similar features as they are affected
by details of the RCC dam options.
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Costs estimated for the full height Watana RCC dam are based on the Watana earth embankment
dam as escalated from the 1982 estimate to December 2008 by HDR/DTA and this is the basis AEA
regards as the current base for cost estimates under the current studies. The R&M teams’ analysis of
costs for the Watana RCC dam retained all costs by detailed account category and subcategory as
stated in the 2008 base estimate and modified only the costs directly relevant to the RCC dam
concept in place of the earth embankment dam. The cost of the High Devil Canyon dam was also
drawn from the Watana 2008 base costs with adjustments for volume of an embankment dam at the
HDC site from which to estimate the HDC RCC dam. In developing the RCC dam costs, the access
tunnels, underground powerhouse and hydraulic works in the Watana 2008 basis estimate were
retained for both of the RCC dams and both RCC concepts studied have been estimated with
identical 1200 megawatts of installed capacity in the powerhouses.
The embankment dam concept for High Devil Canyon was not developed to the level of the Watana
estimate used as the basis for the HDR/DTA cost estimate. To develop our comparison embankment
dam cost for High Devil Canyon, we have utilized a portion of the site selection cost estimate
summaries presented in Table 8.3 of the 1982 Acres Feasibility Study which includes preliminary cost
information on both High Devil Canyon and Watana. We have assumed that the cost of the High
Devil Canyon “Reservoir, Dams and Waterways” portion of the cost estimate is proportional to the
ratio of the High Devil Canyon to Watana “Main Dam” and “Spillway System” costs form the above
referenced table times the Watana “Reservoir, Dams and Waterways” costs.
The level of study for the RCC alternative is far less extensive than that for the embankment dam.
The material and equipment costs used for the RCC unit price costs are considered to be
conservative and we applied higher contingencies to the portions of the project that were modified
for the RCC dam configuration than had been used in the HDR/DTA cost estimates. The modified
items were approximately one third of the total costs, so the contingency was adjusted to 21.67% to
reflect one third of the permanent features of the project (RCC) at 25% contingency and two thirds
(unchanged by RCC) at 20% contingency.
Table 7.5-1 Summary of Costs of RCC Dams for Watana and High Devil Canyon Sites
Description
Watana RCC
$1,000
HDC RCC
$1,000
Engineering 4%, Env.2% &
Regulatory 1% $ 341,700 $ 281,400
Dam & Power Facilities $ 4,304,100 $ 3,700,600
Transmission Features $ 322,000 $ 119,400
Other Tangible Property $ 11,900 $ 11,600
Main Construction Camp $ 244,200 $ 189,100
Construction Management 4% $ 195,300 $ 160,800
Total Subtotal $ 5,419,200 $ 4,462,900
Total Contingency $ 1,155,000 $ 954,000
Total (Millions of Dollars) $ 6,600 $ 5,400
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It should be noted that all estimates shown include the underground powerhouse scheme developed
for the embankment dam options. Use of intakes integral to the dam, water conveyances through
the RCC dam and a surface powerhouse directly downstream of the RCC dam represent potential for
significant cost savings in project construction. The surface powerhouse configuration would
eliminate significant tunnelling and excavation for these features and reduce project head losses.
To determine an order of magnitude cost for the surface powerhouse, we have utilized comparison
tables developed by the USBR. The USBR table shows relative powerhouse structure and equipment
costs for a range of installed capacities. The relative costs can be updated to reflect broad changes
in the costs of equipment and structures using the USBR cost indices. The powerhouse structure
costs can then be estimated as a percentage of the updated (2008) cost of the large generating
equipment. Preliminary estimates of the potential reduction in cost (based on the estimated cost of
excavations and rule of thumb costs for surface powerhouses) indicate that the cost reduction may
be on the order of $500 million; however a more in depth study would be required to adequately
address the issues associated with a design change of this scope.
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8. Project Timeline for Licensing and Construction
In formulating our view of the Project timeline for licensing and construction of the Susitna Project
we reviewed the March 16, 2009, HDR/DTA Final Report, and several documents prepared by Acres
International and Harza Ebasco during the 1980’s for the Alaska Power Authority (APA). We also
have considered the observations made during the 1980’s timeframe by James Thrall, PhD, who was
involved in the Harza Ebasco studies for APA resulting in the 1985 Amendment to the License
Application, and Nan Nalder, MPA, who served as Staff in the Federal Energy Regulatory Commission
(FERC or Commission) Hydropower Licensing Division when the 1982 Draft and 1983 Final Original
Applications for License prepared by Acres were filed and under FERC Staff review. Their experience
and insights are reflected in statements regarding the activities during the 1980’s and
recommendations based on that experience and current knowledge of the FERC licensing process
and experience with Alaska hydroelectric projects from the 1980’s up to the present.
The following paragraphs provide our thoughts regarding the original (1980’s) project schedule
information provided in the HDR/DTA Final Report and includes identified concerns which are
summarized graphically in the proposed schedule for Susitna Project Licensing in the attached
Figure 8.1-1. The following paragraphs recommend issues that need to be considered by the Alaska
Energy Authority (AEA), known as the Alaska Power Authority (APA) during the time that the Original
Application was filed with the FERC and the subsequent investigations and revised Application up
through the date when the Susitna Hydroelectric Project (Susitna Project or Project) was cancelled in
1986.
8.1 A Brief Review of the Susitna Project
Beginning in the 1950’s, State- and Federally-sponsored studies were performed to assess the
potential for hydropower development in the Susitna River Basin. In 1980, APA contracted with Acres
American, Inc. (Acres), now known as Hatch Acres Corporation (HAC) to conduct studies and
investigations in support of an Application for FERC License. The Acres feasibility study, completed in
1982, reaffirmed prior conclusions of the U. S. Army Corps of Engineers (USACE) that a two-dam
project at the Watana and Devil Canyon sites represents the preferred plan for development of the
hydro potential of the Susitna River. An independent review was conducted by Battelle Pacific
Northwest Laboratories who concluded that the Susitna Project, over the long term, was the
preferred means for providing power to the Railbelt. Based on this consistent analytical support for
the Susitna Project, the APA filed its Final Application for License with the FERC in February 1983
(1983 Application).
In May 1985, APA concluded that substantial benefits would be realized with modification of the
construction plan proposed in the 1983 Application to change the construction staging from two to
three stages. This approach was driven by interest to reduce the initial costs of construction by
reducing overall labor and material requirements for the Watana development. The proposed three-
year staging would permit development of generation capacity from the Project to more closely
match the estimated Railbelt load growth and replacement of existing fossil-fuel generation capacity.
This proposed modification required preparation and filing of an Amendment to the Application for
License. APA engaged the services of the Harza/Ebasco team to prepare the Amendment to the
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License. In November 1985, APA provided a Draft Application for Amendment to License (Draft
Amendment) for review and comment by stakeholders.
The Draft Amendment included an economic re-evaluation that again presented the conclusion that
the Susitna Project would be, over the long term, the least cost resource to meet future load growth
in the Railbelt region of Alaska (Railbelt). APA’s guiding policy to develop the hydropower potential
of the Susitna River was “no net loss of beneficial habitat for fish and wildlife.” The 1985 Draft
Amendment includes plans for mitigation of potential project-related adverse effects. Mitigation
measures proposed in the Draft Amendment contemplate an investment of over $300,000,000 over
the life of the Project. Measures include special design features to accommodate water quality
concerns, habitat modification to facilitate fish migration and spawning, and a comprehensive
monitoring program that would be implemented over the life of the project.
In 1986, the APA abandoned its pursuit of a FERC license for numerous reasons including financial
feasibility.
In 2008, the Alaska State Legislature authorized AEA to perform an update of the project. That
authorization included preparation of a Railbelt Integrated Resource Plan (RIRP) to evaluate the
ability of the Susitna Project and other potential energy sources to meet long term demand in the
Railbelt region of Alaska.
The HDR/DTA Final Report addressed the proposed project development alternatives as presented in
the 1985-86 FERC Amendment documents, Notes from 1985-86 regarding FERC likely acceptance
are noted at the Staged alternative:
• Watana Dam comprised of a large storage reservoir with an 888-foot high rock fill dam, and a
powerhouse containing 6 units with total installed capacity of 1,200 MW.
• Low Watana Dam would include a 700-foot high dam with powerhouse containing 4 units
and total installed capacity of 600 MW.
• Watana/Devil Canyon comprised of Watana Dam discussed above and a second 646-foot
high concrete dam and reservoir located downstream at Devil Canyon. The downstream
reservoir would re-regulate flow from Watana. A powerhouse would have an installed
capacity of 680 MW. The proposed Application for License would present a sequenced
approach for construction. Combined installed capacity would be 1,880 MW.
• Staged Watana/Devil Canyon (low Watana Dam, Devil Canyon and high Watana). Watana
Dam would be initially constructed at 700-feet with a powerhouse containing 4 units and
space for two additional units. Following completion of Low Watana, the construction crew
would demobilize and move downstream to Devil Canyon, and later move upstream to
Watana to raise the dam. This proposed scheme would be difficult to present to FERC in a
comprehensive Application for License unless APA were to state unequivocally that they
would construct all three proposed facilities. If APA were to adopt this approach, APA would
need to prepare a description of the approach and the planned facilities and consult with
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FERC Staff in the Office of Energy Projects (OEP), Division of Hydropower Licensing (DHL) and
the Office of General Counsel (OGC).
• Devil Canyon comprised of the Devil Canyon Dam and powerhouse containing 4 turbines
with a total installed capacity of 680 MW.
AEA requested R&M Consultants, Inc. (R&M), and its subconsultant Hatch Acres Corporation (HAC)
including Jack Linnard Consulting, to conduct a review of the Susitna Project based on data
presented in the HDR/DTA Final Report and prepare analyses of: a full Watana RCC Dam
development, and a High Devil Canyon RCC dam development. This section of the report addresses
the regulatory and environmental issues and provides recommendations should AEA determine that
the Susitna Project is feasible and authorize preparation of an Application for License for the
preferred alternative project configuration.
8.2 Proposed Project FERC Licensing Schedule
It is noted that the project schedule in the HDR/DTA report is based on the 1985-86 application
schedule and related recommendations on the Integrated Licensing Process (ILP). For reasons
discussed below at Section 8.4, we provide options for consideration by AEA regarding the selected
FERC pre-filing licensing process.
First, and perhaps most critical in terms of moving the project along, there is no time allotted in the
presented schedule to advertise for and select a contractor or contractors to carry out the licensing
precursor work. Given the magnitude of the proposed effort it will be necessary to competitively bid
this work. A diverse team including an engineering design team, an environmental firm, a
geotechnical/earth-science firm and a licensing consultant will be required. This process will take
significant time and until the team is on board the other activities shown on the schedule will not
proceed. Thus the procurement process to acquire the services of the team should be initiated as
soon as possible.
Second, there are concerns with the assumption that: “Roads and staging will be state permitted
outside the FERC project and will begin several years before FERC license, including pioneer and
permanent roads, airports, bridges, construction camps, staging areas, and towns. Building roads in
this way is the quickest way to meet the projected timeline although there is some uncertainty
whether permits could be obtained to construct these facilities before the project license is issued.”
The proposal to begin construction of major infrastructure for the project prior to receipt of a license
is very unlikely to be acceptable to FERC. In the past, FERC has closed down construction of roads to
access project sites where construction was begun prior to license issuance. FERC regulations require
approval of the construction package prior to commencement of construction of any and all project
facilities. Even if FERC were to waive the regulations requiring approval of construction of project-
related infrastructure, such a venture would be a major risk for the state if the sole purpose of roads
and any other infrastructure were to facilitate development of the hydro project. The assumption
that “Construction will begin immediately upon issuance of the license” and several related
assumptions provide similar challenges for the reason that the construction package, including all
related permits, must be filed for Federal Energy Regulatory Commission approval prior to
commencement of construction.
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Third, we recommend that an outreach effort to stakeholders be initiated and maintained; it should
commence immediately. Furthermore, in keeping with the FERC pre-filing requirements,
consultation with all stakeholders should be documented. Summary reports of such consultations
should be prepared and copies provided to consulted federal and state agencies with a request for
their concurrence on the summary reports.
Finally, the time allotted for FERC issuance of a license extends for a longer period than is justified
given review of recent FERC proceedings. FERC Staff cannot provide a schedule for license
processing through decision regarding issuance of an Order Issuing License. We anticipate that
issuance of the license will include a requirement for an Environmental impact Statement (EIS). We
also anticipate that the “Applicant” for License will prepare the environmental document required by
the FERC regulations for a NEPA format as opposed to the Environmental Exhibit E, following
guidance in the FERC document: “Preparing Environmental Documents – Guidelines for Applicants,
Contractors, and Staff issued September 2008. The environmental document “Preliminary Draft
Environmental Assessment” or a Draft Environmental Impact Statement prepared by a third-party
contractor agreed to by the Applicant and FERC staff will need to be prepared. That NEPA document
provides information that FERC Staff can adopt and augment with their own independent analysis to
prepare the FERC EIS. Once FERC Staff complete their NEPA document and prepare an Order Issuing
License for consideration by the FERC Commissioners, unless there are significant issues that are not
resolved in the FERC Staff NEPA document, the Order is set for issuance at the next available
Commission meeting.
We note that once the Commission issues an Order Issuing Original License for a Major
Unconstructed Project (License Order), there is opportunity for Applications for Rehearing that FERC
may or may not entertain. Unless there is a Request for Stay of License accepted by the Commission,
Applications for Rehearing do not affect the effective date of the License. Following considerations
for Rehearing and Commission action either to reject or amend the license as issued, the License is
determined Final. If a party who filed request for rehearing still has major problems with the license
as issued, the party could request review in the U.S. Court. If a Court grants a petition to review the
FERC license, the time when the license is final could be significantly delayed. We do not include the
potential for a Stay of License or a U.S. Court proceeding in the proposed schedule as there is no
possible way to estimate the delay associated with such actions by third parties.
A revised Project Licensing Schedule is presented as Figure 8.1-1.
8.3 Stakeholder & Resource Agency Coordination and Settlement Process
At the time that the Susitna licensing work was discontinued in 1986, APA was engaged in a
settlement process. At that time settlement between an applicant and stakeholders, undertaken
without FERC participation, was considered risky and there was some resistance from the attorneys
to this program. Nevertheless APA decided to attempt to settle as many of the environmental issues
as possible and take the agreements reached to FERC for approval and incorporation into the license
terms. It was felt that some of the issues (in particular, in-stream allocations) might not be settled
and APA might only achieve partial settlement.
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Nevertheless APA elected to pursue the settlement. This process was to have consisted of the
following steps:
• Issue Identification - In consultation with the agencies and other stake holders, APA
expended considerable effort to identify all the issues having merit for consideration. After
several weeks of effort APA developed a list of 52 issues, with a general agreement from the
principal participants (the resource agencies’ technical representatives).
• Preparation of “White Papers” and “Issue Documents” - APA’s environmental consultants
were tasked to prepare white papers or issue documents for each identified issue (and in
some cases for sub-issues). These Issue Documents would provide the basis for settlement
negotiations with the stake holders and would be revised as necessary to reflect the results of
the negotiations. As issues were resolved and agreement reached the Issue Document would
become the Settlement Document.
From the outset, there was a clear understanding that these Settlement Documents were the product
of the project’s technical participants from APA, APA’s consultants and the resource agencies and
could be subject to rejection in whole or in part by higher level management from any of the
participant organizations. It was also understood that settlement was focused on reaching
agreement with the resource agencies. Although environmental NGO’s and other stakeholder
representatives (particularly Native organizations including some with land rights important to the
project) were invited to participate, many of these entities either had not all committed to the
process or lacked the time or expertise to participate.
At the time of project shut down draft documents were completed or under preparation for about
half of the 52 issues. A number of these had been presented to the stakeholders and there was a
general consensus that some issues would be relatively easy to settle. For example, the
recommended treatment of archaeological and historic sites had been well defined by the regulatory
agencies and other stakeholders and their requirements presented no problem for APA. Other
issues, particularly those related to fisheries and in-stream flow impacts and wildlife mitigation
strategies were seen as requiring substantial additional effort to resolve.
Finally, at the time of project shut down there was a general understanding between APA and the
stakeholders that additional studies were to take place over the coming years. The accepted
approach of the project was to continue some level of basic data collection and refinement of impact
analysis/mitigation planning and implementation throughout the licensing, design and construction
phases of the project. In essence the project was to follow an adaptive management approach for
some of the issues.
Both issue identification and formulation of a process to resolve the issues will have to be revisited
during the licensing process. The record of the settlement process initiated but not completed
during the previous licensing effort can provide a basis for beginning this process but will not be
sufficient to achieve settlement. While the license process itself requires AEA to work with all
stakeholder groups to identify issues and develop study plans to address the identified issues, all
aspects of the project will require some level of re-analysis in light of differences in the proposed
project development and changes in the natural environment and regulatory climate. Thus,
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considerable work remains to be done before meaningful discussions on issue settlement will be
possible.
Early engagement with the resource agencies and other stakeholders will be essential to this process.
Initiating pre-application coordination immediately will benefit both the scoping/issue identification
and study plan definition phase of the licensing process and the timely completion of a meaningful
issue resolution process.
8.4 Issue Evaluation, Study Planning and Impact Analysis
One strategy that has been proposed is to rely heavily on the substantial amount of work done for
the previous application to prepare an Application for FERC License. While this past work
undoubtedly will be of great value it will not be sufficient in-and-of itself to support preparation of
an Application for License to meet today’s regulatory requirements. This is true for two main
reasons:
(1) due to the amount of time that has passed since this work was completed in the 1980’s
and now in 2009 looking forward, the agencies and the FERC will require a comprehensive
review of data collected, development of study plans in consultation with the agencies, and
FERC approval if the Integrated Licensing Process (ILP) is adopted as the preferred path
forward, and conduct of field and office studies; and
(2) the project that will be proposed for development today will vary significantly from the
1980s scheme and two to three years of field work and re-analysis will be necessary to
prepare an application.
Issues and impacts presented in the 1980 application will have to be re-evaluated in light of these
changes. Discussed below are some of the more critical issues and the steps necessary to bring
them up to date.
8.4.1 Fisheries Impacts
Fisheries impacts of concern include:
• Effects of impoundment alteration of water quality (temperature, suspended sediment) and
the resultant effects on downstream main-stem Susitna habitat including over winter use of
the main-stem river.
• Effects of impoundment on grayling populations above Watana.
• Effects of seasonal and daily alteration in flows due to operation of the project for power
production on movement of fish through the system and on spawning and rearing in the
main-stem river, side channels and tributary streams (including changes in groundwater
regimes and resultant effects on upwelling in side-stream spawning habitats).
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• Effects of seasonal alteration in flows on downstream channel morphology and resultant
effects on access to major clear water stream and side channel slough spawning and rearing
habitat.
8.4.2 Wildlife Impacts
Wildlife impacts of concern include:
• Loss of moose and other wildlife habitat by inundation.
• General loss or degradation of habitat due to construction of and presence of project
facilities (roads, villages, camps etc.).
• Blockage or interference of wildlife movements by roads.
• Inundation of critical habitat areas (mineral lick).
• Potential blockage of migratory movements through creation of the reservoir and potential
for mass drowning of caribou.
8.4.3 Socioeconomic Impacts
Socioeconomic impacts of concern include:
• Effects of construction work force on local communities (need for increased infrastructure
including law enforcement, housing, support services, etc.) and on area fish and game
resources.
• Post construction effects from the project’s “boom and bust” economy.
8.4.4 Other Impact Areas
While the above noted areas are only a partial list of the impact areas of concern they do include
many of the more significant areas that will require re-evaluation during licensing of the project.
Other areas include:
• Geology & Soils – geologic mapping and in-depth analysis of rock and soils in vicinity of
proposed project features
• Water Use & Quality: Installation of stream gages and collection of hydrologic data; water
quality sampling & temperature monitoring to develop a current baseline. FERC generally
requires 2-years of current data to support an application for license.
• Hydrology - We note that the 1983 FERC Application included the hydrologic record from
1950 to 1981. The HDR/DTA Study notes at 2.1 Hydrologic Analysis that “The project team
recreated the 1950-81 record form synthesized gage record hydrology transposed from raw
daily flow data from US Geological Survey (USGS) gauge 1529000 at Gold Creek using a
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straight drainage area proration, and found correlation between the new record and annual
average flow from the original study. Based on this hydrology, a full record was developed
for the period 1950 to 2007. The hydrology of the upper Susitna Basin is dominated by melt
water from snow and glaciers in the spring and summer, and substantial freezing during the
winter months. As a result, a majority of the flow occurs between mid-April and mid-
October.” Note that FERC generally requires 2-years of current on-site data from installed
stream gages.
• Vegetation mapping and wildlife habitat mapping
• Update to cultural resource studies – project is reported to impact 140 sites
• Recreation use analysis and scenic value of the area. This is an area where it is important to
identify upfront any groups that could be mobilized to oppose the project due to potential
impacts on white water recreation, angling, and hunting.
• Land Use and Land Ownership within the proposed Project Boundary and adjacent property
• Review of Comprehensive Plans filed with FERC and assessment of consistency of proposed
Project with these plans
• Analysis of carbon emissions and value of the proposed annual generation in avoiding
greenhouse gas (GHG) and potential retirement of older fossil generation in the Railbelt
Region. The HDR/DTA Final Report includes an observation regarding lack of consensus on
the manner in which precipitation and runoff might be affected by impacts of either natural
variability and/or potential man-made global climate changes. For their report, they assumed
that future hydrologic conditions will be similar to those of recent past experience. This
assumption would need to be investigated in preparing an application for license. FERC staff
is now requesting information in support of assumptions regarding Greenhouse Gases (GHG)
and potential climate change in applications.
This Project re-evaluation will be a two step process. First, given both the amount of time that has
passed since the 1980s and the fact that the alternative selected for development today likely will be
substantially different it will not be possible to simply reuse the past work to prepare a license.
Accordingly, a critical first task for preparing the new license application will be to identify the
differences in the effects of the project identified in the 1980’s to those of the alternative selected
today. For example, an alternative such as low Watana would not have the storage of the 1980’s
project and will not be operated in the same manner. Thus, the minimum flow regimes proposed in
the original studies will not apply and will require a new in-stream flow analysis including re-
evaluation of the project’s effect on downstream access to side channel and tributary stream
habitats. Additionally, water quality effects of a smaller reservoir will be different and reanalysis of
both seasonal temperature and suspended sediment loads would be necessary.
Similar re-evaluations will be required for both wildlife and socioeconomics. A different (smaller)
inundation zone will have different (likely reduced) impacts on wildlife. Different sized work forces
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and revised construction schedules, combined with changes that have taken place over the past 25
years in local communities and state-wide population and infrastructure will require a complete re-
evaluation of the social and economic impacts of the project.
Finally, regardless of the alternative selected for development it will be necessary to update land
status and land ownership as this has almost certainly changed substantially over the past 25 plus
years.
8.5 FERC Licensing Procedure & Changes Since 1985
There have been significant changes in the FERC pre-filing licensing process since the Application for
License was prepared in the 1980’s. Two of these changes and implications for preparing an
Application for License today are noted below.
8.5.1 1986 Electric Consumers Protection Act (ECPA)
FERC’s authority to serve as a virtual “one-stop shop” as was the case in 1983 when the Original
Application for License for the Susitna Project was filed and 1985 when the Amendment Application
was underway, was significantly limited by Congress in adding Section 10(j) to the Federal Power Act:
“in order to adequately and equitably protect, mitigate damages to, and enhance, fish and wildlife
(including related spawning grounds and habitat) affected by the development, operation, and
management of the project, each license issued under this Part shall include conditions for such
protection, mitigation and enhancement. Subject to paragraph (2), such conditions shall be based
on recommendations received pursuant to the Fish and Wildlife Coordination Act (16 USC 661 et
seq) from the National Marine Fisheries Service, the United States Fish and Wildlife Service, and State
fish and wildlife agencies.” (10(j) recommendation) Paragraph 2 provides the Commission with
authority under certain circumstances where a recommendation is found inconsistent with the
Federal Power Act or other law, to attempt to resolve any consistency and, if after this attempt, the
Commission does not adopt in part or whole a “10(j) recommendation”, FERC may publish findings
that the condition is not accepted.
ECPA also provided clarification regarding 4(e) recommendations that limited FERC’s policy to reject
or modify certain recommendations included in federal land management agency proposed 4(e)
recommendations. FERC can attempt to consult with a 4(e) land management agency (e.g. US Forest
Service (USFS) and US Bureau of Land Management (BLM)) to request modification of a draft 4(e)
condition, but cannot change these conditions.
These changes will shape the pre-filing consultation process for an Application for License that is
prepared in today’s regulatory regime. For the Susitna Project, this will require that a comprehensive
pre-filing consultation with the Federal and State resource agencies be conducted with the
understanding of the potential implications of 10(j) conditions submitted by the US Fish and Wildlife
Service (FWS) and the Alaska Department of Fish and Game (ADF&G) and/or 4(e) conditions
submitted by Federal land management agencies.
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8.5.2 Final Rule and Tribal Policy Statement, July 23, 2003, Integrated Licensing
Process; Traditional Licensing Process; and Alternative Licensing Process
The Commission revised its hydropower licensing regulations to create a new licensing process, the
Integrated Licensing Process (ILP) in which a potential license applicant’s pre-filing consultation and
the Commission’s scoping pursuant to the National Environmental Policy Act (NEPA) are conducted
concurrently, rather than sequentially. The revised rules also provide for increased public
participation in pre-filing consultation; and development by the potential applicant of a Commission-
approved study plan. The ILP imposes a rigid schedule on Applicants and participants during the pre-
filing period.
The Traditional Licensing Process (TLP) and the Alternative Licensing Procedure (ALP) were retained
as options. However, in the Final Rule, FERC adopted a policy whereby the ILP is the default process
and applicants who wish to use either the TLP or ALP are required to file a request to use an
alternative to the ILP that is supported with a “showing of good cause”, including specific reasons
why the ILP is inappropriate for a particular proceeding, and statements of support from federal and
state agencies for use of either the TLP or ALP. Criteria for such a request include five factors: (1)
likelihood of timely license issuance; (2) complexity of the resource issues; (3) level of anticipated
controversy; (4) the amount of available information and potential for significant disputes over
studies, and (5) the relative cost of the traditional process [or ALP] compared to the integrated
process.”
Changes in the Final Rule will require APA to consider which of the three licensing processes is best
suited to preparation of the Application for License for the Susitna Project.
8.6 Selection of the FERC Licensing Process
The HDR/DTA Final Report is premised on use of the “modern Integrated Licensing Process (ILP”),
however no reasons for use of the ILP are presented.
While the ILP may be attractive in that strict deadlines are imposed and are not extended absent an
overwhelming showing that the extension is necessary and in the public interest, other aspects of the
ILP may not be appropriate for the Susitna Project licensing. An ALP appears to offer significant
flexibility to APA not available in the ILP.
A discussion of the ILP vs ALP using three of the FERC factors listed above follows:
• Likelihood of timely license issuance: Once the ILP is in play, extensions of time are
problematic and the 3-year period allowed under the ILP does not provide for unanticipated
delays that could occur with a complex project as in the case of the Susitna Project. The ALP
includes many of the benefits of the ILP, but allows development of a schedule that can be
modified without preparation and filing of an application to the FERC to modify the schedule
as is the case with the ILP.
• Complexity of resource issues: While there are many reports that have been prepared since
the 1950’s and the 1983 Application for License and 1985 Draft Application for Amendment
to the 1983 License Application that identify resource issues and provide detailed
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environmental information, we cannot anticipate that additional issues will not be raised and
new studies required to support an Application for License today. The resource issues
associated with Susitna Project are “complex” and may require significant level of effort to
address. The ILP does not allow flexibility; the proposed studies and related plans are filed
with FERC and approved. Modifications to study plans require a request for amendment to
modify approved study plans. The ALP allows flexibility in adjusting studies to fit seasonal
limitations and site access difficulties that may prevent adherence to a rigid study schedule.
• Level of anticipated controversy: We do not know at this time whether there will be
objections to developing the Susitna Project that could rise once AEA issues a Notice of
Intent to File an Application for License and the related documents that are now required by
the FERC regulations for all three of the alternative licensing processes. If National
environmental organizations determine that the Susitna Project proceeding provides an
opportunity to raise issues and objections, such controversy could impact the rigid schedule
imposed by the ILP. The ALP would appear to provide the flexibility that could be required
should this situation occur.
8.7 Permitting and Other Approvals
Requirements to prepare and file applications for Alaska State permitting have noticeably changed
since 1985. Notes regarding these permits and other approvals follow:
Approvals and permits required to conduct studies required to prepare Application for License:
• Requests for land easements from land owners – we have found that the requirements to
prepare and file a request for land easement have significantly increased over the past 2
years. Contact with land owners to conduct any ground-disturbing activities (e.g drilling and
seismic refraction investigations) and installation of stream gages require application for
approval from land owners.
• Installation of stream gages requires a Title 16 Habitat Permit from the Habitat Division of the
Alaska Department of Fish & Game to conduct studies “in the wet”; this encompasses the
Susitna River and tributaries.
• Coastal Project Questionnaire from ADNR Division of Coastal and Ocean Management is
required – will require provision of completed Title 16 Habitat Permit and any permits from
land owners to conduct ground-disturbing activities in the course of conducting pre-filing
studies.
Approvals, permits, and plans required to support the Application for License
The State permitting process is dynamic and we have identified approvals and permits that will be
required as of the date of this report. Applications for approvals and permits include, but are not
limited to the following:
• Application for Water Right – Alaska Department of Natural Resources – Water Resources
Section. Documentation that APA has consulted with ADNR- Water Resources regarding their
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interest in obtaining a water right. FERC requires documentation that the request has been
filed in the Application for License.
• Application for Nationwide Permit – US Army Corps of Engineers (USACE) and related Clean
Water Act 404(b) permit. Requires wetland delineation – would need to be updated from
1985 record.
• Documentation of consultation with Federal and State land management agencies regarding
need to acquire easement or other approvals to occupy land with in the Project boundary.
• Documentation of consultation with Alaskan Natives regarding occupation of lands of
concern – see Tribal Policy in July 23, 2003, Tribal Policy issued by the FERC.
• AEA will be required to prepare a Coastal Project Questionnaire (CPQ) for the Watana and/or
High Devil Canyon development as it is located within the coastal zone and would affect the
Alaska Coastal Management Plan (ACMP) (personal conversation Nan Nalder with Jim
Renkert, Alaska Department of Natural Resources, Division of Coastal and Ocean
Management 09-04-09). Requirement for the CPQ could considerably affect the schedule for
issuance of a FERC license as FERC is required to receive a Determination of Consistency with
the ACMP. The CPQ requires that all approvals and permit applications are complete, even if
a draft is appropriate, before DCOM can begin the formal review of the Watana and/or High
Devil Canyon development and at the close of the review period advise FERC regarding
Consistency with the ACMP. This will also require consultation with the local entity
responsible for compliance with the ACMP.
8.8 Plans to Support Application for License
If AEA elects to adopt an accelerated Project development schedule, there are several plans that will
be required to move forward in an expedited manner. While the FERC regulations are not clear
regarding these plans, AEA would be well served to consult with FERC staff at the beginning of the
licensing process to include preparation of the following plans that may be required during the pre-
filing consultation process to avoid delay following license issuance where FERC requires plans
pursuant to License Articles and establishes schedules for preparation, review and comment, and
approval by federal and state agencies prior to submission to FERC for review and approval. We
have found that the FERC License Articles requiring plans post-issuance when a licensee wants to
commence construction can significantly delay getting into the field at the earliest opportunity.
Plans, including Protection, Mitigation, and Enhancement (PME) measures required to address
potential project-related effects, protect resources of concern and address potential project effects
during construction and operation include:
• Preparation of Plans required to support the Application and also the Construction Document
Package that would be provided to FERC for review and approval to commence construction:
o Erosion Control and Sediment Management Plan based on actual site, geological, soil,
surface water and groundwater conditions, including measures to be implemented.
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o Spill Prevention and Containment Plan that addresses how handling of materials on
site will be managed, including hazardous substances such as fuels, lubricants,
chemicals, and cement, etc.
o Spoil disposal Plan – measures that address storage and disposal of excess
construction and slide material, etc.
• Proposed overall Compliance Management Plan – early preparation of this Plan would greatly
enhance the ability of AEA to “hit the ground running” once a license is issued. FERC licenses
typically require preparation of this plan under Article 401. Once the FERC FEIS is issued, AEA
would have a very good idea of what the License Articles will contain.
• Based on recent experience with FERC licensings and a review of the 1983 and 1985 licensing
documents, Environment Plans that may be required to be developed in consultation with
federal and state agencies, land owners, and other interested persons/organizations could
include:
o Instream Flow Management Plan – including PME measures to provide ecological
releases from proposed dams and overall plan to address health of the fishery and
related invertebrates in the Susitna River.
o Long-term Stream Gaging Plan and Reporting Protocol. May include ramping rates
and stream flushing flow requirements.
o Proposed Project Flow Metering and Recording Plan – proposed installation of flow
metering devices to monitor flow from impoundments through penstocks/water
conveyances.
o Fish and Fish Habitat – 20 species are known to inhabit the Susitna basin. The most
important are 5 species of Pacific Salmon, rainbow trout, Dolly Varden, char, arctic
grayling and burbot. The majority of fish production occurs outside the area of
anticipated project effects. Devil’s Canyon would bar upstream passage. Mitigation
measures, including flow constraints we proposed in 1985 to address the most critical
habitat and use in the middle river for chum and sockeye spawning in side sloughs
and Chinook salmon rearing in side channels. A plan to address project-related
concerns on these species would need to be developed in consultation with federal
and state agencies.
o Wetlands Delineation - much of the area to be affected by the Project is classified as
wetlands, as is the case for much of Alaska. Areas of palustrine or lacustrine wetlands
that would be permanently lost due to project construction are extensive.
Consultation with land management agencies, ADF&G, FWS, USACE, and other
entities would be required to identify wetlands associated with the proposed project
going forward. Discussions of wetland loss associated with the Watana and Devil
Canyon developments are documented in the Acres and Harza/Ebasco license
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applications. APA proposed mitigation for lost wetlands in the 1985 Amendment
Application.
o Terrestrial Connectivity Plan to address wildlife use of the area and identify major
corridors that may require consideration in siting Project facilities and development of
potential PME measures.
o Plans associated with mammals of concern – e.g potential interference with caribou
movements at the Watana reservoir site; potential loss of terrestrial habitat,
particularly winter browse for moose and denning and foraging habitat for bear due
to inundation behind proposed dams. Winter habitat loss for moose associated with
the 1985 Amendment application cited a loss of 38,152 acres of winter habitat loss.
APA proposed mitigation for this loss.
o Nesting Survey Plan to identify nests of species of concern, avoid nests with proposed
project facilities, and develop any long-term monitoring plan. Potential loss of bald
and golden eagle nesting sites through construction activities and/or inundation.
o Vegetation Management – plan to minimize clearing of any areas of concern and
measures to revegetate disturbed areas.
o Cultural Resources - potential loss of cultural resources (historic and prehistoric sites
and artifacts) due to construction activities and/or inundation. Requirement to
prepare plans to protect any resources eligible for listing under the National Historic
Protection Act. If required, detailed plans and measures to avoid impacts must be
prepared in consultation with the State Historic Preservation Officer and other entities
and filed generally 60 - 90 days in advance of commencement of construction. Note
that the FERC is not consistent with the timing of this requirement.
o Recreational Plan that addresses loss of the white water resource of Devil Canyon
through inundation. Note that there may be other recreational concerns since the
1985 investigations of recreational use of the Susitna River.
o Socioeconomic Resources – The major project-related impacts identified in 1985 were
project-induced population influx into the communities in the Project area and the
ability of these communities to provide services to temporary construction personnel
for the duration of project construction. The communities of Talkeetna and Cantwell
were forecast to experience a 10% or greater population increase over the baseline
due to influx of construction workers. Other potentially affected communities include
Trapper Creek (8%) and Nenana (6%).
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8.9 Preliminary Application Process and Development Application to FERC for
Susitna Project
If AEA elects to adopt an accelerated project development schedule for the Susitna
Project, it is imperative that, as soon as possible, a preliminary Notice of
Intent (NOI) to file for a license and Pre-Application Document (PAD) be distributed to
stakeholders and that the request to use the alternative licensing process (ALP) be filed
with FERC. Also, it is imperative that the steps listed below in the Applicant’s Pre-Filing
Process be implemented at the earliest possible date to allow the precursor studies
discussed above to be initiated as soon as possible to ensure the project license
application can move forward.
The steps under the Alternative Licensing Process are as follows (ref: 18cfr 4.34(i)):
Applicant’s Pre-Filing Process
• Form working group with state and Federal agencies, citizens groups and Indian
Tribes (Alaska Native stakeholders)
• Prepare communications protocol
• Issue notice of intent (NOI) and preliminary application document (PAD) to
stakeholders, request to FERC to use alternative licensing process (ALP), and issue
newspaper notice
• FERC approves use of alternative process
• Issue information package
• Conduct cooperative scoping to identify issues
• Conduct studies (precursor studies)
• Prepare development application and preliminary draft environmental review
document
• File at FERC final application and preliminary draft environmental review
document
FERC Application Process
• Notice of application issued
• Additional Information Requests (AIR) from FERC and response to AIRs
(if necessary)
• Notice of Ready for Environmental Analysis issued
• Federal and state agencies provide recommendations, terms and conditions
• Issue Environmental Assessment (EA) or draft Environmental Impact Statement
(EIS)
• Resolve issues and respond to comments
• Issue final EA or EIS
• Commission issues order
• License compliance and administration/dam safety and inspections
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9. List of References
Acres, 1982. Susitna Hydroelectric Project, Feasibility Report. Volumes 1-7. Prepared for the Alaska
Power Authority
Alaska Division of Mines. November 1960. Mines Bulletin. State of Alaska Department of Natural
Resources, Division of Mines and Minerals, Vol. VIII, No. 11.
Alaska Power Authority (APA), Susitna Hydroelectric Project, Introduction to the Amendment to the
License Application before the Federal Energy Regulatory Commission, November 1985
Alaska Dept Labor pamphlet, Issue 17, as of 9/1/2008
Atkinson, G.M., and Boore, D.M. 2003. Empirical ground-motion relations for subduction-zone
earthquakes and their application to Cascadia and other regions. Bull. of the Seismological Society of
America, 93(4):1703-1729.
Bureau of Mines. May 5, 1966. Test results on Katmai National Monument pumice sample.
Memorandum King to Herdlick. U. S. Department of the Interior, Bureau of Mines, Spokane Office of
Mineral Resources.
Campbell, K.W., and Bozorgnia, Y. 2008. NGA Ground motion model for the geometric mean
horizontal component of PGA, PGV, PGD, and 5%-damped PSA at spectral periods between 0.01 s
and 10.0 s. Earthquake Spectra, 24(1):139-172.
Chanson, H. 2001. "Hydraulic Design of Stepped Spillways and Downstream Energy Dissipators." Dam
Engineering, Vol. 11, No. 4, pp. 205-242.
Chiou, S.-J., and Youngs, R.R. 2008. An NGA model for the average horizontal component of peak
ground motion and response spectra. Earthquake Spectra, 24(1):173- 215.
Chopra, A. K., 1988, Advanced Dam Engineering, Earthquake Response Analysis of Concrete Dams,
Chapter 15.
Crone, A.J., Personius, S.F., Craw, P.A., Haeussler, P.J., and Staft, L.A. 2004. The Susitna Glacier thrust
fault: Characteristics of surface ruptures on the fault that initiated the 2002 Denali fault earthquake.
Bull. of the Seismological Society of America, 94(6B):S5-S22.
Csejtey, Jr., Bela. 1974. Reconnaissance geologic investigations in the Talkeetna Mountains, Alaska. U.
S. Geological Survey Open-file Report 74-147.
Csejtey, Jr., Bela. 1978. Reconnaissance geologic map and geochronology, Talkeetna Mountains
quadrangle, northern part of Anchorage quadrangle, and southeast corner of Healy quadrangle,
Alaska. U. S. Geological Survey Open-file Report 78-558-A.
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Detterman, R. L. and Reed, B. L. 1980. Stratigraphy, structure, and geology of the Iliamna quadrangle,
Alaska. U. S. Geological Survey Bulletin 1368-B.
Federal Emergency Management Administration (FEMA). 2000. Prestandard and Commentary for the
Seismic Rehabilitation of Buildings. FEMA 356. Prepared by American Society of Civil Engineers.
FERC, 200_, Engineering Guidelines For The Evaluation Of Hydropower Projects
Geophysical Monograph 179, American Geophysical Union, Washington, D.C. GEOTECHNICAL
MEMORANDUM Seismic Setting, Watani Dam Site 15 June 2009 Susitna Hydroelectric Project Page 6
GEOTECHNICAL MEMORANDUM Seismic Setting, Watani Dam Site 15 June 2009 Susitna
Hydroelectric Project Page 5
Gilbert, W. G., Ferrell, V. M. and Turner, D. L. 1976. The Teklanika Formation – a new Paleocene
volcanic formation in the central Alaska Range. Alaska Division of Geologic and Geophysical Surveys
Geologic Report 47.
Gregor, N.J., Silva, W.J., Wong, I.G., and Youngs, R.R. 2002. Ground-motion attenuation relationships
for Cascadia subduction zone megathrust earthquakes based on a stochastic finite-fault model. Bull.
of the Seismological Society of America, 9(5):1923- 1932.
Harza-Ebasco Susitna Joint Venture, September 1983, “Winter 1983 Geotechnical Exploration
Program, Volume 1, Main Report”
Harza-Ebasco Susitna Joint Venture, November 1985, “Susitna Hydroelectric Project, Draft License
Application, Volume 1, Exhibit A, Project Description.
Harza-Ebasco Susitna Joint Venture, November 1985, “Susitna Hydroelectric Project, Draft License
Application, Volume 12, Chapter 6 – Geological and Soil Resources”
HDR/DTA dated March 16, 2009, Project Evaluation – Interim Memorandum – FINAL
HEC-SSP software
Idriss, I.M. 2008. An NGA empirical model for estimating the horizontal spectral values generated by
shallow crustal earthquakes. Earthquake Spectra, 24(1):217-242.
Idriss, I.M., and Archuleta, R.J. 2007. Evaluation of earthquake ground motions (Draft 06.5). [Chapter
13, Engineering Guidelines for the Evaluation of Hydropower Project]. Division of Dam Safety and
Inspections, Office of Energy Projects, Federal Energy Regulatory Commission
Kaiser (Henry J. Kaiser Company), Reassessment Report on Upper Susitna River Hydroelectric
Development for The State of Alaska, September 1974
Malhotra, P.K. 2006. Smooth spectra of horizontal and vertical ground motions. Bull. of the
Seismological Society of America, 96(2):506-518.
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Mihelich, M. and Jasper, M. W. January 1961. Report on preliminary investigation of the Kings River
area limestone deposits, Anchorage quadrangle. State of Alaska Division of Mines and Minerals
Report PE-085-22.
Newmark, N.M., and Hall, W.J. 1982. Earthquake Spectra and Design. Monograph Series, Earthquake
Engineering Research Institute.
Reed, B. L. and Nelson, S. W. 1980. Geologic map of the Talkeetna quadrangle, Alaska. U. S.
Geological Survey Miscellaneous Investigations Series Map I-1174.
Richter, Donald H. July 1963. Geology of the Portage Creek - Susitna River area. Alaska Division of
Mines and Minerals Geologic Report 3.
Ruppert, N.A., Ridgway, K.D., Freymueller, J.T., Cross, R.S., and Hansen, R.A. 2008. Active tectonics of
interior Alaska: Seismicity, GPS geodesy, and local geomorphology. In: Active
Rutledge, F. A., Thorne, R. L., Kerns, W. H. and Mulligan, J. J. 1953. Preliminary Report: Nonmetallic
deposits accessible to the Alaska Railroad as possible sources of raw materials for the construction
industry. United States Department of the Interior, Bureau of Mines Report of Investigations 4932.
Tectonics and Seismic Potential of Alaska (Freymueller, et al. eds). Geophysical Monograph 179,
American Geophysical Union, Washington, D.C.
USACE Engineer Manual 1110-2-2201, Arch Dam Design, U.S. Army Corps Of Engineers, May 1994
USGS Stream Gauge Data
USGS Bulletin 17B methodology and HEC-SSP software
URS (URS Corporation). 2008. Site-Specific Probabilistic and Deterministic Seismic Hazard Analyses
and Development of Earthquake Ground Motions for the Port of Anchorage Expansion Project,
Alaska. Prepared for Terracon Consultants, Inc.
Warfield, R. S. 1962. Some nonmetallic mineral resources for Alaska’s construction industry. United
States Department of the Interior, Bureau of Mines Report of Investigations 6002.
WCC (Woodward-Clyde Consultants). 1982. Final Report on Seismic Studies for Susitna Hydroelectric
Project. Prepared for Acres American Inc.
Wesson, R.L., Boyd, O.S., Mueller, C.S., Bufe, C.G., Frankel, A.D., and Peterson, M.D. 2007. Revision of
time-independent probabilistic seismic hazard maps of Alaska. U.S. Geological Survey Open-File
Report 2007-1043.
Wesson, R.L., Frankel, A.D., Mueller, C.S., and Harmsen, S.C. 1999. Probabilistic seismic hazard maps of
Alaska. U.S. Geological Survey Open-File Report 99-36.
Youngs, R.R., Chiou, S.-J., Silva, W.J., and Humphrey, J.R. 1997. Strong ground motion attenuation
relationships for subduction zone earthquakes. Seismological Research Letters, 68(1):58-73.
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Zhao, J.X. et al., 2006. Attenuation relations of strong ground motion in Japan using site classification
based on predominant period. Bull. of the Seismological Society of America, 96(3):898-913.
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10. CLOSURE
This report, including the estimate contained herein, has been prepared by R&M Consultants and
Hatch Acres Corporation (R&M and HA) for the sole and exclusive use of the “Client” for the purpose
of assisting the management of the Client in making decisions with respect to the potential
development of the Susitna Hydro Project; and shall not be (a) used for any other purpose, or (b)
provided to, relied upon or used by any third party.
This report contains opinions, conclusions and recommendations made by R&M and HA, using its
professional judgment and reasonable care. The estimate has been prepared by R&M and HA,
using their professional judgment and exercising due care consistent with the agreed level of
accuracy. Any use of or reliance upon this report and estimate by Client is subject to the following
conditions:
(a) the report and estimate being read in the context of and subject to the terms of
the Agreement “AIDEA/AEA Term Agreement for Engineering Services 2007 Hydroelectric,
Heavy Civil & Specialty Services - FERC dated April 8, 2008 between R&M Consultants Inc.
and Alaska Industrial Development and Export Authority/Alaska Energy Authority” (the
“Agreement”), including any methodologies, procedures, techniques, assumptions and other
relevant terms or conditions that were specified or agreed therein;
(b) the report, including the estimates contained herein, being read as a whole, with sections or
parts hereof read or relied upon in context;
(c) the conditions of the site may change over time (or may have already changed) due to
natural forces or human intervention, and R&M and HA take no responsibility for the impact
that such changes may have on the accuracy or validity or the observations, conclusions and
recommendations set out in this report;
(d) the estimates are based on several factors over which R&M and HA has no control, including
without limitation site conditions, cost and availability of inputs, etc., and R&M and HA take
no responsibility for the impact that changes to these factors may have on the accuracy or
validity or this estimate; and the report and estimate are based on information made
available to R&M and HA by the Client or by certain third parties, and unless stated otherwise
in the Agreement, R&M and HA have not verified the accuracy, completeness or validity of
such information, makes no representation regarding its accuracy and hereby disclaims any
liability in connection therewith.
11/17/2009 FINAL
Figures
NOTICE TO READER-Many of the Figures have been taken from previous Susitna Project
reports and the conventions for cardinal direction are inconsistent from report to report in
many cases, i.e. North is the top of the page on some figures and the bottom of the page on
others. The Figures were not re-drawn for this report. New figures use the convention of North
at the top of the sheet. Many old figures use the convention of stream flow from left to right;
the Susitna River in the area of the Susitna project flows from east to west.
List of Figures
Figure 2.1-1 Location Map
Figure 2.1-2 Proposed Damsites
Figure 2.1-3 Profile through Susitna Alternative Sites
Figure 2.1-4 Watana Embankment Dam General Arrangement
Figure 2.1-5 Watana Reservoir General Map
Figure 2.1-6 High Devil Canyon General Arrangement
Figure 2.1-7 High Devil Canyon Reservoir General Map
Figure 3.1-1 Air Tempreature
Figure 3.1-2 Monthly Flow Statistics
Figure 3.1-3 Watana - Flood Frequency Analysis
Figure 3.1-4 High Devil Canyon - Flood Frequency Analysis
Figure 3.1-5 Average Annual Flow
Figure 3.3-1 Regional Geology
Figure 3.3-2 Watana Top of Bedrock and Surficial Geologic Map
Figure 3.3-3 Watana Scheme Plan Showing Extent of Shear Zone
Figure 3.3-4 River Channel Dam Axis Foundation Area Geologic Profile
Figure 3.3-5 Watana Borrow Area Site Map
Figure 3.4-1 Effects of Present vs WCC (1982) Attenuation Models on the Mean Deterministic
Response Spectra (5% Damping) Predicted at the Watana Site
Figure 3.4-2 84th Percentile Deterministic Response Spectra (10% Damping) at the Watana Site for
Active Earthquake Sources
Figure 3.4-3 Deterministic Response Spectra (10% Damping) at the Watana Site for the WCC (1982)
Maximum Credible Detection Level (Random Local) Earthquake
Figure 3.4-4 Recommended Deterministic Response Spectra (10% Damping) for Conceptual Design
of a RCC Dam at the Watana Site (M7.5 Wadati-Benioff Subduction Earthquake)
Figure 4.1-1 Watana RCC Dam Concept and Stepped Spillway Plan and Detail Views
Figure 4.1-2 Watana RCC Dam Concept and Stepped Spillway Sections and Details
Figure 4.1-3 Watana RCC Concept and Stepped Spillway Section Views
Figure 4.2-1 RCC Placement Scheme Showing w/ Gap for Passing Construction Flood (from Dak Mi 4
project, Vietnam)
Figure 4.2-2 Son La Plant Vietnam Illustrating RCC Dam w/Surface Powerhouse
Figure 5.1-1 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Site Plan View
Figure 5.1-2 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Site Plan View
Figure 5.1-3 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Section and
Detail Views
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Figure 5.1-4 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Section and
Detail Views
Figure 5.1-5 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Section and
Detail Views
Figure 5.2-1 High Devil Canyon RCC Gravity Arch Dam Concept and Stepped Spillway Surface
Powerhouse
Figure 6.2-1 Watana Arch Dam Alternative
Figure 7.1-1 2002 Cost Curve RCC Concrete Dams in USA
Figure 7.2-1 Access Roads
Figure 8.1-1 Susitna Project Licensing Schedule
Figure 3.1-1Air Temperature
F
Monthly Flow
Figure 3.1-2
w Statistics
Figure 3.1-3Watana - Flood Frequency Analysis
Figure 3.1-4High Devil Canyon - Flood Frequency Analysis
F
Average A
Figure 3.1-5
Annual Flow
Figure 3.4-1Effects of Present vs WCC (1982) Attenuation Modelson the Mean Deterministic Response Spectra(5% Damping) Predicted at the Watana Site
Figure 3.4-284th Percentile Deterministic Response Spectra(10% Damping) at the Watana Site for Active Earthquake Sources
Figure 3.4-3Deterministic Response Spectra (10% Damping) at the Watana Site for the WCC (1982) Maximum Credible Detection Level (Random Local) Earthquake
Figure 3.4-4Recommended Deterministic Response 10 Spectra(10 % Damping) for Conceptual Design of a RCC Dam at the Watana Site (M7.5 Wadati-Benioff Subduction Earthquake)
Fi 4 21Figure 4.2-1 RCC Placement Scheme Showing w/ Gap for Passing Construction Flood (from Dak Mi 4 project Vietnam)
Figure 7.1-1 2002 Cost Curve RCC Concrete Dams in USA
R&M Consultants - Hatch Acres AEA – Susitna RCC Dam Cost Evaluation
11/17/2009 FINAL
Appendix A –
Table of Property Ownership in 1980s
R&M Consultants - Hatch Acres AEA – Susitna RCC Dam Cost Evaluation
11/17/2009 FINAL
Appendix B –
Cost Estimate Summary Table
SUSITNA PROJECT - SUMMARY OF ESTIMATED CONSTRUCTION COST
FOR RCC ALTERNATIVES AT
WATANA AND HIGH DEVIL CANYON
Line Item Name Full Watana RCC
High Devil Canyon
RCC
Total Estimated Const. Costs
(Billions $)$6.6 $5.4
FERC Line # Line Item Name Full Watana RCC
High Devil Canyon
RCC
71A Engineering 4%, Env.2% & Regulatory 1%$ 341,700,000 $ 281,400,000
Subtotal 341,700,000$ 281,400,000$
Contingency (20%) 68,000,000$ 56,000,000$
Total 409,700,000$ 337,400,000$
330 Land and Land Rights 120,900,000$ 120,900,000$
331 Power Plant Structure Improvements 158,700,000$ 158,700,000$
332.1-.4 Reservoir, Dams and tunnels 2,306,874,000$ 1,803,156,000$
332.5-.9 Waterways 557,539,000$ 551,570,000$
333 Waterwheels, Turbines and Generators 487,000,000$ 487,000,000$
334 Accessory Electrical Equipment 57,100,000$ 57,100,000$
335 Misc Power Plant Equipment 32,450,000$ 32,450,000$
336 Roads, Rails and Air Facilities 583,500,000$ 489,700,000$
Subtotal 4,304,063,000$ 3,700,576,000$
Contingency (21.67%) 933,000,000$ 802,000,000$
Total 5,237,063,000$ 4,502,576,000$
350-390 Transmission Features 322,030,000$ 119,374,000$
Subtotal 322,030,000$ 119,374,000$
Contingency (20%) 64,000,000$ 24,000,000$
Total 386,030,000$ 143,374,000$
General Plant
389 Land and Land Rights -$ -$
390 Structures and Improvements -$ -$
391 Office Furniture and Equipment -$ -$
392 Transportation Equipment -$ -$
393 Stores Equipment -$ -$
394 Tools Shop and Garage Equipment -$ -$
395 Laboratory Equipment -$ -$
396 Power-Operated Equipment -$ -$
397 Communications Equipment -$ -$
398 Miscellaneous Equipment -$ -$
399 Other Tangible Property 11,850,000$ 11,600,000$
Subtotal 11,850,000$ 11,600,000$
Contingency (20%) 2,000,000$ 2,000,000$
Total 13,850,000$ 13,600,000$
By: R&M/HAC Page 1 of 2 Summary Of RCC Alternatives
SUSITNA PROJECT - SUMMARY OF ESTIMATED CONSTRUCTION COST
FOR RCC ALTERNATIVES AT
WATANA AND HIGH DEVIL CANYON
FERC Line # Line Item Name Full Watana RCC
High Devil Canyon
RCC
Indirect Costs
61 Temporary Construction Facilities 0 -$
62 Construction Equipment 0 -$
63 Main Construction Camp 244,249,700$ 189,100,000$
64 Labor Expense -$ -$
65 Superintendence -$ -$
66 Insurance -$ -$
68 Mitigation -$ -$
69 Fees -$ -$
Subtotal 244,249,700$ 189,100,000$
Contingency (20%) 49,000,000$ 38,000,000$
Total 293,249,700$ 227,100,000$
71B Construction Management (4%)195,300,000$ 160,900,000$
72 Legal Expenses -$ -$
75 Taxes -$ -$
76 Administrative & Gen. Expenses -$ -$
77 Interest -$ -$
80 Earnings/Expenses During Construction -$ -$
Subtotal 195,300,000$ 160,900,000$
Contingency (20%) 39,000,000$ 32,000,000$
Total 234,300,000$ 192,900,000$
Total Subtotal 5,419,192,700$ 4,462,950,000$
Total Contingency 1,155,000,000$ 954,000,000$
Total (Millions of Dollars)6,600$ 5,400$
By: R&M/HAC Page 2 of 2 Summary Of RCC Alternatives
R&M Consultants - Hatch Acres AEA – Susitna RCC Dam Cost Evaluation
11/17/2009 FINAL
Appendix C –
Cost Estimate Detail – Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / Remarks330Land and Land Rights0.1 Land1 LS 120,870,000.00$ 120,870,000$ 0.2 Land Rights Included Above0.3 Misc Charges in Credit Above Included Above120,900,000$ 331Powerplant Structure Improvements0.1 Powerhouse0.11 Powerhouse and Draft Tube0.111 ExcavationPowerhouse Vault Rock 122,500 CY 90.12$ 11,040,000$ Draft Tube Rock 25,200 CY 90.12$ 2,271,000$ 0.113 Surface Preparation/ GroutingPowerhouse 99,000 SF 3.33$ 330,000$ Draft Tube 76,500 SF 3.33$ 255,000$ Grout Curtain- Drill holes 43,800 LF 27.63$ 1,210,000$ Grout Curtain- Cement 17,500 CF 81.10$ 1,419,000$ 0.114 Concrete and Shot CretePowerhouse Concrete 32,600 CY 692.87$ 22,588,000$ Powerhouse Concrete Overbreak 2,400 CY 447.21$ 1,073,000$ Powerhouse Reinforcing Steel 1,630 TON 2,858.29$ 4,659,000$ Powerhouse 4" Shotcrete 41,000 SF 10.14$ 416,000$ Draft Tube Concrete 12,000 CY 692.87$ 8,314,000$ Draft Tube Concrete Overbreak 2,500 CY 447.21$ 1,118,000$ Draft Tube Reinforcing Steel 990 TON 2,858.29$ 2,830,000$ Draft Tube 2" Shotcrete 6,100 SF 5.45$ 33,000$ 0.115 Support and AnchorsFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresPowerhouse Rockbolts 1" @ 25' Hy 970 EA 1,234.86$ 1,198,000$ Powerhouse Rockbolts 1" @ 15' 1,970 EA 735.81$ 1,450,000$ Powerhouse Steel Mesh 44,600 SF 5.81$ 259,000$ Powerhouse Steel Support 137 TON 12,671.94$ 1,736,000$ Draft Tube Rockbolts 1" @ 25' Hy 150 EA 1,234.86$ 185,000$ Draft Tube Rockbolts 1" @ 12' 390 EA 528.34$ 206,000$ Draft Tube Rockbolts 1" @ 9' 190 EA 432.12$ 82,000$ Draft Tube Steel Mesh 18,900 SF 6.55$ 124,000$ 0.117 Holes (U/S of Powerhouse) 15,000 LF 51.32$ 770,000$ Holes (Powerhouse Crown) 28,500 LF 51.32$ 1,463,000$ 0.118 Structural- Misc SteelworkPowerhouse and Draft Tube- Steel Crane Rails 1 LS 10,276,309.00$ 10,276,000$ 0.119 Architectural- Powerhouse 1 LS 2,927,898.00$ 2,928,000$ y 0.11c Mechanical Draft Tube Gates 4 SETS 427,880.00$ 1,712,000$ Draft Tube Gate Guides 6 SETS 202,680.00$ 1,216,000$ Draft Tube Crane 1 LS 1,140,000.00$ 1,140,000$ 0.12 Access Tunnels and Portals 0.121 ExcavationMain Tunnel 50,250 CY 97.45$ 4,897,000$ Transformer Gallery Tunnel 17,750 CY 97.45$ 1,730,000$ Grouting Gallery Tunnel 1,900 CY396.04$ 752,000$ Surge Chamber Access Tunnel 7,250 CY145.22$ 1,053,000$ Penstock Access Tunnel 61,500 CY145.22$ 8,931,000$ Penstock Elbow Access Tunnel 15,000 CY145.22$ 2,178,000$ Access Shaft Tunnel 1,300 CY145.22$ 189,000$ By: DTA edited for RCC by R&M/HACPage 1 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresConnector Tunnel 1,900 CY379.26$ 721,000$ Portals Overburden 6,000 CY 17.14$ 103,000$ Portals Rock 3,000 CY 49.31$ 148,000$ 0.123 Surface Preparation Main Tunnel Slab 53,100 SF 2.21$ 117,000$ Penstock Access Slab 65,200 SF 2.21$ 144,000$ Horizontal Portal 200 SF 2.30$ -$ Inclined Portal 2,100 SF 3.33$ 7,000$ 0.124 Concrete and Shot CreteMain PortalConcrete Slab 30 CY 406.27$ 12,000$ Concrete Walls 570 CY 406.27$ 232,000$ Concrete Overbreak 50 CY 368.48$ 18,000$ Reinforcing Steel 40 TON 2,887.51$ 116,000$ TunnelsConcrete Slab Main Tunnel 1,950 CY503.90$ 983,000$ Concrete Plugs Penstock Elbow ACC 15,000 CY 755.86$ 11,338,000$ Concrete Overbreak Main Tunnel 6" 1,000 CY346.43$ 346,000$ Reinforcing Steel 70 TON 2,887.51$ 202,000$ 2 " Shotcrete Main Tunnel 20,100 SF 5.26$ 106,000$ 2 " Shotcrete Transformer Gal 7,100 SF 5.26$ 37,000$ 2 " Shotcrete Surge Chamber Acc 3,900 SF 5.26$ 21,000$ 2 " Shotcrete Penstock Access 24,700 SF 5.26$ 130,000$ 2 " Shotcrete Penstock Elbow Acc 7,100 SF 5.26$ 37,000$ 2 " Shotcrete Access Shaft 300 SF 5.26$ 2,000$ 2 " Shotcrete Grout Gallery 800 SF 5.26$ 4,000$ 2 " Shotcrete Connector Tunnel 800 SF 5.26$ 4,000$ 0.125 Support and AnchorsMain TunnelRockbolts 1" @12' 1,200 EA 528.34$ 634,000$ Rockbolts 1" @ 9' 250 EA 432.12$ 108,000$ Steel Mesh 63,000 SF 6.37$ 401,000$ Steel Support 66 TON 12,801.49$ 845,000$ Main Tunnel PortalRockbolts 1" @15' 50 EA 735.79$ 37,000$ Transformer Gallery Tunnel Rockbolts 1" @12' 410 EA 528.34$ 217,000$ Rockbolts 1" @ 9' 70 EA 432.12$ 30,000$ Steel Mesh 22,500 SF 5.89$ 133,000$ Steel Support 24 TON 12,801.49$ 307,000$ Grouting Gallery TunnelRockbolts 3/4" @ 6' 160 EA 327.15$ 52,000$ Steel Mesh 160 SF 6.37$ 1,000$ Steel Support 2 TON 12,801.49$ 26,000$ Surge Chamber Access TunnelRockbolts 1" @12' 230 EA 528.34$ 122,000$ Rockbolts 1" @ 9' 50 EA 432.12$ 22,000$ Steel Mesh 12,050 SF 6.37$ 77,000$ Steel Support 14 TON 12,801.49$ 179,000$ Penstock Access TunnelRockbolts 1" @12' 1,430 EA 528.34$ 756,000$ Rockbolts 1" @ 9' 240 EA 432.12$ 104,000$ Steel Mesh 77,500 SF 6.37$ 494,000$ By: DTA edited for RCC by R&M/HACPage 2 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresSteel Support 58 TON 12,801.49$ 742,000$ Penstock Elbow Access TunnelRockbolts 1" @12' 420 EA 528.34$ 222,000$ Rockbolts 1" @ 9' 120 EA 432.12$ 52,000$ Steel Mesh 22,500 SF 6.37$ 143,000$ Steel Support 30 TON 12,801.49$ 384,000$ Access Shaft TunnelRockbolts 1" @12' 20 EA 528.34$ 11,000$ Rockbolts 1" @ 9' 20 EA 432.12$ 9,000$ Steel Mesh 930 SF 6.37$ 6,000$ Steel Support 8 TON 12,801.49$ 102,000$ Connector TunnelRockbolts 3/4" @ 6' 160 EA 327.15$ 52,000$ Steel Mesh 160 SF 6.37$ 1,000$ Steel Support 2 TON 12,801.49$ 26,000$ 0.129 Architectural- Main Portal Doors 2 SETS 158,371.90$ 317,000$ 0.12c Mechanical Ventilation System Included in (63.81 and 63.82)0.13 Access Shaft0.131 Excavation Rock 13,700 CY 227.67$ 3,119,000$ 0.133 Surface Preparation Shaft 64,000 SF 3.33$ 213,000$ 0.134 Concrete and Shot CreteConcrete Lining 3,350 CY 944.82$ 3,165,000$ Concrete Overbreak 6" 1,220 CY 551.14$ 672,000$ 0.135 Support and Anchors - Rockbolts 3/4" @ 6' 1,050 EA327.15$ 344,000$ 0.138 Structural Misc Steelwork 50 TON 7,395.00$ 370,000$ 0.139 Architectural- control Building 0.13c Mechanical Elevators 1 LS 2,368,815.00$ 2,369,000$ 0.14 Fire Protection Head Tank0.141 Excavation 1,150 CY 588.80$ 677,000$ 0.143 Surface Preparation 2,800 SF 2.30$ 6,000$ 0.144 Concrete & ShotcreteConcrete 250 CY 963.72$ 241,000$ Concrete Overbreak 6" 45 CY 406.27$ 18,000$ Reinforcing Steel 10 TON 2,858.29$ 29,000$ 0.145 Support and AnchorsRockbolts 1" @12' 25 EA 528.34$ 13,000$ Rockbolts 1" @ 9' 10 EA 432.12$ 4,000$ Steel Mesh 1,200 SF 6.30$ 8,000$ Steel Support 2 TON 12,671.95$ 25,000$ 0.148 Misc Steelwork 1 LS 73,297.50$ 73,000$ 0.14c Mechanical Piping/Valves (Included in 335.12)0.15 Bus Tunnels (totals for 3 Bus Tunnels)0.151 ExcavationRock Horizontal 2,700 CY 213.70$ 577,000$ Rock Inclined 1,300 CY 601.04$ 781,000$ 0.153 Surface Preparation- Tunnels 7,100 SF 3.33$ 24,000$ 0.154 Concrete and ShotcreteConcrete Slab 350 CY 818.84$ 287,000$ Concrete Overbreak 12" 250 CY 472.41$ 118,000$ Reinforcing Steel 18 TON 2,858.29$ 51,000$ 2" Shotcrete 2,200 SF 5.26$ 12,000$ 0.155 Supports and AnchorsBy: DTA edited for RCC by R&M/HACPage 3 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresRockbolts 1" @ 25' 60 EA 1,234.86$ 74,000$ Rockbolts 1" @ 12' 140 EA 528.34$ 74,000$ Rockbolts 1" @ 9' 50 EA 432.12$ 22,000$ Steel Mesh 6,800 SF 6.30$ 43,000$ Steel Support 11 TON 12,671.94$ 139,000$ 0.16 Transformer Gallery Tunnel0.161 Excavation- Rock 26,800 CY 87.44$ 2,343,000$ 0.163 Surface Preparation 24,600 SF 2.30$ 57,000$ 0.164 Concrete and ShotcreteConcrete Base Slab 2,400 CY 1,228.27$ 2,948,000$ Concrete Overbreak 12"H/6"V 770 CY 377.93$ 291,000$ Reinforcing Steel 120 TON 2,858.29$ 343,000$ 0.165 Support and AnchorsRockbolts 1" @ 25' 600 EA 1,234.86$ 741,000$ Rockbolts 1" @ 15' 270 EA 735.81$ 199,000$ Steel Mesh 20,700 SF 5.81$ 120,000$ Steel Support 29 TON 12,671.94$ 367,000$ 0.167 Drainage Holes 8,300 LF 47.95$ 398,000$ 0.17 Cable Shafts 0.171 Excavation Rock 3,400 CY 601.04$ 2,044,000$ 0.173 Surface Preparation Shafts 41,400 SF 3.33$ 138,000$ 0.174 Concrete and ShotcreteConcrete Lining 1,040 CY 1,763.66$ 1,834,000$ Concrete Overbreak 6" 800 CY 881.83$ 705,000$ 0.175 Supports and Anchors- Rockbolts 3/4" @ 6' 650 EA327.15$ 213,000$ 0.178 Structural Misc Steelwork 18 TON 15,602.00$ 281,000$ 0.179 Architectural- Enclosures 1 LS 199,317.00$ 199,000$ 0.17c Mechanical Hoist 2 EA 476,960.00$ 954,000$ 0.18 Dewatering (during Construction)0.181 Dewatering (Power Facilities) 1 LS 1,336,798.50$ 1,337,000$ 0.19 Instrumentation0.191 Instrumentation 1 LS 1,714,813.50$ 1,715,000$ 0.2 Misc Buildings (Control Buildings) 1 LS 4,433,085.00$ 4,433,000$ 0.3 Permanent Town (included in 63.5)158,700,000$ 332Reservoir, Dams and Waterways0.1 Reservoir0.11 Reservoir Clearing 37,500 ACRE 3,005.85$ 112,719,000$ (same as embankment dam)0.2 Diversion Schemes /Cofferdams0.21 Diversion Schemes0.211 ExcavationRock 287,800 CY 50.18$ 14,442,000$ (03.31.311 Rock Waste)Soil 432,000 CY 11.53$ 4,981,000$ (03.31.311 Overburden above)0.212 Water ConveyanceDiversion PipesSteel Pipe 9,997,000 LB 5.00$ 49,985,000$ use unit price from 0.818 rounded up to $5/lbConcrete Pipe Support (coventional concrete) 18,400 CY544.85$ 10,025,000$ use unit price from 0.614Reinforcing Steel 400 TON 2,887.51$ 1,155,000$ use unit price from 0.614Emergency Release ChambersConcrete Plug 15,300 CY 755.86$ 11,565,000$ 4" Shotcrete 2,790 SF 10.13$ 28,000$ Use same concrete plug and gate system 0.21c Mechanicalas in embankment dam shemeUpstream Lower GatesGate Equipment2 EA 5,073,120.00$ 10,146,000$ By: DTA edited for RCC by R&M/HACPage 4 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresUpstream Upper GatesGate Equipment 2 EA 2,840,080.00$ 5,680,000$ Trashracks 1 LS 1,777,500.00$ 1,778,000$ Downstream Lower Outlet Stoplog Guides 1 LS 142,200.00$ 142,000$ Stoplogs includes follower 1 LS 1,967,100.00$ 1,967,000$ Downstream Upper Outlet Stoplog Guides 1 LS 82,950.00$ 83,000$ Low Level ReleaseSlide Gates Include Steel Liner 9 EA 3,517,470.00$ 31,657,000$ 0.22 Upstream Cofferdam 0.221 CofferdamRCC 978,000 CY 100.00$ (incorporated in the main dam)0.222 Pre-cofferdamRock Fill 23,400 CY 10.90$ 255,000$ 23333 CY, calculated0.223 Cutoff Slurry Wall excavation 5,100 CY 4.88$ 25,000$ 4,850 CY from embankment dam slurry wall 46,000 SF 72.44$ 3,332,000$ 43,6000 SF from embankment dam0.22d Dewatering (same as embankment dam)Initial Dewatering 1 LS 5,807,685.00$ 5,808,000$ Dewatering Maintenance 1 LS 22,377,990.00$ 22,378,000$ 0.23 Down Stream Cofferdam0.231 Cofferdam RCC 261,300 CY 100.00$ (incorporated in the main dam)0.232 Pre-cofferdamRock Fill 23,400 CY 10.90$ 255,000$ 0.233 Cutoff Slurry WallExcavation5,100CY4.60$23,000$ Excavation 5,100CY4.60$ 23,000$ Slurry Wall 46,000 SF 72.44$ 3,332,000$ 0.3 Main Dam0.31 Main Dam0.311 ExcavationOverburden above el. 1470 675,333 CY 11.53$ 7,787,000$ Overburden below el. 1470 1,773,333 CY 11.06$ 19,613,000$ The ratio of foot print area of RCC dam / Embankment Rock Usable above el. 1470 429,667 CY 43.03$ 18,489,000$ dam = 0.321Rock Usable below el. 1470 159,333 CY 43.72$ 6,966,000$ Rock Waste above el. 1470 650,000 CY 43.03$ 27,970,000$ Rock Waste below el. 1470 289,833 CY 50.18$ 14,544,000$ 0.312 DamRCC 11,900,000 CY 100.00$ 1,190,000,000$ Base RCC 3,100,000 CY 100.00$ 310,000,000$ 0.313 Surface Prep/ GroutingSurface Preparation(same as embankment dam)Under Core/Filters above el. 1500 1,675,000 SF 3.11$ 5,209,000$ Under Core/Filters below el. 1500 613,000 SF 3.11$ 1,906,000$ Under Shell above el. 1500 5,186,000 SF 2.15$ 11,150,000$ Under Shell below el. 1500 2,584,000 SF 2.15$ 5,556,000$ Consolidation GroutDrill Holes 350,000 LF 11.91$ 4,169,000$ 687,000 LF from embankment damCement 350,000 CF 67.81$ 23,734,000$ 687,000 CF from embankment damGrout CurtainDrill Holes 465,000 LF 26.76$ 12,443,000$ 465,000 LF from embankment damCement 186,000 CF 81.10$ 15,085,000$ 186,000 CF from embankment damDental Concrete(same as embankment dam)Dental Concrete 85,000 CY 365.33$ 31,053,000$ By: DTA edited for RCC by R&M/HACPage 5 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres0.317 DrainageHoles 136,000 LF 51.32$ 6,980,000$ 0.318 BridgePrecast Bridge Beams 25,500 CY 544.85$ 13,894,000$ Unit price from item 0.614Concrete Road Deck 5,400 CY 544.85$ 2,942,000$ Unit price from item 0.614Piers 500 CY 544.85$ 272,000$ Unit price from item 0.6140.32 Grout Galleries/Portals (3 portals , multiply by 3)0.321 ExcavationTunnels/ Shafts- Core AreaRock Horizontal 77,400 CY 394.80$ 30,558,000$ 13000 CYPortals Overburden Rock 10,000 CY 17.16$ 172,000$ 3600 CYRock 3,000 CY 49.16$ 147,000$ 1000 CY0.323 Surface PreparationPortals Horizontal 100 SF 2.30$ -$ 30 SFInclined 500 SF 3.33$ 2,000$ 200 SF0.324 Concrete and ShotcreteTunnels- Core AreaConcrete Plugs 1,000 CY 428.32$ 428,000$ Concrete Slab 2,300 CY 944.82$ 2,173,000$ Concrete Overbreak 6" 1,150 CY 755.86$ 869,000$ Reinforcing Steel 80 TON 2,887.51$ 231,000$ 2" Shotcrete 15,000 SF 5.26$ 79,000$ Tunnels-AccessConcrete Slab 1,600 CY 944.82$ 1,512,000$ Concrete Overbreak 6" 800 CY 755.86$ 605,000$ Reinforcing Steel60TON2,887.51$173,000$Reinforcing Steel60TON2,887.51$ 173,000$ 2" Shotcrete 5,400 SF 5.26$ 28,000$ Shafts2" Shotcrete 5,000 SF 5.26$ 26,000$ Portals Concrete 60 CY 406.36$ 24,000$ 20 CYReinforcing Steel 6 TON 2,887.51$ 17,000$ 2 TON0.325 Support and AnchorsTunnels- Core AreaRockbolts 3/4" @6' 1,800 EA 327.15$ 589,000$ Steel Mesh 3,000 SF 5.37$ 16,000$ Steel Support 20 TON 12,801.49$ 256,000$ Tunnels- AccessRockbolts 3/4" @6' 1,200 EA 327.15$ 393,000$ Steel Mesh 1,100 SF 5.37$ 6,000$ Steel Support 20 TON 12,801.49$ 256,000$ Shafts Rockbolts 3/4" @6' 350 EA 327.15$ 115,000$ Steel Mesh 1,000 SF 5.37$ 5,000$ Portals Rockbolts 1" @15' 30 EA 735.81$ 22,000$ 0.329 Architectural Portal DoorsPortal Doors 2 EA 42,123.66$ 84,000$ 0.33 Instrumentation 0.331 Instrumentation 1 LS 10,821,538.50$ 10,822,000$ This cost is taken as 50% of embankment dam0.4 Relict Channel(same as embankment dam)0.41 Shore Protection 0.411 Excavation Overburden Stripping 2' thick2,200 CY 11.56$ 25,000$ By: DTA edited for RCC by R&M/HACPage 6 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres0.412 Fill Dump and SpreadFilter Material - 2' layer 2,200 CY 31.93$ 70,000$ Rock Spalls/ Rip Rap- 3' Ave 3,300 CY 9.86$ 33,000$ Shore Protection Rip Rap 24,000 CY 24.26$ 582,000$ Waste Rock 24,000 CY 22.78$ 547,000$ 0.44 Channel Filter Blanket0.442 FillCoarse Filter 2,900,000 CY 33.85$ 98,165,000$ Fine Filter 2,180,000 CY 43.65$ 95,157,000$ Rip Rap 182,000 CY 24.26$ 4,415,000$ 0.443 Surface preparationFoundation Prep Clearing and Grubbing 460 ACRE 3,963.11$ 1,823,000$ Excavation 2,236,000 CY 15.62$ 34,926,000$ 2,306,874,000$ 0.5 Outlet Facilities 0.51 Outlet Facilities- (Intake Civil Work Include in Power Intake )(same as embankment dam)0.511 ExcavationInlet (Included in 332.611)Outlet (Included in 332.521)Tunnels Rock Horizontal 83,000 CY 103.00$ 8,549,000$ Rock Inclined 9,000 CY 183.49$ 1,651,000$ 0.513 Surface Preparation/ Grouting Inlet (Included in 332.613)Outlet (Included in 332.523)Tunnels323,500 SF 2.30$ 744,000$ Contact Grouting1LS569,428.05$569,000$Contact Grouting1LS569,428.05$ 569,000$ 0.514 Concrete and Shotcrete Inlet (Included in 332.614)Outlet (Included in 332.524)Tunnels Concrete Lining 27,200 CY 944.82$ 25,699,000$ Concrete Overbreak 6" 6,200 CY 440.92$ 2,734,000$ 2" Shotcrete 12,000 SF 5.26$ 63,000$ 3" Shotcrete 19,400 SF 7.69$ 149,000$ 0.515 Support and AnchorsInlet (Included in 332.615)Outlet (Included in 332.525)Tunnels Rock Bolts 1" @6' 2,400 EA 327.15$ 785,000$ Steel Mesh 94,500 SF 6.37$ 602,000$ 0.51c Mechanical Inlet Trash Racks/Guides 1 LS 1,540,500.00$ 1,541,000$ Gate Equipment 2 EA 3,317,040.00$ 6,634,000$ Stoplog Guides 2 SETS 213,940.00$ 428,000$ OutletFixed Cone Valves 6 +1 Spare 1 LS 4,500,630.00$ 4,501,000$ Ring Follower Gates 6 EA 1,936,494.80$ 11,619,000$ Steel Manifold Liner 1,950 TON 8,952.53$ 17,457,000$ Misc Mechanical Equipment 1 LS 948,000.00$ 948,000$ Misc Electrical Systems 1 LS 237,000.00$ 237,000$ 0.52 Main (Chute ) Spillway (Includes Civil Works for Outlet Facilities)0.522 Stepped SpillwayConventional concrete 89,000 CY 544.85$ 48,492,000$ 89,000 CY, calculated, unit price from item 0.614By: DTA edited for RCC by R&M/HACPage 7 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresReinforcing steel 2,150 TON 2,887.51$ 6,208,000$ 2,142 TON, calculated, unit price from item 0.6140.523 Stilling BasinConventional concrete 85,000 CY 544.85$ 46,312,000$ 8,400 CY, calculated, unit price from item 0.614Reinforcing Steel 185 TON 2,887.51$ 534,000$ 183 TON, calculated, unit price from item 0.614Excavation Rock 13,000 CY 50.18$ 652,000$ (03.31.311 Rock Waste)0.524 Consolidation GroutingDrill Holes 7,000 LF 11.91$ 83,000$ (caln for only stilling basin area)Cement 7,000 CF 67.81$ 475,000$ Grout Curtain0.525 Support and AnchorsDrainage Tunnel(Assume drainage tunnel / gallery for spillway stillingSteel Support 7 TON 12,801.49$ 90,000$ basin, same as for embankment dam sheme)Steel Mesh 1,000 SF 5.87$ 6,000$ Rockbolts Drainage Gallery3/4" @ 6' 576 EA 330.19$ 190,000$ Rockbolts Approach1" @ 15' 275 EA 741.28$ 204,000$ Rockbolts Chute and Structure1" @ 15' 112 EA 741.28$ 83,000$ Rockbolts Valve Block/Bucket1" @ 15' 46 EA 741.28$ 34,000$ Slab/Wall Anchors1" @ 10' 9,300 EA 474.06$ 4,409,000$ 0.527 DrainageDrill Holes Box Drains (To Drain Tunnel) 54,000 LF 47.95$ 2,589,000$ 3" Relief 640 LF 49.50$ 32,000$ 0.52c MechanicalGate Equipment3EA4,249,280.00$12,748,000$Gate Equipment3EA4,249,280.00$ 12,748,000$ Stoplog Guides 3 SETS 92,196.88$ 277,000$ Stoplogs Includes Follower 1 SET 945,840.00$ 946,000$ Misc Electrical 1 LS 237,000.00$ 237,000$ 0.6 Power Intake (Inc Inlet exec and Inlet Structure Civil Works for Outlet)(same as embankment dam)0.61 Intake Structure and Approach0.611 ExcavationOverburden 524,000 CY 14.87$ 7,792,000$ Rock Usable 1,306,000 CY 40.27$ 52,593,000$ Rock Waste 138,000 CY 40.30$ 5,561,000$ 0.613 Surface PreparationHorizontal 25,600 SF 2.30$ 59,000$ Inclined 88,300 SF 3.33$ 294,000$ 0.614 Concrete and ShotcreteStructureConcrete Structure 121,000 CY 544.85$ 65,927,000$ Concrete Overbreak 12" H/6" V 2,600 CY 336.99$ 876,000$ Reinforcing Steel 7,870 TON 2,887.51$ 22,725,000$ 0.615 Supports and Anchors- 1" @ 15' 400 EA735.81$ 294,000$ 0.61c MechanicalTrashracks and Guides 6 SETS 1,080,960.00$ 6,486,000$ Gate Equipment 6 EA 1,902,720.00$ 11,416,000$ Bulkhead Gates Guides 6 SETS 225,200.00$ 1,351,000$ Bulkhead Gates inc Follower 1 SET 698,120.00$ 698,000$ Shutter with Guides 6 SETS 720,640.00$ 4,324,000$ Iceboom with Hoist 6 SETS 1,238,600.00$ 7,432,000$ Iceboom Guides 6 SETS 563,000.00$ 3,378,000$ Intake Service Crane 1 EA 693,700.00$ 694,000$ Bubbler System 1 LS948,000.00$ 948,000$ By: DTA edited for RCC by R&M/HACPage 8 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresMisc Electrical 1 LS 237,000.00$ 237,000$ 0.61d Intake Building 1 LS 237,000.00$ 237,000$ 0.7 Surge Chamber(same as embankment dam)0.71 Surge Chamber0.711 ExcavationChamber Rock 101,000 CY 90.12$ 9,102,000$ Vent Shaft Rock 2,200 CY 601.04$ 1,322,000$ 0.713 Surface Preparation 29,700 SF 2.30$ 68,000$ 0.714 Concrete and ShotcreteConcrete 6,000 CY 513.35$ 3,080,000$ Concrete Overbreak 1,000 CY 440.92$ 441,000$ Reinforcing Steel 300 TON 2,858.29$ 857,000$ 4" Shotcrete 38,400 SF 10.13$ 389,000$ Vent Shaft2" Shotcrete 5,900 SF 5.26$ 31,000$ 0.715 Supports and AnchorsRockbolts 1" @25' HY 570 EA 1,234.86$ 704,000$ Rockbolts 1" @ 15' 2,110 EA 735.81$ 1,553,000$ Steel Mesh 28,900 SF 5.81$ 168,000$ Steel Support 66 TON 12,671.94$ 836,000$ Vent ShaftRock bolts 3/4" @ 6' 370 EA 327.15$ 121,000$ Steel Mesh 1,200 SF 6.30$ 8,000$ 0.717 Drainage Holes (In Chamber) 15,500 LF 47.95$ 743,000$ 0.71c MechanicalStoplog Guides 2 SETS 709,380.00$ 1,419,000$ Stoplog Includes Follower 1 SET 3,558,160.00$ 3,558,000$ 0.8 Penstocks(same as embankment dam)0.81Penstocks0.81Penstocks0.811 ExcavationTunnelsRock Horizontal 53,400 CY 144.77$ 7,731,000$ Rock Inclined 54,000 CY 286.15$ 15,452,000$ 0.813 Surface Preparation/GroutingSurface PreparationTunnels378,000 SF 3.33$ 1,259,000$ Contact Grouting Contact Grouting 1 LS 574,582.80$ 575,000$ Consolidation GroutingConsolidation Grouting 1 LS 797,268.00$ 797,000$ 0.814 Concrete and ShotcreteConcrete Liner 37,200 CY 970.01$ 36,084,000$ Concrete Overbreak 6" 10,600 CY 692.87$ 7,344,000$ Reinforcing Steel 27 TON 2,858.29$ 77,000$ 3" Shotcrete 34,000 SF 7.69$ 261,000$ 2" Shotcrete 20,800 SF 5.26$ 109,000$ 0.815 Support and AnchorsRockbolts 1" @ 25' 150 EA 1,234.86$ 185,000$ Rockbolts 1" @ 6' 4,200 EA 327.15$ 1,374,000$ Steel Mesh 193,000 SF 6.37$ 1,229,000$ 0.818 Structural Misc Steelwork 2,400 TON 9,673.24$ 23,216,000$ 0.9 Tailrace Works (1 Portal with Combined Tailrace/Diversion Tunnel(same as embankment dam)0.91 Tailrace Tunnels/Portals 0.911 ExcavationTunnelsRock 135,000 CY 103.00$ 13,905,000$ Portals By: DTA edited for RCC by R&M/HACPage 9 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch AcresOverburden 3,200 CY 17.14$ 55,000$ Rock Usable 46,000 CY 49.16$ 2,261,000$ Rock Waste 14,500 CY 49.16$ 713,000$ 0.913 Surface PreparationTunnelsTunnels266,000 SF 3.33$ 886,000$ Portals Horizontal 600 SF 2.30$ 1,000$ Inclined 6,000 SF 3.33$ 20,000$ 0.914 Concrete and ShotcreteTunnelsConcrete Lining 14,500 CY 440.92$ 6,393,000$ Concrete Overbreak 6" 7,500 CY 314.94$ 2,362,000$ 2" Shotcrete 45,600 SF 5.26$ 240,000$ Reinforcing Steel 22 TON 2,887.51$ 64,000$ Portals Concrete Base Slab 100 CY 651.93$ 65,000$ Concrete Walls 2,900 CY 651.93$ 1,891,000$ Concrete Overbreak 12" H/6" V 110 CY 471.65$ 52,000$ Reinforcing Steel 195 TON 2,887.51$ 563,000$ 0.915 Support and Anchors Tunnels Rockbolts 1" @ 12' 2,750 EA 528.34$ 1,453,000$ Rockbolts 1" @ 9' 480 EA 432.12$ 207,000$ Steel Support 132 TONS 12,801.49$ 1,690,000$ Steel Mesh 133,000 SF 6.37$ 847,000$ PortalsRockbolts 1" @ 15' 110 EA 735.81$ 81,000$ 0.91cMechanicalck sum0.91cMechanical ck sumStoplog Guides 1 SET 112,600.00$ 113,000$ 557,539,000$ Stoplogs Includes Follower 1 SET 751,200.00$ 751,000$ 2,864,400,000$ for embankment dam $ 3,202,800,000333Waterwheels, Turbines and Generators0.11 Turbines and Governors0.111 Supply 6 EA -$ 0.112 Install 6 EA -$ 0.2 Generators and Exciters 0.21 Generators and Exciters (Supply and Install)0.211 Generators and Exciters 6 EA -$ 487,000,000.00$ 487,000,000$ 334Accessory Electrical Equipment0.1 Connections, Supports and Structures 0.11 Structures0.111 Structures (included Below) (Included Below)0.12 Conductors and Insulators0.121 Generator Isolated Phase Bus 1 LS 7,584,000.00$ 7,584,000$ 0.122 HV Power Cables and Accessories 1 LS 3,081,000.00$ 3,081,000$ 0.123 LV Power Cables and Accessories 1 LS 1,422,000.00$ 1,422,000$ 0.124 Control Cables and Accessories 1 LS 2,607,000.00$ 2,607,000$ 0.125 Grounding System 1 LS 355,500.00$ 356,000$ 0.13 Conduits and Fittings0.131 Conduits and Fittings 1 LS 948,000.00$ 948,000$ 0.2 Switchgear and Control Equipment0.21 Auxiliary Transformers0.211 Auxiliary Transformers 4 EA 83,811.00$ 335,000$ By: DTA edited for RCC by R&M/HACPage 10 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres0.22 Circuit Breakers Generators0.221 Circuit Breakers Generators 6 EA 1,504,300.00$ 9,026,000$ 0.23 Surge Protectors and Generator Cubicles0.231 Surge Protectors and Generator Cubicles 1 LS 1,090,200.00$ 1,090,000$ 0.24 Switch boards0.241 Switch boards 1 LS 1,848,600.00$ 1,849,000$ 0.25 Auxiliary Power Equipment0.251 Auxiliary Power Equipment 1 LS521,400.00$ 521,000$ 0.3 Cubicles and Appurtenances0.31 Control, relay and meter boards0.311 Control, relay and meter boards 1 LS 2,133,000.00$ 2,133,000$ 0.32 Computer Control System0.321 Computer Control System (Included in Trans-Ems)0.33 Supervisor and Telemeter System0.331 Supervisor and Telemeter System Included in Trans EMS)0.4 Power Transformers 0.41 Power Transformers 0.411 Power Transformers 10 EA 2,000,000.00$ 20,000,000$ 0.5 Lighting System0.51 Powerhouse and Transformer Gallery0.511 Powerhouse and Transformer Gallery 1 LS 1,824,900.00$ 1,825,000$ 0.52 Access Tunnels and Roads0.521 Access Tunnels and Roads 1 LS 402,900.00$ 403,000$ 0.6 Misc. Electrical Equipment0.61 Misc. Electrical Equipment0.611 Misc. Electrical Equipment 1 LS 782,100.00$ 782,000$ 0.7 Surface Accessory Equipment0.71 34.5 kV and LV Equipment0.711 Switchboard 1 LS 213,300.00$ 213,000$ 0.712 Cables 1 LS 450,300.00$ 450,000$ 0.713 Aux Transformers 1 LS 284,400.00$ 284,000$ 0.73 Diesel Generator- Standby 0.731 Diesel Generator- Standby 2 EA 347,550.00$ 695,000$ 0.74 Exterior Lighting 0.741 Exterior Lighting 1 LS 355,500.00$ 356,000$ 0.75 Mimic Board- Control Building0.751 Mimic Board- Control Building 1 LS 1,185,000.00$ 1,185,000$ 57,100,000$ 335Misc Powerplant Equipment0.1 Auxiliary Systems- Underground0.11 Station Water Systems0.111 Station Water Systems 1 LS 4,977,000.00$ 4,977,000$ 0.12 Fire Protection Systems0.121 Fire Protection Systems 1 LS 2,844,000.00$ 2,844,000$ 0.13 Compressed Air Systems 0.131 Compressed Air Systems 1 LS 3,555,000.00$ 3,555,000$ 0.14 Oil Handling Systems0.141 Oil Handling Systems 1 LS 2,370,000.00$ 2,370,000$ 0.15 Drainage & Dewatering By: DTA edited for RCC by R&M/HACPage 11 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres0.151 Drainage & Dewatering 1 LS 5,214,000.00$ 5,214,000$ 0.16 Heating, Ventilation and Cooling System0.161 Heating, Ventilation and Cooling System 1 LS 3,555,000.00$ 3,555,000$ 0.17 Miscellaneous0.171 Miscellaneous 1 LS 2,370,000.00$ 2,370,000$ 0.2 Auxiliary Systems- Surface Facilities0.21 Auxiliary Systems- Surface Facilities0.211 Auxiliary Systems- Surface Facilities 1 LS711,000.00$ 711,000$ 0.3 Auxiliary Equipment0.31 Powerhouse Cranes 0.311 Powerhouse Cranes 2 EA 1,783,800.00$ 3,568,000$ 0.32 Elevators 0.321 Elevators 1 LS 545,100.00$ 545,000$ 0.33 Miscellaneous Cranes and Hoists0.331 Miscellaneous Cranes and Hoists 1 LS 505,500.00$ 506,000$ 0.34 Machine Shop Equipment0.341 Machine Shop Equipment 1 LS 2,022,000.00$ 2,022,000$ 0.4 General Station Equipment (Included in Mechanical And Electrical Systems)0.5 Communications Equipment 1 LS 213,300.00$ 213,000$ 32,450,000$ 336Roads, Rails and Air Facilities 0.1 Roads 0.11 Pioneer Roads and Bridges 0.111 Gold Creek- Watana Road (58 mi)Clearing 546 ACRE 11,416.62$ 6,235,000$ Waste Excavation 1,570,824 CY 9.51$ 14,939,000$ Common Excavation 1,407,288 CY 8.32$ 11,709,000$ 18" Culverts 16,723 LF 62.55$ 1,046,000$ 36" Culverts 5 LS 32,760.98$ 158,000$ D-1 Base Material 321,146 TON 45.47$ 14,603,000$ Fabric 15,428 SY 6.73$ 104,000$ Maintenance 121 MI/YR 9,008.99$ 1,089,000$ 0.112 Gold Creek- ParksRoad (41.25 Miles )Clearing 98 ACRE 11,416.62$ 1,123,000$ Waste Excavation 228,086 CY 9.51$ 2,169,000$ Common Excavation 165,200 CY 8.32$ 1,374,000$ 18" Culverts 2,453 LF 62.55$ 153,000$ 36" Culverts 0 LS 35,451.31$ 9,000$ D-1 Base Material 59,371 TON 45.47$ 2,700,000$ Fabric 3,986 SY 6.73$ 27,000$ Maintenance 22 MI/YR 9,008.32$ 199,000$ 0.113 Devil Canyon Low Level CrossingCrossing (7.88 Miles) Clearing 170 ACRE 11,416.62$ Waste Excavation 498,845 CY 9.51$ Common Excavation 549,417 CY 8.32$ Rock Excavation 749,641 CY 28.45$ 18" Culverts 5,100 LF 62.55$ Bridge 1 LS 120,000,000.00$ D-1 Base Material 36,966 TON 45.47$ Maintenance 118 MI/YR 11,258.74$ By: DTA edited for RCC by R&M/HACPage 12 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres0.114 Gold Creek- Watana (41.25 miles) 1 LS 28,132,000$ 0.12 Permanent Roads and Bridges0.124 Parks Highway to Watana (62 mi) 62 MI 3,000,000.00$ 3,000,000$ 0.125 Susitna Bridge 40800 SF 450.00$ 18,360,000$ 0.2 Rail Facilities0.24 Permanent Railroad (including railheads)0.244 Gold Creek to Watana- RailR-1, (33 Mi)Clearing 671 AC 11,416.62$ 7,662,183$ Waste Excavation 1687883 CY 9.51$ 16,051,766$ Common Excavation 3307678 CY 8.32$ 27,519,880$ Rock Excavation 9114 CY 28.51$ 259,867$ Borrow 449500 CY 11.88$ 5,340,060$ Subballast711055 CY 18.15$ 12,902,807$ Grade "A" Base Material 6650 CY 35.45$ 235,729$ D-1 Base material 2400 TON 43.20$ 103,680$ A.C. Surfacing 2200 TON 198.00$ 435,600$ Dock Lumber 16 MBF 1,258.60$ 20,138$ 18" Culvert 20093 LF 68.26$ 1,371,458$ 36" + Culverts 0 LS 92,160.00$ -$ Fabric 12930 SY 9.00$ 116,369$ Thaw Pipes 41843 LF 95.04$ 3,976,745$ Topsoil & Seed 431 AC 10,800.00$ 4,653,257$ Rail Yard Control Devices 1 LS 1,800.00$ 1,800$ Bridges 0 SF 900.00$ -$ Trackage 325940 LF 350.00$ 114,079,000$ MaintenanceRail 406 Mile-years10,000.00$ 4,060,000$ Railhead 7 years 75,000.00$ 525,000$ 0.13 Site Roads0.131 Construction RoadsSite Roads 20 Mile 12,554,637.23$ 251,093,000$ Maintenance 141 MI/YRS 223,092.85$ 31,456,000$ 0.132 Permanent RoadsPermanent Roads 6 MILE 1,287,997.42$ 7,728,000$ By: DTA edited for RCC by R&M/HACPage 13 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres0.3 Airstrip0.31 AirstripPermanent Airstrip 1 LS 12,798,000.00$ 12,798,000$ 9 years maintenance savings 1 LSTemporary Airstrip 1 LD 2,133,000.00$ 2,133,000$ 0.4 Saved Maintenance 1 LS (11,385,762.69)$ (11,386,000)$ 583,520,338$ Transmission Plant350Land and Land Rights Land and Land RightsTransmission 58 MILE 86,720.00$ 5,030,000$ Substations (4 Sites) 0 LS 2,607,000.00$ -$ 5,030,000$ 352Substation and Switching Station0.1 Switchyard0.11 Switchyard 2 LS 14,000,000.00$ 28,000,000$ 28,000,000$ 353Substation/Switching Station EquipmentEster0 LS 57,922,800.00$ -$ Willow0 LS 3,613,020.00$ -$ Knik Arm0 LS 29,838,300.00$ -$ University0 LS 88,685,400.00$ -$ $$Devil Canyon 0 LS 35,585,550.00$ -$ Willow Energy Management System (EMS) Equipment and System Costs 0 LS 27,326,100.00$ -$ Microwave Communication Equipment 0 LS 11,660,400.00$ -$ EMS Control Center Building 0 LS 9,148,200.00$ -$ Watana and Devil Canyon In-plant Monitor and Control Equipment 0 LS 8,619,690.00$ -$ -$ 354Steel Towers and FixturesTowers (Including Foundation and Hardware) 58 miles 4,500,000.00$ 261,000,000$ 261,000,000$ 356Conductors and DevicesConductors0 MILE 218,281.33$ -$ Submarine Cables 0 EACH 15,808,340.56$ -$ -$ 359Roads and TrailsRoads and Trails 200 MILE 75,744.00$ 15,149,000$ Clearing and Roads 340 MILE 37,872.00$ 12,876,000$ ck sum28,000,000$ 322,030,000$ General Plant389Land and Land RightsLand and Land Rights-$ By: DTA edited for RCC by R&M/HACPage 14 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres390Structures and ImprovementsStructures and Improvements-$ 391Office Furniture and EquipmentOffice Furniture and Equipment-$ 392Transportation EquipmentTransportation Equipment-$ 393Stores EquipmentStores Equipment-$ 394Tools Shop and Garage EquipmentTools Shop and Garage Equipment-$ 395Laboratory EquipmentLaboratory Equipment-$ 396Power-Operated EquipmentPower-Operated Equipment-$ 397Communications EquipmentCommunications Equipment-$ 398Miscellaneous EquipmentMiscellaneous Equipment-$ 399Other Tangible PropertyOther Tangible Property 1 LS 11,850,000.00$ 11,850,000$ Saved Maintence 1 LS (231,219.51)$ (231,000)$ 11,600,000$ Indirect Costs61Temporary Construction FacilitiesTemporary Construction Facilities62Construction EquipmentConstruction Equipment63Main Construction Camp 0.1 Main Construction Camp 1 LS 624,355,816$ Saved Maintence 1 LS (12,182,552.51)$ Site Preparation 6455000Buildings 29643000utilities2402500060123000 5 300,615,000.00$ MAIN CONSTRUCTION VILLAGEsite prep 6987000buildings 19753000utilities9699000By: DTA edited for RCC by R&M/HACPage 15 of 16Alternative: Full Watana RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksFull Watana RCC (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_mb_061109, R&M 11/16/09Alternatives- 2008 DollarsBy: DTA with edits for RCC by R&M/Hatch Acres36439000 5 182,195,000.00$ 300,615,000$ 244,249,688$ Camp cost to reflect lower volume ( 0.8125)64Labor ExpenseLabor Expense (Included In Direct Costs)65SuperintendenceSuperintendence (Included In Direct Costs)66InsuranceInsurance (Included In Direct Costs)68Mitigation Fishery, Terrestrial and RecrationalMitigation (Not included in 1982 study) -$ 69FeesFeesSubtotal4,882,000,000$ Contingency21.313%1,040,500,000$ Subtotal71AEngineering (4%), Enviornmental (2%), Regulatory(1%) and Construction Mana7%341,700,000$ 71BConstruction Management (4%)4%195,300,000$ 72Legal Expenses0%75Taxes0%76Administrative & Gen. Expenses0%77Interest0%80Earnings/Expenses During Construction0%Total Project Cost6,459,500,000$ By: DTA edited for RCC by R&M/HACPage 16 of 16Alternative: Full Watana RCC
R&M Consultants - Hatch Acres AEA – Susitna RCC Dam Cost Evaluation
11/17/2009 FINAL
Appendix D –
Cost Estimate Detail – High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / Remarks330Land and Land Rights0.1 Land1 LS 120,870,000.00$ 120,870,000$ 0.2 Land RightsIncluded Above0.3 Misc Charges in Credit Above Included Above120,900,000$ 331Powerplant Structure Improvements0.1 Powerhouse0.11 Powerhouse and Draft Tube0.111 ExcavationPowerhouse Vault Rock 122,500 CY 90.12$ 11,040,000$ Draft Tube Rock 25,200 CY 90.12$ 2,271,000$ 0.113 Surface Preparation/ GroutingPowerhouse 99,000 SF 3.33$ 330,000$ Draft Tube 76,500 SF 3.33$ 255,000$ Grout Curtain- Drill holes 43,800 LF 27.63$ 1,210,000$ Grout Curtain- Cement 17,500 CF 81.10$ 1,419,000$ 0.114 Concrete and Shot CretePowerhouse Concrete 32,600 CY 692.87$ 22,588,000$ Powerhouse Concrete Overbreak 2,400 CY 447.21$ 1,073,000$ Powerhouse Reinforcing Steel 1,630 TON 2,858.29$ 4,659,000$ Powerhouse 4" Shotcrete 41,000 SF 10.14$ 416,000$ Draft Tube Concrete 12,000 CY 692.87$ 8,314,000$ Draft Tube Concrete Overbreak 2,500 CY 447.21$ 1,118,000$ Draft Tube Reinforcing Steel 990 TON 2,858.29$ 2,830,000$ Draft Tube 2" Shotcrete 6,100 SF 5.45$ 33,000$ 0.115 Support and AnchorsPowerhouse Rockbolts 1" @ 25' Hy 970 EA 1,234.86$ 1,198,000$ Powerhouse Rockbolts 1" @ 15' 1,970 EA 735.81$ 1,450,000$ Powerhouse Steel Mesh 44,600 SF 5.81$ 259,000$ Powerhouse Steel Support 137 TON 12,671.94$ 1,736,000$ Draft Tube Rockbolts 1" @ 25' Hy 150 EA 1,234.86$ 185,000$ Draft Tube Rockbolts 1" @ 12' 390 EA 528.34$ 206,000$ Draft Tube Rockbolts 1" @ 9' 190 EA 432.12$ 82,000$ Draft Tube Steel Mesh 18,900 SF 6.55$ 124,000$ 0.117 Holes (U/S of Powerhouse) 15,000 LF 51.32$ 770,000$ Holes (Powerhouse Crown) 28,500 LF 51.32$ 1,463,000$ 0.118 Structural- Misc SteelworkPowerhouse and Draft Tube- Steel Crane Rails 1 LS 10,276,309.00$ 10,276,000$ 0.119 Architectural- Powerhouse 1 LS 2,927,898.00$ 2,928,000$ y 0.11c Mechanical Draft Tube Gates 4 SETS 427,880.00$ 1,712,000$ Draft Tube Gate Guides 6 SETS 202,680.00$ 1,216,000$ Draft Tube Crane 1 LS 1,140,000.00$ 1,140,000$ 0.12 Access Tunnels and Portals 0.121 ExcavationMain Tunnel 50,250 CY 97.45$ 4,897,000$ Transformer Gallery Tunnel 17,750 CY 97.45$ 1,730,000$ Grouting Gallery Tunnel 1,900 CY 396.04$ 752,000$ Surge Chamber Access Tunnel 7,250 CY 145.22$ 1,053,000$ Penstock Access Tunnel 61,500 CY 145.22$ 8,931,000$ Penstock Elbow Access Tunnel 15,000 CY 145.22$ 2,178,000$ Access Shaft Tunnel 1,300 CY 145.22$ 189,000$ Connector Tunnel 1,900 CY 379.26$ 721,000$ Portals Overburden 6,000 CY 17.14$ 103,000$ Portals Rock 3,000 CY 49.31$ 148,000$ 0.123 Surface Preparation High Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsBy DTA; edited by R.HACPage 1 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsMain Tunnel Slab 53,100 SF 2.21$ 117,000$ Penstock Access Slab 65,200 SF 2.21$ 144,000$ Horizontal Portal 200 SF 2.30$ -$ Inclined Portal 2,100 SF 3.33$ 7,000$ 0.124 Concrete and Shot CreteMain PortalConcrete Slab 30 CY 406.27$ 12,000$ Concrete Walls 570 CY 406.27$ 232,000$ Concrete Overbreak 50 CY 368.48$ 18,000$ Reinforcing Steel 40 TON 2,887.51$ 116,000$ TunnelsConcrete Slab Main Tunnel 1,950 CY 503.90$ 983,000$ Concrete Plugs Penstock Elbow ACC 15,000 CY 755.86$ 11,338,000$ Concrete Overbreak Main Tunnel 6" 1,000 CY 346.43$ 346,000$ Reinforcing Steel 70 TON 2,887.51$ 202,000$ 2 " Shotcrete Main Tunnel 20,100 SF 5.26$ 106,000$ 2 " Shotcrete Transformer Gal 7,100 SF 5.26$ 37,000$ 2 " Shotcrete Surge Chamber Acc 3,900 SF 5.26$ 21,000$ 2 " Shotcrete Penstock Access 24,700 SF 5.26$ 130,000$ 2 " Shotcrete Penstock Elbow Acc 7,100 SF 5.26$ 37,000$ 2 " Shotcrete Access Shaft 300 SF 5.26$ 2,000$ 2 " Shotcrete Grout Gallery 800 SF 5.26$ 4,000$ 2 " Shotcrete Connector Tunnel 800 SF 5.26$ 4,000$ 0.125 Support and AnchorsMain TunnelRockbolts 1" @12' 1,200 EA 528.34$ 634,000$ Rockbolts 1" @ 9' 250 EA 432.12$ 108,000$ Steel Mesh 63,000 SF 6.37$ 401,000$ Steel Support 66 TON 12,801.49$ 845,000$ Main Tunnel PortalRockbolts 1" @15' 50 EA 735.79$ 37,000$ Transformer Gallery Tunnel Rockbolts 1" @12' 410 EA 528.34$ 217,000$ Rockbolts 1" @ 9' 70 EA 432.12$ 30,000$ Steel Mesh 22,500 SF 5.89$ 133,000$ Steel Support 24 TON 12,801.49$ 307,000$ Grouting Gallery TunnelRockbolts 3/4" @ 6' 160 EA 327.15$ 52,000$ Steel Mesh 160 SF 6.37$ 1,000$ Steel Support 2 TON 12,801.49$ 26,000$ Surge Chamber Access TunnelRockbolts 1" @12' 230 EA 528.34$ 122,000$ Rockbolts 1" @ 9' 50 EA 432.12$ 22,000$ Steel Mesh 12,050 SF 6.37$ 77,000$ Steel Support 14 TON 12,801.49$ 179,000$ Penstock Access TunnelRockbolts 1" @12' 1,430 EA 528.34$ 756,000$ Rockbolts 1" @ 9' 240 EA 432.12$ 104,000$ Steel Mesh 77,500 SF 6.37$ 494,000$ Steel Support 58 TON 12,801.49$ 742,000$ Penstock Elbow Access TunnelRockbolts 1" @12' 420 EA 528.34$ 222,000$ Rockbolts 1" @ 9' 120 EA 432.12$ 52,000$ Steel Mesh 22,500 SF 6.37$ 143,000$ Steel Support 30 TON 12,801.49$ 384,000$ Access Shaft TunnelBy DTA; edited by R.HACPage 2 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsRockbolts 1" @12' 20 EA 528.34$ 11,000$ Rockbolts 1" @ 9' 20 EA 432.12$ 9,000$ Steel Mesh 930 SF 6.37$ 6,000$ Steel Support 8 TON 12,801.49$ 102,000$ Connector TunnelRockbolts 3/4" @ 6' 160 EA 327.15$ 52,000$ Steel Mesh 160 SF 6.37$ 1,000$ Steel Support 2 TON 12,801.49$ 26,000$ 0.129 Architectural- Main Portal Doors 2 SETS 158,371.90$ 317,000$ 0.12c Mechanical Ventilation System Included in (63.81 and 63.82)0.13 Access Shaft0.131 Excavation Rock 13,700 CY 227.67$ 3,119,000$ 0.133 Surface Preparation Shaft 64,000 SF 3.33$ 213,000$ 0.134 Concrete and Shot CreteConcrete Lining 3,350 CY 944.82$ 3,165,000$ Concrete Overbreak 6" 1,220 CY 551.14$ 672,000$ 0.135 Support and Anchors - Rockbolts 3/4" @ 6' 1,050 EA 327.15$ 344,000$ 0.138 Structural Misc Steelwork 50 TON 7,395.00$ 370,000$ 0.139 Architectural- control Building 0.13c Mechanical Elevators 1 LS 2,368,815.00$ 2,369,000$ 0.14 Fire Protection Head Tank0.141 Excavation1,150 CY 588.80$ 677,000$ 0.143 Surface Preparation 2,800 SF 2.30$ 6,000$ 0.144 Concrete & ShotcreteConcrete 250 CY 963.72$ 241,000$ Concrete Overbreak 6" 45 CY 406.27$ 18,000$ Reinforcing Steel 10 TON 2,858.29$ 29,000$ 0.145 Support and AnchorsRockbolts 1" @12' 25 EA 528.34$ 13,000$ Rockbolts 1" @ 9' 10 EA 432.12$ 4,000$ Steel Mesh 1,200 SF 6.30$ 8,000$ Steel Support 2 TON 12,671.95$ 25,000$ 0.148 Misc Steelwork1 LS 73,297.50$ 73,000$ 0.14c Mechanical Piping/Valves (Included in 335.12)0.15 Bus Tunnels (totals for 3 Bus Tunnels)0.151 ExcavationRock Horizontal 2,700 CY 213.70$ 577,000$ Rock Inclined 1,300 CY 601.04$ 781,000$ 0.153 Surface Preparation- Tunnels 7,100 SF 3.33$ 24,000$ 0.154 Concrete and ShotcreteConcrete Slab 350 CY 818.84$ 287,000$ Concrete Overbreak 12" 250 CY 472.41$ 118,000$ Reinforcing Steel 18 TON 2,858.29$ 51,000$ 2" Shotcrete 2,200 SF 5.26$ 12,000$ 0.155 Supports and AnchorsRockbolts 1" @ 25' 60 EA 1,234.86$ 74,000$ Rockbolts 1" @ 12' 140 EA 528.34$ 74,000$ Rockbolts 1" @ 9' 50 EA 432.12$ 22,000$ Steel Mesh 6,800 SF 6.30$ 43,000$ Steel Support 11 TON 12,671.94$ 139,000$ 0.16 Transformer Gallery Tunnel0.161 Excavation- Rock 26,800 CY 87.44$ 2,343,000$ 0.163 Surface Preparation 24,600 SF 2.30$ 57,000$ 0.164 Concrete and ShotcreteConcrete Base Slab 2,400 CY 1,228.27$ 2,948,000$ Concrete Overbreak 12"H/6"V 770 CY 377.93$ 291,000$ By DTA; edited by R.HACPage 3 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsReinforcing Steel 120 TON 2,858.29$ 343,000$ 0.165 Support and AnchorsRockbolts 1" @ 25' 600 EA 1,234.86$ 741,000$ Rockbolts 1" @ 15' 270 EA 735.81$ 199,000$ Steel Mesh 20,700 SF 5.81$ 120,000$ Steel Support 29 TON 12,671.94$ 367,000$ 0.167 Drainage Holes 8,300 LF 47.95$ 398,000$ 0.17 Cable Shafts 0.171 Excavation Rock 3,400 CY 601.04$ 2,044,000$ 0.173 Surface Preparation Shafts 41,400 SF 3.33$ 138,000$ 0.174 Concrete and ShotcreteConcrete Lining 1,040 CY 1,763.66$ 1,834,000$ Concrete Overbreak 6" 800 CY 881.83$ 705,000$ 0.175 Supports and Anchors- Rockbolts 3/4" @ 6' 650 EA 327.15$ 213,000$ 0.178 Structural Misc Steelwork 18 TON 15,602.00$ 281,000$ 0.179 Architectural- Enclosures 1 LS 199,317.00$ 199,000$ 0.17c Mechanical Hoist2 EA 476,960.00$ 954,000$ 0.18 Dewatering (during Construction)0.181 Dewatering (Power Facilities) 1 LS 1,336,798.50$ 1,337,000$ 0.19 Instrumentation0.191 Instrumentation1 LS 1,714,813.50$ 1,715,000$ 0.2 Misc Buildings (Control Buildings) 1 LS 4,433,085.00$ 4,433,000$ 0.3 Permanent Town (included in 63.5)158,700,000$ 332Reservoir, Dams and Waterways0.1 Reservoir0.11 Reservoir Clearing 37,500 ACRE 3,005.85$ 112,719,000$ (same as embankment dam)0.2 Diversion Tunnels /Cofferdams0.21 Diversion Tunnels /Portals0.211 ExcavationUpper TunnelRock 221,000 CY 92.33$ 20,405,000$ Lower TunnelRock 208,000 CY 92.33$ 19,205,000$ Excavate Concrete for Plug 700 CY 96.92$ 68,000$ Upstream Upper PortalRock Usable (Face Only) 11,200 CY 49.16$ 551,000$ Upstream Lower Portal (Including Most Exc for Upper Portal)Rock Usable 108,000 CY 49.16$ 5,309,000$ Rock Waste 21,750 CY 49.16$ 1,069,000$ Downstream PortalsOverburden 17,000 CY 17.14$ 291,000$ Rock Usable 120,000 CY 49.16$ 5,899,000$ Rock Waste 28,000 CY 49.16$ 1,376,000$ Emergency Release ChambersExcavate Concrete for Plugs 1,800 CY 101.98$ 184,000$ Gate Chamber 4,700 CY 110.73$ 520,000$ Access Tunnel to Gate ChamberRock 19,100 CY 97.15$ 1,856,000$ 0.212 Fill- Temp for Coffer Dam to Construct Upstream Portals 23,000 CY 11.66$ 268,000$ 0.213 Surface Preparation \ groutingUpstream Upper Portal Horizontal 3,200 SF 2.30$ 7,000$ Inclined 8,600 SF 3.33$ 29,000$ Upstream Lower Portal Horizontal 1,300 SF 2.30$ 3,000$ Inclined 14,900 SF 3.33$ 50,000$ Downstream Upper PortalHorizontal 6,100 SF 2.30$ 14,000$ By DTA; edited by R.HACPage 4 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsInclined 20,500 SF 3.33$ 68,000$ Downstream Lower PortalHorizontal 600 SF 2.30$ 1,000$ Inclined 5,600 SF 3.33$ 19,000$ Grout Upper Tunnel Plugs Drill Holes 4,100 LF 26.76$ 110,000$ Cement 820 CF 81.10$ 67,000$ Grout Lower Tunnel Permanent PlugsDrill Holes 2,050 LF 26.76$ 55,000$ Cement 410 CF 81.10$ 33,000$ 0.214 Concrete and ShotcreteUpper TunnelConcrete Lining 42,400 CY 566.89$ 24,036,000$ Concrete Lining Overbreak 6" 10,200 CY 314.94$ 3,212,000$ Reinforcing Steel 24 TON 2,887.51$ 69,000$ 2" Shotcrete 56,000 SF 5.26$ 295,000$ Lower TunnelConcrete Lining 37,600 CY 566.89$ 21,315,000$ Concrete Lining for Plug 6,200 CY 428.32$ 2,656,000$ Concrete Lining Overbreak 6" 10,000 CY 314.94$ 3,149,000$ Reinforcing Steel 24 TON 2,887.51$ 69,000$ 2" Shotcrete 57,900 SF 5.26$ 305,000$ Upstream Upper PortalConcrete Headwall 3,200 CY 651.93$ 2,086,000$ Concrete Lining 1,300 CY 651.93$ 848,000$ Concrete Slab 750 CY 651.93$ 489,000$ Concrete Piers 800 CY 651.93$ 522,000$ Concrete Overbreak 12" H/6"V 300 CY 472.41$ 142,000$ Reinforcing Steel 400 TON 2,887.51$ 1,155,000$ Upstream Lower Portal Concrete Headwall 4,500 CY 651.93$ 2,934,000$ Concrete Lining 3,000 CY 651.93$ 1,956,000$ Concrete Slab 300 CY 651.93$ 196,000$ Concrete Piers 700 CY 651.93$ 456,000$ Concrete Overbreak 12" H/6"V 350 CY 472.41$ 165,000$ Reinforcing Steel 600 TON 2,887.51$ 1,733,000$ Downstream Upper PortalConcrete Headwall 500 CY 651.93$ 326,000$ Concrete Slab 100 CY 651.93$ 65,000$ Concrete Overbreak 12" H/6"V 100 CY 472.41$ 47,000$ Reinforcing Steel 40 TON 2,887.51$ 116,000$ Downstream Lower PortalConcrete Headwall 2,500 CY 651.93$ 1,630,000$ Concrete Slab 100 CY 651.93$ 65,000$ Concrete Overbreak 12" H/6"V 150 CY 472.41$ 71,000$ Reinforcing Steel 170 TON 2,887.51$ 491,000$ Downstream Flip BucketConcrete Slab 800 CY 651.93$ 522,000$ Concrete Walls 2,300 CY 651.93$ 1,499,000$ Concrete Invert 1,200 CY 651.93$ 782,000$ Concrete Overbreak 12" H/6"V 410 CY 42.41$ 17,000$ Reinforcing Steel 280 TON 2,887.51$ 809,000$ Downstream Retaining WallConcrete Slab 200 CY 651.93$ 130,000$ Concrete Walls 2,000 CY 651.93$ 1,304,000$ Concrete Overbreak 12" H/6"V 110 CY 472.41$ 52,000$ Reinforcing Steel 90 TON 2,887.51$ 260,000$ Emergency Release ChambersConcrete Plug 15,300 CY 755.86$ 11,565,000$ 4" Shotcrete 2,790 SF 10.13$ 28,000$ By DTA; edited by R.HACPage 5 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsAccess Tunnel to Gate Chamber2" Shotcrete 12,800 SF 5.26$ 67,000$ 0.215 Supports and AnchorsLower TunnelRockbolts 1" @ 12' 3,650 EA 528.34$ 1,928,000$ Rockbolts 1" @ 9' 620 EA 432.12$ 268,000$ Steel Mesh 217,100 SF 6.37$ 1,383,000$ Steel Support 220 TON 12,801.49$ 2,816,000$ Upper TunnelRockbolts 1" @ 12' 3,530 EA 528.34$ 1,865,000$ Rockbolts 1" @ 9' 600 EA 432.12$ 259,000$ Steel Mesh 210,200 SF 6.37$ 1,339,000$ Steel Support 213 TON 12,801.49$ 2,727,000$ Upstream Lower PortalRockbolts 1" @ 15' 240 EA 735.81$ 177,000$ Anchors 1" @ 25' 290 EA 1,234.86$ 358,000$ Upstream Upper Portal Rockbolts 1" @ 15'(Included in Lower Portal)Anchors 1" @ 25' 130 EA 1,234.86$ 161,000$ Downstream Lower PortalRockbolts 1" @ 15' 200 EA 735.81$ 147,000$ Downstream Upper PortalRockbolts 1" @ 15' 100 EA 735.81$ 74,000$ Retaining Wall Anchors 1" @25' 100 EA 1,234.86$ 123,000$ Emergency Release ChambersRockbolts 1" @ 25' 100 EA 1,234.86$ 123,000$ Rockbolts 1" @ 15' 125 EA 735.77$ 92,000$ Steel Mesh 3,600 SF 6.37$ 23,000$ Steel Support 14 TON 12,801.49$ 179,000$ Metal to Roof Anchors 3/4" @ 6' 20 EA 342.42$ 7,000$ Access Tunnel to Gate ChamberRockbolts 1" @ 12' 775 EA 528.34$ 409,000$ Rockbolts 1" @ 9' 240 EA 432.12$ 104,000$ Steel Mesh 39,900 SF 6.37$ 254,000$ Steel Support 55 TON 12,801.49$ 704,000$ 0.218 Structural- Misc Steelwork 2,775 SF 93.61$ 260,000$ 0.21c MechanicalUpstream Lower GatesGate Equipment 2 EA 5,073,120.00$ 10,146,000$ Upstream Upper GatesGate Equipment 2 EA 2,840,080.00$ 5,680,000$ Trashracks 1 LS 1,777,500.00$ 1,778,000$ Downstream Lower Outlet Stoplog Guides 1 LS 142,200.00$ 142,000$ Stoplogs includes follower 1 LS 1,967,100.00$ 1,967,000$ Downstream Upper Outlet Stoplog Guides 1 LS 82,950.00$ 83,000$ Low Level ReleaseSlide Gates Include Steel Liner 9 EA 3,517,470.00$ 31,657,000$ 0.22 Upstream Cofferdam 0.221 ExcavationOverburden Removal 1,000 CY 11.56$ 12,000$ 0.222 FillRock Fill 38,400 CY 10.90$ 419,000$ Fine Filter 16,600 CY 36.84$ 612,000$ Coarse Filter 15,900 CY 30.05$ 478,000$ Rock Shell 196,500 CY 10.50$ 2,063,000$ By DTA; edited by R.HACPage 6 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsClosure Dike 58,500 CY 10.90$ 638,000$ Rip Rap 21,200 CY 24.26$ 514,000$ 0.223 Cutoff Slurry Wallexcavation 4,850 CY 4.88$ 24,000$ slurry wall 43,600 SF 72.44$ 3,158,000$ 0.22d Dewatering Initial Dewatering 1 LS 5,807,685.00$ 5,808,000$ Dewatering Maintenance 1 LS 22,377,990.00$ 22,378,000$ 0.23 Down Stream Cofferdam0.231 Excavationoverburden 5,000 CY 11.56$ 58,000$ Rock 500 CY 9.91$ 5,000$ Removal of Cofferdam 14,500 CY 13.48$ 195,000$ 0.232 FillRip Rap1,800 CY 24.26$ 44,000$ Closure Dike 15,200 CY 10.90$ 166,000$ 0.233 Cutoff Slurry WallExcavation 1,830 CY 4.60$ 8,000$ Slurry Wall16,500 SF 72.44$ 1,195,000$ 0.3 Main Dam0.31 Main Dam0.311 ExcavationOverburden above el. 1470 675,333 CY 11.53$ 7,787,000$ Overburden below el. 1470 1,773,333 CY 11.06$ 19,613,000$ The ratio of foot print area of RCC dam / Embankment Rock Usable above el. 1470 429,667 CY 43.03$ 18,489,000$ dam = 0.321Rock Usable below el. 1470 159,333 CY 43.72$ 6,966,000$ Rock Waste above el. 1470 650,000 CY 43.03$ 27,970,000$ Rock Waste below el. 1470 289,833 CY 50.18$ 14,544,000$ 0.312 DamRCC 11,621,000 CY 100.00$ 1,162,100,000$ Base RCC0 CY 110.00$ -$ 0.313 Surface Prep/ GroutingSurface Preparation(same as embankment dam)Under Core/Filters above el. 1500 1,675,000 SF 3.11$ 5,209,000$ Under Core/Filters below el. 1500 613,000 SF 3.11$ 1,906,000$ Under Shell above el. 1500 5,186,000 SF 2.15$ 11,150,000$ Under Shell below el. 1500 2,584,000 SF 2.15$ 5,556,000$ Consolidation GroutDrill Holes 255,000 LF 11.91$ 3,037,000$ 687,000 LF from embankment damCement 350,000 CF 67.81$ 23,734,000$ 687,000 CF from embankment damGrout CurtainDrill Holes 465,000 LF 26.76$ 12,443,000$ 465,000 LF from embankment damCement 186,000 CF 81.10$ 15,085,000$ 186,000 CF from embankment damDental Concrete(same as embankment dam)Dental Concrete 85,000 CY 365.33$ 31,053,000$ 0.317 DrainageHoles 136,000 LF 51.32$ 6,980,000$ 0.318 BridgePrecast Bridge Beams 25,500 CY 544.85$ 13,894,000$ Unit price from item 0.614Concrete Road Deck 5,400 CY 544.85$ 2,942,000$ Unit price from item 0.614Piers500 CY 544.85$ 272,000$ Unit price from item 0.6140.32 Grout Galleries/Portals (3 portals , multiply by 3)0.321 ExcavationTunnels/ Shafts- Core AreaRock Horizontal77,400 CY 394.80$ 30,558,000$ By DTA; edited by R.HACPage 7 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsPortals Overburden Rock 10,000 CY 17.16$ 172,000$ Rock 3,000 CY 49.16$ 147,000$ 0.323 Surface PreparationPortals Horizontal 100 SF 2.30$ -$ Inclined 500 SF 3.33$ 2,000$ 0.324 Concrete and ShotcreteTunnels- Core AreaConcrete Plugs 1,000 CY 428.32$ 428,000$ Concrete Slab 2,300 CY 944.82$ 2,173,000$ Concrete Overbreak 6" 1,150 CY 755.86$ 869,000$ Reinforcing Steel 80 TON 2,887.51$ 231,000$ 2" Shotcrete 15,000 SF 5.26$ 79,000$ Tunnels-AccessConcrete Slab 1,600 CY 944.82$ 1,512,000$ Concrete Overbreak 6" 800 CY 755.86$ 605,000$ Reinforcing Steel 60 TON 2,887.51$ 173,000$ 2" Shotcrete 5,400 SF 5.26$ 28,000$ Shafts2" Shotcrete 5,000 SF 5.26$ 26,000$ Portals Concrete 60 CY 406.36$ 24,000$ Reinforcing Steel 6 TON 2,887.51$ 17,000$ 0.325 Support and AnchorsTunnels- Core AreaRockbolts 3/4" @6' 1,800 EA 327.15$ 589,000$ Steel Mesh 3,000 SF 5.37$ 16,000$ Steel Support 20 TON 12,801.49$ 256,000$ Tunnels- AccessRockbolts 3/4" @6' 1,200 EA 327.15$ 393,000$ Steel Mesh 1,100 SF 5.37$ 6,000$ Steel Support 20 TON 12,801.49$ 256,000$ Shafts Rockbolts 3/4" @6' 350 EA 327.15$ 115,000$ Steel Mesh 1,000 SF 5.37$ 5,000$ Portals Rockbolts 1" @15' 30 EA 735.81$ 22,000$ 0.329 Architectural Portal DoorsPortal Doors 2 EA 42,123.66$ 84,000$ 0.33 Instrumentation 0.331 Instrumentation1 LS 10,821,538.50$ 10,822,000$ This cost is taken as 50% of embankment dam0.4 Relict Channel(same as embankment dam)0.41 Shore Protection 0.411 Excavation Overburden Stripping 2' thick 0 CY 11.56$ -$ 0.412 Fill Dump and SpreadFilter Material - 2' layer 0 CY 31.93$ -$ Rock Spalls/ Rip Rap- 3' Ave 0 CY 9.86$ -$ Shore Protection Rip Rap 0 CY 24.26$ -$ Waste Rock 0 CY 22.78$ -$ 0.44 Channel Filter Blanket0.442 FillCoarse Filter 0 CY 33.85$ -$ Fine Filter 0 CY 43.65$ -$ Rip Rap0 CY 24.26$ -$ By DTA; edited by R.HACPage 8 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 Dollars0.443 Surface preparationFoundation Prep Clearing and Grubbing 0 ACRE 3,963.11$ -$ Excavation 0 CY 15.62$ -$ $ - 0.5 Outlet Facilities 0.51 Outlet Facilities- (Intake Civil Work Include in Power Intake )(same as embankment dam)0.511 ExcavationInlet (Included in 332.611)Outlet (Included in 332.521)Tunnels Rock Horizontal 83,000 CY 103.00$ 8,549,000$ Rock Inclined 9,000 CY 183.49$ 1,651,000$ 0.513 Surface Preparation/ Grouting \Inlet (Included in 332.613)Outlet (Included in 332.523)Tunnels 323,500 SF 2.30$ 744,000$ Contact Grouting 1 LS 569,428.05$ 569,000$ 0.514 Concrete and Shotcrete Inlet (Included in 332.614)Outlet (Included in 332.524)Tunnels Concrete Lining 27,200 CY 944.82$ 25,699,000$ Concrete Overbreak 6" 6,200 CY 440.92$ 2,734,000$ 2" Shotcrete 12,000 SF 5.26$ 63,000$ 3" Shotcrete 19,400 SF 7.69$ 149,000$ 0.515 Support and AnchorsInlet (Included in 332.615)Outlet (Included in 332.525)Tunnels Rock Bolts 1" @6' 2,400 EA 327.15$ 785,000$ Steel Mesh 94,500 SF 6.37$ 602,000$ 0.51c Mechanical Inlet Trash Racks/Guides 1 LS 1,540,500.00$ 1,541,000$ Gate Equipment 2 EA 3,317,040.00$ 6,634,000$ Stoplog Guides 2 SETS 213,940.00$ 428,000$ OutletFixed Cone Valves 6 +1 Spare 1 LS 4,500,630.00$ 4,501,000$ Ring Follower Gates 6 EA 1,936,494.80$ 11,619,000$ Steel Manifold Liner 1,950 TON 8,952.53$ 17,457,000$ Misc Mechanical Equipment 1 LS 948,000.00$ 948,000$ Misc Electrical Systems 1 LS 237,000.00$ 237,000$ 0.52 Main (Chute ) Spillway (Includes Civil Works for Outlet Facilities)0.522 Stepped SpillwayConventional concrete 79,000 CY 544.85$ 43,043,000$ 89,000 CY, calculated, unit price from item 0.614Reinforcing steel 1,970 TON 2,887.51$ 5,688,000$ 2,142 TON, calculated, unit price from item 0.6140.523 Stilling BasinConventional concrete 85,000 CY 544.85$ 46,312,000$ 8,400 CY, calculated, unit price from item 0.614Reinforcing Steel 185 TON 2,887.51$ 534,000$ 183 TON, calculated, unit price from item 0.614Excavation Rock 13,000 CY 50.18$ 652,000$ (03.31.311 Rock Waste)0.524 Consolidation GroutingDrill Holes 7,000 LF 11.91$ 83,000$ (calc for only stilling basin area)Cement 7,000 CF 67.81$ 475,000$ Grout Curtain0.525 Support and AnchorsBy DTA; edited by R.HACPage 9 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsDrainage Tunnel(Assume drainage tunnel / gallery for spillway stillingSteel Support 7 TON 12,801.49$ 90,000$ basin, same as for embankment dam sheme)Steel Mesh 1,000 SF 5.87$ 6,000$ Rockbolts Drainage Gallery3/4" @ 6' 576 EA 330.19$ 190,000$ Rockbolts Approach1" @ 15' 275 EA 741.28$ 204,000$ Rockbolts Chute and Structure1" @ 15' 112 EA 741.28$ 83,000$ Rockbolts Valve Block/Bucket1" @ 15' 46 EA 741.28$ 34,000$ Slab/Wall Anchors1" @ 10' 9,300 EA 474.06$ 4,409,000$ 0.527 DrainageDrill Holes Box Drains (To Drain Tunnel) 54,000 LF 47.95$ 2,589,000$ 3" Relief 640 LF 49.50$ 32,000$ 0.52c MechanicalGate Equipment 3 EA 4,249,280.00$ 12,748,000$ Stoplog Guides 3 SETS 92,196.88$ 277,000$ Stoplogs Includes Follower 1 SET 945,840.00$ 946,000$ Misc Electrical 1 LS 237,000.00$ 237,000$ 0.6 Power Intake (Inc Inlet exec and Inlet Structure Civil Works for Outlet)(same as embankment dam)0.61 Intake Structure and Approach0.611 ExcavationOverburden 524,000 CY 14.87$ 7,792,000$ Rock Usable 1,306,000 CY 40.27$ 52,593,000$ Rock Waste 138,000 CY 40.30$ 5,561,000$ 0.613 Surface PreparationHorizontal 25,600 SF 2.30$ 59,000$ Inclined 88,300 SF 3.33$ 294,000$ 0.614 Concrete and ShotcreteStructureConcrete Structure 121,000 CY 544.85$ 65,927,000$ Concrete Overbreak 12" H/6" V 2,600 CY 336.99$ 876,000$ Reinforcing Steel 7,870 TON 2,887.51$ 22,725,000$ 0.615 Supports and Anchors- 1" @ 15' 400 EA 735.81$ 294,000$ $ 156,121,000 0.61c MechanicalTrashracks and Guides 6 SETS 1,080,960.00$ 6,486,000$ Gate Equipment 6 EA 1,902,720.00$ 11,416,000$ Bulkhead Gates Guides 6 SETS 225,200.00$ 1,351,000$ Bulkhead Gates inc Follower 1 SET 698,120.00$ 698,000$ Shutter with Guides 6 SETS 720,640.00$ 4,324,000$ Iceboom with Hoist 6 SETS 1,238,600.00$ 7,432,000$ Iceboom Guides 6 SETS 563,000.00$ 3,378,000$ Intake Service Crane 1 EA 693,700.00$ 694,000$ Bubbler System 1 LS 948,000.00$ 948,000$ Misc Electrical 1 LS 237,000.00$ 237,000$ 0.61d Intake Building1 LS 237,000.00$ 237,000$ 0.7 Surge Chamber(same as embankment dam)0.71 Surge Chamber0.711 ExcavationChamber Rock 101,000 CY 90.12$ 9,102,000$ Vent Shaft Rock 2,200 CY 601.04$ 1,322,000$ 0.713 Surface Preparation 29,700 SF 2.30$ 68,000$ 0.714 Concrete and ShotcreteConcrete 6,000 CY 513.35$ 3,080,000$ Concrete Overbreak1,000 CY 440.92$ 441,000$ By DTA; edited by R.HACPage 10 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsReinforcing Steel 300 TON 2,858.29$ 857,000$ 4" Shotcrete 38,400 SF 10.13$ 389,000$ Vent Shaft2" Shotcrete 5,900 SF 5.26$ 31,000$ 0.715 Supports and AnchorsRockbolts 1" @25' HY 570 EA 1,234.86$ 704,000$ Rockbolts 1" @ 15' 2,110 EA 735.81$ 1,553,000$ Steel Mesh 28,900 SF 5.81$ 168,000$ Steel Support 66 TON 12,671.94$ 836,000$ Vent ShaftRock bolts 3/4" @ 6' 370 EA 327.15$ 121,000$ Steel Mesh 1,200 SF 6.30$ 8,000$ 0.717 Drainage Holes (In Chamber) 15,500 LF 47.95$ 743,000$ 0.71c MechanicalStoplog Guides 2 SETS 709,380.00$ 1,419,000$ Stoplog Includes Follower 1 SET 3,558,160.00$ 3,558,000$ $ 24,400,000 0.8 Penstocks(same as embankment dam)0.81 Penstocks0.811 ExcavationTunnelsRock Horizontal 53,400 CY 144.77$ 7,731,000$ Rock Inclined 54,000 CY 286.15$ 15,452,000$ 0.813 Surface Preparation/GroutingSurface PreparationTunnels 378,000 SF 3.33$ 1,259,000$ Contact Grouting Contact Grouting 1 LS 574,582.80$ 575,000$ Consolidation GroutingConsolidation Grouting 1 LS 797,268.00$ 797,000$ 0.814 Concrete and ShotcreteConcrete Liner 37,200 CY 970.01$ 36,084,000$ Concrete Overbreak 6" 10,600 CY 692.87$ 7,344,000$ Reinforcing Steel 27 TON 2,858.29$ 77,000$ 3" Shotcrete 34,000 SF 7.69$ 261,000$ 2" Shotcrete 20,800 SF 5.26$ 109,000$ 0.815 Support and AnchorsRockbolts 1" @ 25' 150 EA 1,234.86$ 185,000$ Rockbolts 1" @ 6' 4,200 EA 327.15$ 1,374,000$ Steel Mesh 193,000 SF 6.37$ 1,229,000$ 0.818 Structural Misc Steelwork 2,400 TON 9,673.24$ 23,216,000$ $ 95,693,000 0.9 Tailrace Works (1 Portal with Combined Tailrace/Diversion Tunnel(same as embankment dam)0.91 Tailrace Tunnels/Portals 0.911 ExcavationTunnelsRock 135,000 CY 103.00$ 13,905,000$ Portals Overburden 3,200 CY 17.14$ 55,000$ Rock Usable 46,000 CY 49.16$ 2,261,000$ Rock Waste 14,500 CY 49.16$ 713,000$ 0.913 Surface PreparationTunnelsTunnels 266,000 SF 3.33$ 886,000$ Portals Horizontal 600 SF 2.30$ 1,000$ Inclined 6,000 SF 3.33$ 20,000$ 0.914 Concrete and ShotcreteTunnelsConcrete Lining 14,500 CY 440.92$ 6,393,000$ Concrete Overbreak 6" 7,500 CY 314.94$ 2,362,000$ 2" Shotcrete45,600 SF 5.26$ 240,000$ By DTA; edited by R.HACPage 11 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsReinforcing Steel 22 TON 2,887.51$ 64,000$ Portals Concrete Base Slab 100 CY 651.93$ 65,000$ Concrete Walls 2,900 CY 651.93$ 1,891,000$ Concrete Overbreak 12" H/6" V 110 CY 471.65$ 52,000$ Reinforcing Steel 195 TON 2,887.51$ 563,000$ 0.915 Support and Anchors Tunnels Rockbolts 1" @ 12' 2,750 EA 528.34$ 1,453,000$ Rockbolts 1" @ 9' 480 EA 432.12$ 207,000$ Steel Support 132 TONS 12,801.49$ 1,690,000$ Steel Mesh 133,000 SF 6.37$ 847,000$ PortalsRockbolts 1" @ 15' 110 EA 735.81$ 81,000$ 0.91c Mechanical Stoplog Guides 1 SET 112,600.00$ 113,000$ Stoplogs Includes Follower 1 SET 751,200.00$ 751,000$ 2,354,700,000$ for embankment dam $ 3,202,800,000333Waterwheels, Turbines and Generators0.11 Turbines and Governors0.111 Supply6EA -$ 0.112 Install6EA -$ 0.2 Generators and Exciters 0.21 Generators and Exciters (Supply and Install)0.211 Generators and Exciters 6 EA -$ 487,000,000.00$ 487,000,000$ 334Accessory Electrical Equipment0.1 Connections, Supports and Structures 0.11 Structures0.111 Structures (included Below) (Included Below)0.12 Conductors and Insulators0.121 Generator Isolated Phase Bus 1 LS 7,584,000.00$ 7,584,000$ 0.122 HV Power Cables and Accessories 1 LS 3,081,000.00$ 3,081,000$ 0.123 LV Power Cables and Accessories 1 LS 1,422,000.00$ 1,422,000$ 0.124 Control Cables and Accessories 1 LS 2,607,000.00$ 2,607,000$ 0.125 Grounding System 1 LS 355,500.00$ 356,000$ 0.13 Conduits and Fittings0.131 Conduits and Fittings 1 LS 948,000.00$ 948,000$ 0.2 Switchgear and Control Equipment0.21 Auxiliary Transformers0.211 Auxiliary Transformers 4 EA 83,811.00$ 335,000$ 0.22 Circuit Breakers Generators0.221 Circuit Breakers Generators 6 EA 1,504,300.00$ 9,026,000$ 0.23 Surge Protectors and Generator Cubicles0.231 Surge Protectors and Generator Cubicles 1 LS 1,090,200.00$ 1,090,000$ 0.24 Switch boards0.241 Switch boards1 LS 1,848,600.00$ 1,849,000$ 0.25 Auxiliary Power Equipment0.251 Auxiliary Power Equipment 1 LS 521,400.00$ 521,000$ 0.3 Cubicles and Appurtenances0.31 Control, relay and meter boards0.311 Control, relay and meter boards 1 LS 2,133,000.00$ 2,133,000$ 0.32 Computer Control System0.321 Computer Control System (Included in Trans-Ems)0.33 Supervisor and Telemeter System0.331 Supervisor and Telemeter System Included in Trans EMS)By DTA; edited by R.HACPage 12 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 Dollars0.4 Power Transformers 0.41 Power Transformers 0.411 Power Transformers 10 EA 2,000,000.00$ 20,000,000$ 0.5 Lighting System0.51 Powerhouse and Transformer Gallery0.511 Powerhouse and Transformer Gallery 1 LS 1,824,900.00$ 1,825,000$ 0.52 Access Tunnels and Roads0.521 Access Tunnels and Roads 1 LS 402,900.00$ 403,000$ 0.6 Misc. Electrical Equipment0.61 Misc. Electrical Equipment0.611 Misc. Electrical Equipment 1 LS 782,100.00$ 782,000$ 0.7 Surface Accessory Equipment0.71 34.5 kV and LV Equipment0.711 Switchboard1 LS 213,300.00$ 213,000$ 0.712 Cables1 LS 450,300.00$ 450,000$ 0.713 Aux Transformers 1 LS 284,400.00$ 284,000$ 0.73 Diesel Generator- Standby 0.731 Diesel Generator- Standby 2 EA 347,550.00$ 695,000$ 0.74 Exterior Lighting 0.741 Exterior Lighting 1 LS 355,500.00$ 356,000$ 0.75 Mimic Board- Control Building0.751 Mimic Board- Control Building 1 LS 1,185,000.00$ 1,185,000$ 57,100,000$ 335Misc Powerplant Equipment0.1 Auxiliary Systems- Underground0.11 Station Water Systems0.111 Station Water Systems 1 LS 4,977,000.00$ 4,977,000$ 0.12 Fire Protection Systems0.121 Fire Protection Systems 1 LS 2,844,000.00$ 2,844,000$ 0.13 Compressed Air Systems 0.131 Compressed Air Systems 1 LS 3,555,000.00$ 3,555,000$ 0.14 Oil Handling Systems0.141 Oil Handling Systems 1 LS 2,370,000.00$ 2,370,000$ 0.15 Drainage & Dewatering 0.151 Drainage & Dewatering 1 LS 5,214,000.00$ 5,214,000$ 0.16 Heating, Ventilation and Cooling System0.161 Heating, Ventilation and Cooling System 1 LS 3,555,000.00$ 3,555,000$ 0.17 Miscellaneous0.171 Miscellaneous1 LS 2,370,000.00$ 2,370,000$ 0.2 Auxiliary Systems- Surface Facilities0.21 Auxiliary Systems- Surface Facilities0.211 Auxiliary Systems- Surface Facilities 1 LS 711,000.00$ 711,000$ 0.3 Auxiliary Equipment0.31 Powerhouse Cranes 0.311 Powerhouse Cranes 2 EA 1,783,800.00$ 3,568,000$ 0.32 Elevators 0.321 Elevators 1 LS 545,100.00$ 545,000$ 0.33 Miscellaneous Cranes and Hoists0.331 Miscellaneous Cranes and Hoists 1 LS 505,500.00$ 506,000$ 0.34 Machine Shop Equipment0.341 Machine Shop Equipment 1 LS 2,022,000.00$ 2,022,000$ 0.4 General Station Equipment (Included in Mechanical And Electrical Systems)0.5 Communications Equipment 1 LS 213,300.00$ 213,000$ 32,450,000$ By DTA; edited by R.HACPage 13 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 Dollars336Roads, Rails and Air Facilities 0.1 Roads 0.11 Pioneer Roads and Bridges 0.111 Gold Creek- High Devil CanyonRoad (17.31 mi) (17.3/12.3= 1.4 HDC 5mi u/s of DC)Clearing 158 ACRE 11,416.62$ 1,806,000$ Waste Excavation 454,997 CY 9.51$ 4,327,000$ Common Excavation 407,628 CY 8.32$ 3,391,000$ 18" Culverts 4,844 LF 62.55$ 303,000$ 36" Culverts 1.4 LS 32,760.98$ 46,000$ D-1 Base Material 93,022 TON 45.47$ 4,230,000$ Fabric 4,469 SY 6.73$ 30,000$ Maintenance 35 MI/YR 9,008.99$ 315,000$ Parks Hwy to Gold Creek Pioneer Road - 16 miles 16 MILE 820,000.00$ 13,120,000$ 0.112 High Devil Canyon- Watana Road (41.25 Miles )Clearing 369 ACRE 11,416.62$ Waste Excavation 855,321 CY 9.51$ Common Excavation 619,500 CY 8.32$ 18" Culverts 9,200 LF 62.55$ 36" Culverts 1 LS 35,451.31$ D-1 Base Material 222,640 TON 45.47$ Fabric 14,946 SY 6.73$ Maintenance 83 MI/YR 9,008.32$ 0.113 Devil Canyon Low Level CrossingCrossing (7.88 Miles) Clearing 170 ACRE 11,416.62$ Waste Excavation 498,845 CY 9.51$ Common Excavation 549,417 CY 8.32$ Rock Excavation 749,641 CY 28.45$ 18" Culverts 5,100 LF 62.55$ Bridge 1 LS 120,000,000.00$ D-1 Base Material 36,966 TON 45.47$ Maintenance 118 MI/YR 11,258.74$ 0.12 Permanent Roads and Bridges0.124 Upgrade Denali Highway (1986 Cost Estimate) (23 Miles) 0 LS 20,839,410.00$ 0.125 Build Highway from the North to Site (1986 Cost Estimate)(42 Miles) 0 LS 92,925,330.00$ 0.13 Site Roads0.131 Construction RoadsSite Roads 20 Mile 12,554,637.23$ 251,093,000$ Maintenance 141 MI/YRS 223,092.85$ 31,456,000$ 0.132 Permanent RoadsPermanent Roads 16 MILE 1,287,997.42$ 20,608,000$ Hurricane to Gold Creek (16 mi) 16 MILE 2,285,000.00$ 36,560,000$ Bridges1 LS 32,000,000.00$ 32,000,000$ 0.2 Rail Facilities0.24 Permanent Railroad (including railheads)0.244 Gold Creek to High Devil Canyon - RailBy DTA; edited by R.HACPage 14 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsR-1, (19 Mi)Clearing 220 AC 11,416.62$ 2,510,025$ Waste Excavation 552927 CY 9.51$ 5,258,337$ Common Excavation 1083550 CY 8.32$ 9,015,133$ Rock Excavation 2986 CY 28.51$ 85,129$ Borrow 147250 CY 11.88$ 1,749,330$ Subballast 232932 CY 18.15$ 4,226,781$ Grade "A" Base Material 6650 CY 35.45$ 235,729$ D-1 Base material 2400 TON 43.20$ 103,680$ A.C. Surfacing 2200 TON 198.00$ 435,600$ Dock Lumber 16 MBF 1,258.60$ 20,138$ 18" Culvert 6582 LF 68.26$ 449,271$ 36" + Culverts 0 LS 92,160.00$ -$ Fabric 4236 SY 9.00$ 38,121$ Thaw Pipes 13707 LF 95.04$ 1,302,727$ Topsoil & Seed 141 AC 10,800.00$ 1,524,343$ Rail Yard Control Devices 0 LS 1,800.00$ -$ Bridges 0 LS 900.00$ -$ Trackage 134323 LF 350.00$ 47,013,125$ MaintenanceRail98 Mile-years10,000.00$ 980,000$ Railhead 7 years 75,000.00$ 525,000$ 0.3 Airstrip0.31 AirstripPermanent Airstrip 1 LS 12,798,000.00$ 12,798,000$ 9 years maintenance savings 1 LSTemporary Airstrip 1 LD 2,133,000.00$ 2,133,000$ 0.4 Saved Maintenance1 LS (9,554,896.95)$ (9,555,000)$ 489,688,469$ Transmission Plant350Land and Land Rights Land and Land RightsTransmission17 MILE 86,720.00$ 1,474,000$ Substations (4 Sites)0 LS 2,607,000.00$ -$ 1,474,000$ 352Substation and Switching Station0.1 Switchyard0.11 Switchyards HDC and Gold Creek 2 LS 14,000,000.00$ 28,000,000$ 28,000,000$ 353Substation/Switching Station EquipmentEster0 LS 57,922,800.00$ -$ Willow0 LS 3,613,020.00$ -$ Knik Arm0 LS 29,838,300.00$ -$ By DTA; edited by R.HACPage 15 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsUniversity0 LS 88,685,400.00$ -$ Devil Canyon0 LS 35,585,550.00$ -$ Willow Energy Management System (EMS) Equipment and System Costs 0 LS 27,326,100.00$ -$ Microwave Communication Equipment 0 LS 11,660,400.00$ -$ EMS Control Center Building 0 LS 9,148,200.00$ -$ Watana and Devil Canyon In-plant Monitor and Control Equipment 0.5 LS 8,619,690.00$ 4,310,000$ 4,300,000$ 354Steel Towers and FixturesTowers (Including Foundation and Hardware) 17 MILE 4,500,000.00$ 76,500,000$ 76,500,000$ 356Conductors and Devices (INCLUDED ABOVE)Conductors0 MILE 218,281.33$ -$ Submarine Cables0 EACH 15,808,340.56$ -$ -$ 359Roads and TrailsRoads and Trails100 MILE 75,744.00$ 7,574,000$ Clearing and Roads40 MILE 37,872.00$ 1,515,000$ 9,100,000$ $ 119,374,000 General Plant389Land and Land RightsLand and Land Rights390Structures and ImprovementsStructures and Improvements391Office Furniture and EquipmentOffice Furniture and Equipment392Transportation EquipmentTransportation Equipment393Stores EquipmentStores Equipment394Tools Shop and Garage EquipmentTools Shop and Garage Equipment395Laboratory EquipmentLaboratory Equipment396Power-Operated EquipmentPower-Operated Equipment397Communications EquipmentCommunications Equipment398Miscellaneous EquipmentMiscellaneous Equipment399Other Tangible PropertyOther Tangible Property1 LS 11,850,000.00$ 11,850,000$ By DTA; edited by R.HACPage 16 of 17Alternative High Devil Canyon RCC
FERC Line #Sub CategoriesQuantity Units Unit Price Line Price Total Notes / RemarksHigh Devil Canyon RCC Gravity Arch (6 Turbines)DescriptionHDR/AEA Susitna Hydroelectric ProjectCost Estimates for 1982 quantities- AlternativesBy: DTA with RCC edits by R&M/Hatch AcresBy: Leanne Andruszkiewicz, EIT Date: 1/25/09Reviewed By: David Elwood, EIT Date: 1/25/09, Modified by Hatch Acres_kcm_083109; R&M 11/16/09Alternatives- 2008 DollarsSaved Maintence1 LS (231,219.51)$ (231,000)$ 11,600,000$ Indirect Costs61Temporary Construction FacilitiesTemporary Construction Facilities62Construction EquipmentConstruction Equipment63Main Construction Camp 0.1 Main Construction Camp1 LS 624,355,816$ 624,356,000$ Saved Maintence1 LS (12,182,552.51)$ (12,183,000)$ 64Labor Expense189,096,532$ Camp cost to reflect lower volume ( 0.8125)Labor Expense (Included In Direct Costs)65SuperintendenceSuperintendence (Included In Direct Costs)66InsuranceInsurance(Included In Direct Costs)68Mitigation Fishery, Terrestrial and RecrationalMitigation(Not included in 1982 stu200,000,000$ -$ -$ 69FeesFeesSubtotal4,020,609,001$ Contingency21.313%856,912,396$ Subtotal71AEngineering (4%), Enviornmental (2%), Regulatory(1%)7%281,442,630$ 71BConstruction Management (4%)4%160,824,360$ 72Legal Expenses0%75Taxes0%76Administrative & Gen. Expenses0%77Interest0%80Earnings/Expenses During Construction0%Total Project Cost5,319,788,388$ By DTA; edited by R.HACPage 17 of 17Alternative High Devil Canyon RCC