HomeMy WebLinkAboutThayer Lake Hydropower Project Geotechnical Data Report - Jul 2015 - REF Grants 7040038, 7050825for
Engineering Geology and Geotechnical
Data Report
Hydro Project
Admiralty Island, Alaska
for
Alaska Power & Telephone
July 7, 2015
8410 154th Avenue NE
Redmond, Washington 98052
425.861.6000
Engineering Geology & Geotechnical Data
Report
Angoon Hydropower Project
Admiralty Island, Alaska
File No. 18436-008-00
July 7, 2015
Prepared for:
Alaska Power & Telephone
193 Otto Street
Port Townsend, Washington, 98368
Attention: Larry Coupe, PE
Prepared by:
GeoEngineers, Inc.
841 154th Avenue NE
Redmond, Washington 98052
425.861.6000
Craig F. Erdman
Senior Engineering Geologist
Galan W. McInelly
Principal Engineering Geologist
KWP:CFE:GWM:cam
Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy
of the original document.The original document is stored by GeoEngineers, Inc. and will serve as the official document of record.
Table of Contents
1.0 INTRODUCTION ...............................................................................................................................................1
2.0 SCOPE..............................................................................................................................................................1
Phase 1 Office Review and Field Reconnaissance:..................................................................................2
Phase 2 Subsurface Explorations..............................................................................................................2
3.0 PROJECT SETTING...........................................................................................................................................3
General........................................................................................................................................................3
Topography..................................................................................................................................................3
Surface Drainage........................................................................................................................................4
4.0 GEOLOGIC SETTING ........................................................................................................................................5
Regional Geology ........................................................................................................................................5
Local Geology..............................................................................................................................................5
Structural Geology ......................................................................................................................................6
Seismicity ....................................................................................................................................................7
4.4.1. Tectonic Setting...............................................................................................................................7
4.4.2. Quaternary Faults............................................................................................................................8
4.4.3. Historic Earthquakes.......................................................................................................................8
4.4.4. Tsunami Hazard...............................................................................................................................9
5.0 SITE CONDITIONS............................................................................................................................................9
General........................................................................................................................................................9
Surface Reconnaissance......................................................................................................................... 10
5.2.1. May 2013 Reconnaissance......................................................................................................... 10
5.2.2. Fall 2014 Reconnaissance.......................................................................................................... 11
Subsurface Explorations.......................................................................................................................... 12
5.3.1. General.......................................................................................................................................... 12
5.3.2. Soil and Rock Conditions............................................................................................................. 13
5.3.3. Groundwater................................................................................................................................. 13
5.3.4. Borehole Permeability Testing..................................................................................................... 13
5.3.5. Laboratory Testing........................................................................................................................ 14
6.0 CONCLUSIONS ............................................................................................................................................. 14
General..................................................................................................................................................... 14
7.0 REFERENCES............................................................................................................................................... 15
8.0 LIMITATIONS ................................................................................................................................................ 17
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Table of Contents (Continued)
LIST OF TABLES
Table 1. Southeast Alaska Fault Characteristics
Table 2. Large Historical Earthquakes in Project Vicinity
LIST OF FIGURES
Figure 1. Vicinity Map
Figure 2. Geologic Map And Project Overview
Figure 3. Power Generation Project Overview
Figure 4. Diversion And Intake Area
Figure 5. Powerhouse Area
Figure 6. Access Road – Ravine Crossing
Figure 8. Regional Earthquakes and Peak Ground Acceleration
Figure 9. Regional Faults
Figure 10. Earthquakes Within Project Vicinity
APPENDICES
Appendix A. Field Explorations
Figure A-1 – Key to Explorations
Figure A-2 – Key to Explorations in Rock
Figures A-3…A-8 – Log of Borings
Figures A-9…A-14 – Rock Core Sample Photographs
Appendix B. Laboratory Testing
Table B-1A…B1-F – Rock Strength Summary
Figure B-1A…B-1C – Sieve Analysis Results
Figure B-2 – Atterberg Limits Test Results
Appendix C. Rock Permeability Testing
Table C-1 – Summary of Packer Test Results
Figures C-1…C-6. Packer Test Forms
Appendix D. Geophysical Survey Report
Appendix E. Limitations and Report Guidelines for Use
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1.0 INTRODUCTION
The purpose of this report is to provide a summary of the geotechnical, geologic, and hydrogeologic
conditions as they pertain to the power generation portions of the Thayer Creek Hydroelectric Project.
The project site is located on the western side of Admiralty Island, approximately 4 miles north of
Angoon, Alaska (see Figure 1). The purpose of the project is to provide Angoon with less expensive and
more sustainable power than is presently being supplied by diesel-powered generators. Power from the
project will be routed to the town of Angoon via power lines that will either be buried or may consist of
suspended transmission lines (if allowed by the U.S. Forest Service). A utility access road will also be
constructed to accommodate access to the power generation facilities from Angoon (see Figure 1).
The project consists of four key elements (see Figures1 and 2). The functional elements from upstream to
downstream are as follows:
Diversion Dam and Intake Structure: Low diversion dam to supply water to the penstock tunnel.
Penstock Tunnel: The tunnel, to be constructed predominantly in rock will route water from the Intake
to the Powerhouse. The penstock tunnel will commence on plateau above the left valley wall (viewing
downstream) near the start of a canyon. The tunnel will pass under Thayer Creek along a southwesterly
trend and then turn southward to exit the ground surface upslope of the proposed Powerhouse location.
Powerhouse: Water from the Powerhouse will be discharged back to Thayer Creek to maintain river
flows at or just upstream of a fall in the river that prevents upstream migration of fish. The Powerhouse
will be constructed by excavating a level pad downstream from the fish passage barrier.
Transmission Lines: Transmission lines from the project to Angoon will follow along, or be oriented or
subparallel to, an access road to a point across Kootznahoo Inlet from Angoon. The transmission lines
from that point to Angoon will be completed using horizontal directional drill (HDD) methods.
This report presents geologic and geotechnical data developed from surface mapping, subsurface
explorations and laboratory testing. The mapping includes mapping and reconnaissance of geologic and
landform features in the project area, and identified potential geological hazards that could impact the
functional elements of the proposed hydropower facility. Evaluations of geologic hazards include landslide,
seismic, tsunami and karst hazards. Subsurface explorations were completed in the vicinity of the proposed
Diversion Dam, Intake Structure, Penstock Tunnel and Powerhouse sites. Subsurface explorations
consisted of borings and geophysical studies using seismic refraction methods. Six borings, DH-1 through
DH-6, and borehole permeability testing were completed between September 16 and October 04, 2014.
A geophysical survey consisting of 10 seismic refraction lines was completed by Phil Duoos, whom was
contracted directly by Alaska Power & Telephone. The seismic refraction lines, SL-1 through SL-10 were
completed between August 11 and 23, 2014. The approximate locations of the geotechnical borings and
the seismic refraction lines for this project are shown in Figure 2.
2.0 SCOPE
The purpose of the geotechnical studies is to develop surface and subsurface information for the design of
the Diversion Dam, Intake Structure, Penstock Tunnel and Powerhouse structures for the Thayer Creek
Hydroelectric Project. The services provided by GeoEngineers, Inc. (GeoEngineers) consisted of two phases.
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The first phase consisted of a literature review and field reconnaissance, and the second phase consists
of subsurface explorations and permeability testing. The pertinent technical services for each of these
phases is outlined in the following subsections.
Phase 1 Office Review and Field Reconnaissance:
1. Obtain and review copies of geologic maps, topographic maps, soil survey data, aerial photographs
available digitally online or hard copies and other publications that characterize geologic conditions in
the vicinity of the proposed project.
2. Prepare a health and safety plan for the project.
3. Review topographic maps, two different potential project layouts and other information provided to us
by you.
4. Complete a geologic reconnaissance to observe and map surface site conditions and geology in the
vicinity of two alternative sites for the diversion dam, the alignment of the penstock tunnel, the
proposed site of the planned powerhouse, shore facilities, the alignment of the proposed road from the
shore to the power plant site, the site of a proposed bridge across Thayer Creek downstream of the
power plant and a portion of the access road between the site and Angoon.
5. During our reconnaissance visit, complete an aerial overflight of the stream channel from the mouth to
upstream of where the facilities are proposed. Qualitatively evaluate potential sediment production and
potential impacts to the project.
6. Provide limited consultation to development of the Phase 2 exploration plan.
7. Prepare a memorandum describing geologic conditions of the site based on available geologic mapping
and our site reconnaissance in May 2014.
8. Provide input to AP&T for the geophysical survey.
Phase 2 Subsurface Explorations
1. Assist AP&T with coordination of drilling contractors for completing explorations.
2. Complete detailed reconnaissance of the proposed power plant location to map the limits of a nearby
landslide and bedrock outcrops with respect to the planned power plant location.
3. Observe drilling and sampling of a total of six subsurface explorations using casing advancer and
wireline coring methods, as appropriate. The total length of drilling observed was approximately
744 feet. The drilling of each boring was observed by one of our geologists on a full-time basis.
The boring locations were staked by professional surveyors contracted by AP&T.
4. Observe packer testing completed by the drilling contractor to evaluate permeability of the rock
formations encountered. Single or double packer systems were used to test permeability of rock along
10- to 20-foot-long intervals in the borings.
5. Review core samples stored in Angoon, Alaska and select samples for laboratory testing.
6. Complete six sieve analyses and four Atterberg limit tests of representative soil samples.
7. Perform laboratory testing of rock cores with a focus on samples from the tunnel explorations including
15 unconfined compressive strength, and 48 point load tests.
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8. Prepare draft and final geotechnical reports that the findings from our field exploration and laboratory
testing in support of design of the hydroelectric project.
a. Evaluate geologic hazards with respect to the proposed facilities, such as tsunami hazard, seismic
hazards, landslide hazard, erosion hazard and issues relative to karst topography.
b. Present a summary of rock classification, physical and engineering properties, and summarize
results of testing including strength, and rock quality designation (RQD).
c. Provide a summary of the rock permeability testing.
3.0 PROJECT SETTING
General
The proposed Thayer Creek hydroelectric facility is located on the western side of Admiralty Island, Alaska
approximately four miles north of the village of Angoon (Figure 1). The project site is located along the
boundary between the Coastal Foothills province on the east, the Kupreanof Lowland province on the south,
and the Chatham Trough province on the west (Wahrhaftig, 1965). The Coastal Foothill province is
characterized by high mountains separated by flat valleys, short streams less than 10 miles long, many
lakes and the absence of permafrost. The geology of Coastal Foothills consists of northwest-trending belts
of metamorphic rocks cut by faults and igneous bodies, and a high Tertiary basalt plateau. The Kupreanof
Lowland consists of heavily glaciated islands and channels. Mountains in this province have round,
hummocky summits that range from 2,000 to 3,000 feet in altitude. The terrain in the Kupreanof Lowland
is described as having many short streams, abundant lakes, and no glaciers or permafrost. The geology of
the Kupreanof Lowland is characterized by well-consolidated, folded and faulted sedimentary rocks of
Paleozoic and Mesozoic age that have been locally metamorphosed; igneous bodies underlying the high
mountains; a Cenozoic basalt field; and small areas of Tertiary sedimentary rocks. The Chatham Trough
likely marks a major fault, inferably the Chatham Straight section of the Denali fault. The rocks of either
side of the trough are notably different in age and structure. The width of the Chatham Trench ranges from
4 to 15 miles in width. The trench is nearly completely submerged; the average depth of water is 1,900 feet
and the maximum depth is 2,900 feet. On either side of the trench are mountains that rise 2,500 to
5,000 feet above sea level.
The project site is located on predominantly southwest-facing forested slopes in the vicinity of Thayer Creek,
within one mile of the coastline of Chatham Strait. At present, the site is in undeveloped wilderness and
there are no roads to access Thayer Creek or surrounding areas; access to the site is currently limited to
sea vessel or helicopter.
Topography
The proposed diversion dam and intake structure are located at the downstream end of a broad
southwest-trending upland valley where Thayer Creek enters a gorge cut into bedrock and follows a sharp
bend from northwest to south (Figures 2 and 3). The entrance to the gorge is bounded by two low-relief
ridges on opposing sides of Thayer Creek. The proposed diversion dam spans these ridges and diverts flow
to a proposed intake structure.
The proposed intake and diversion structures are at approximate Elevation 260 feet (Figure 4). From the
intake, flow is routed through a surface penstock into a drop structure, and is then directed through a
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tunnel to the powerhouse. The proposed tunnel from the intake trends southwest, crossing beneath the
gorge and then turns nearly due south to the proposed location of the powerhouse, located on the right
(north) bank of the stream at approximate Elevation 75 feet (Figures 3 and 5). The depth of the gorge
downstream of the diversion dam ranges from about 50 feet at the upstream end to about 200 feet near
the proposed powerhouse location near the mouth of the creek. However the gorge is locally over 300 feet
deep relative to adjacent uplands.
The upland areas adjacent to the gorge consist of undulating topography that descends and terminates to
the west along the shoreline of Chatham Strait in a discontinuous band of near-vertical beachfront cliff
faces. Bedrock is exposed in the cliff faces and crops out elsewhere on the beach surface and offshore.
A small delta is present at the mouth of Thayer Creek. On the south side of the delta, two low terraces at
about Elevation 10 feet (for the lower terrace) and about Elevation 20 to 25 feet are present along the base
of the slopes to the east. These terraces mark the location of the proposed south abutment of a bridge for
the proposed utility road across Thayer Creek.
The powerhouse site is located near the toe of slope and near the left flank (viewing downslope) of a large,
bowl-shaped landform (convergent topography) near the downstream end of the canyon. The proposed
powerhouse is situated near the base of a steep southwest-facing hillslope that descends to the right
(north) bank of Thayer Creek.
The access road to and from Angoon and the transmission lines to Angoon are located on generally
west-facing slopes. The road gradually ascends southward from Thayer Creek to a maximum height of about
Elevation 500 feet, but typically ranges from Elevation 200 to 300 feet. The access road and transmission
line corridor then descend from the high point to the shoreline across from Angoon. There is one ravine
crossing (see Figure 2 and Figure 6) to the north of the high point in the access road that will require a
bridge estimated to be about 80 to 90 feet long.
Surface Drainage
Thayer Creek is the primary drainage in the project. Small tributaries, adjacent ponds, wetlands and
muskegs, karst features, and the delta of Thayer Creek are also parts of the surface drainage network.
Thayer Creek drains Thayer Lake, a natural lake approximately 4½ miles upstream of the proposed
diversion dam, and flows generally southwest-ward into Chatham Strait. It is about 8 miles in length, and
has an approximate drainage area of 64 square miles (Harza Engineering Company, 1979).
The hydroelectric project is within the lower 8,500 feet of Thayer Creek.
The climate near the project area is mild and humid. The average temperatures range from 23.5°F in
January to 62°F in July, with an annual average of 47.6°F, as reported by the Western Regional Climate
Center. At Angoon, the mean annual rainfall is about 42 inches, and the mean annual snowfall is
61.2 inches. Harza Engineering Company (1979) states that flows in Thayer Creek range from less than
300 cubic feet per second (cfs) from December through April, to over 600 cfs in May, June and October.
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4.0 GEOLOGIC SETTING
Regional Geology
The project site is located in the Admiralty subterrane, a division of the Alexander terrane. The Admiralty
subterrane is distinguished by a contact between the Gambier Bay Formation and the Cannery Formation.
The Gambier Bay Formation is characterized as a sequence of Devonian marine-metabasalt and carbonate
rocks (Monger and Berg, 1987). The overlying Cannery Formation is composed of Late Devonian and
Mississippian basaltic tuff and radiolarian chert. Basement rock of the Admiralty subterrane is not exposed
at the surface. However, Ordovician carbonaceous flysch and minor basaltic tuff of the Hood Bay Formation
are in fault contact with the younger Gambier Bay and Cannery formations. Clasts from the Admiralty
subterrane are found elsewhere in the Alexander terrane. For example, pebbles of Cannery chert are found
in the Permian Halleck Formation of the Craig subterrane. This suggests amalgamation of the
two subterranes by Permian time (Monger and Berg, 1987; Ward, 2014).
The geology of the Admiralty Island is comprised of six depositional sequences. All but the youngest
sequence are of marine origin (Lathram et al. 1965). The oldest sequence is of Silurian age (about 444 to
419 million years ago [mya]) and is composed of greywacke, slate and limestone. The next sequence is
Devonian in age (419 to 359 mya). It is largely comprised of schist and marble from the Retreat Group and
the Gambier Bay Formation, but also includes coeval unmetamorphosed black argillite and chert of the
Hood Bay Formation. The next youngest sequence is more than 2,000 feet thick and includes Permian
(about 299 to 252 mya) greywacke, argillite, chert, and conglomerate of the Cannery Formation overlain by
as much as 1,000 feet of Pybus Dolomite. The 4th oldest sequence is of Triassic age (about 250 to 201 mya)
and is comprised of thin-bedded impure limestone, black chert, and black slate of the Hyd Formation
interfingered with and overlain by basalt and andesite pillow flows. The 5th sequence is more than
5,000 feet thick, and is Jurassic (about 201 to 145 mya) to Cretaceous (about 145 to 66 mya) in age.
It contains members of the Stephens Passage Group and includes the Seymour Canal Formation (slate,
greywacke and conglomerate), the Douglas Island Volcanics (augite-bearing andesitic and basaltic flow
breccia), and the Brothers Volcanics flow breccia. The 6th and youngest sequence is of non-marine origin
and is Paleocene (about 66 to 56 mya) to Miocene (about 23 to 5.3 mya) in age. This sequence is about
5,000 feet thick and is comprised of conglomerate, sandstone, siltstone, shale, and coal from the
Kootznahoo Formation and the overlying 10,000 feet of basaltic andesite flows of the Admiralty Volcanics.
Although there are currently no glaciers on Admiralty Island, the area was glaciated to an elevation of
3,000 feet throughout the Pleistocene (about 2.6 million to about 10,000 years ago) (Lathram et al. 1965).
Lathram et al. (1965) also reports that recent marine fossils are found at Elevations of 150 to 475 feet.
The deposits occurred during a higher relative stand of sea level, potentially after retreat of the glacier and
before isostatic rebound had occurred.
Local Geology
The majority of the project area is underlain by Devonian rocks of the Gambier Bay Formation and
Cretaceous intrusive rocks consisting of granodiorite. Within the project area, the Gambier Bay Formation
consists of schist (unit Dg on the General Geology and Project Overview, Figure 2) and marble (Dgm).
Cretaceous intrusive rock are mapped in the vicinity of the diversion dam and intake structure (Lathram et
al., 1965; Baichtal, 2008).
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The Gambier Bay Formation was deposited during the Devonian, about 420 to 359 mya, and consists of
carbonaceous phyllite, metagraywacke, schist and interbedded marble (Baichtal, 2008). According to
Lathram et al. (1965), the original bedding has become obscured by foliation that formed during
metamorphism. A rock outcrop consisting primarily of marble is mapped along the coastline (see Figure 6).
The cliffs along the Chatham Strait are composed of medium to thick-bedded marble and rocks within the
gorge are composed of marble interbedded with carbonaceous phyllite (Baichtal, 2008). Farther south,
Baichtal (2006) mapped over 25 karst features, but did not observe additional karst features within the
Thayer Creek area (Baichtal, 2008). As a result of complex folding, the thickness of the Gambier Bay
Formation is not certain, but it may be as much as 4,000 feet thick.
The Cretaceous (about 145 to 66 mya) intrusive rocks are described by Lathram et al. (1965) as quartz
diorite to granodiorite. Baichtal (2008) describes the intrusive mass as quartz monzonite. Mapping by
Lathram indicates the intrusive rocks extend westward to the intake and diversion dam area, but Baichtal
(2008) maps the intrusive rock along most of the north-south trending segment of the gorge of
Thayer Creek.
Alluvium, beach deposits and glacial deposits were also reported by Lathram et al. (1965), but are
considered to be less than 50 feet thick. Baichtal (2008) mapped several landslides along the canyon walls
of Thayer Creek.
Figure 3 presents the geologic conditions based on mapping and subsurface explorations completed for
the project. The map indicates that much of the upland area is covered by a thin to modestly thick (5 to
15 feet) of glacial and/or post-glacial deposits overlying bedrock. Steep slopes along the canyon walls
consist of colluvium, thin soil or bare rock. Landslides mapped along the canyon walls of Thayer Creek by
us, based in part by those mapped by Baichtal (2008), are also presented.
The large area of convergent topography located to the north of the proposed powerhouse is interpreted as
a dormant, deep-seated landslide. The soils in this area are mapped as glacial and mass-wasting deposits.
It is also possible that the convergent topography is the result of fluvial processes after the retreat of the
glacier during a time of high stand of sea level relative to the land mass.
A small shallow landslide about 300 feet long is present on the slope farther to the west. The proposed
substation is located at or near the toe of the mapped landslide deposits. Slopes here are typically inclined
between 15 and 55 percent in the vicinity of the shallow landslide.
Structural Geology
The structural geology of Admiralty Island is very complex. Several broad scale features have been mapped
by Lathram et al. (1965), including the Admiralty anticlinorium, the Juneau synclinorium, Tertiary basins
and faults and folds. Each of these structural features is discussed in the following paragraphs.
The Admiralty anticlinorium is a positive element structure that trends northwest, as deduced by the
distribution of younger formations along the flanks of the anticlinal feature (Lathram et al., 1965).
The northeastern flank of this structure is covered by Permian and Triassic strata. The core of the
anticlinorium is made up of Devonian schist and marble. This structure is terminated by the
Chatham Straight section of the Denali fault. Folds in the foliation may offer directionality to the axial planes
of earlier folds in the bedding; however, the folds in the foliation have no simple relation to the stratigraphic
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sequence. There are local variations in the orientation of the folds within the anticlinorium, including a large
anticline that has been overturned to the northeast that plunges about 15° SE and has limbs complicated
by minor folds.
The Juneau synclinorium connects to the Admiralty anticlinorium on the northeast. The synclinorium is
complexly folded, but Lathram suggests that there is a regional dip to the northeast. The synclinorium may
only be exposed along its western flank. Some of the folds in this structure have been overturned to the
southwest.
There are two large basins with exposed Tertiary rocks on Admiralty Island. The first basin is formed by
rocks of the Kootznahoo Formation near the Kootznahoo Inlet. The second basin is formed by the
Admiralty Island Volcanics, south of Hood Bay, and has a general northeast axial trend and northwest dip.
Geologic evidence suggests that these two basins are not connected, and that Tertiary volcanism was
limited to southern Admiralty Island (Lathram et al. 1965). The Tertiary rocks do not appear to have
undergone folding, but faulting is evident.
Faults in this region have a significant effect on the topography and have helped create landforms, such as
Chatham Straight and Thayer Lake. Most of the major faults on Admiralty Island trend northward and have
nearly vertical dips (Lathram et al. 1965). Fault traces are marked by depressions in the surface that can
be seen in aerial photography and be followed for long distances. However, Tertiary strata conceals portions
of older faults. Lathram et al. (1965) reports displacement in both vertical and horizontal directions along
some faults. Most of the north-trending faults are right-lateral strike slip, although there is evidence for
left-lateral displacement northeast of Funter Bay. Normal faults are dominant in the Tertiary bedrock near
the Kootznahoo Inlet. Both normal faults and high-angled reverse faults have been reported between
Gambier Bay and Windfall Harbor. Figure 8 illustrates the regional faults and their ages. Quaternary faults
within a 100 mile radius of the hydroelectric project are further discussed in section 4.4.2.
Seismicity
4.4.1.Tectonic Setting
Alaska is the most seismically active region in the United States (Koehler, et al. 2012). Many earthquakes
are produced along the Aleutian megathrust, where the Pacific Plate is being overridden by the
North American Plate. Since 1900, Alaska has had on average one magnitude 8 or greater earthquake
every 13 years, one magnitude 7-8 earthquake every 2 years, six magnitude 6-7 earthquakes every year,
fifty magnitude 5-6 earthquakes every year, three hundred magnitude 4-5 earthquakes every year, and
approximately 2,000 smaller earthquakes every month (Alaska Seismic Hazard Safety Commission, 2012).
Peak ground acceleration, historic seismic events, and major faults in proximity to the proposed hydropower
project site are shown in Figure 8.
On March 27, 1964, a moment magnitude 9.2 earthquake occurred offshore in the Prince William Sound
area of the Aleutian megathrust in southern Alaska. This is the second largest earthquake that has ever
been recorded in the world. In North America, the largest documented inland earthquake was a
magnitude 7.9 that occurred along the Denali fault in central Alaska on November 3, 2002. The 2002
rupture caused as much as 29 feet of horizontal offset (Haeussler and Plafker, 2004). Other notable
sources of seismic hazards include the Castle Mountain fault in the Matanuska-Susitna Valley, the
Wadati-Benioff zone beneath Anchorage, active faulting and folding near Cook Inlet, the Fairbanks seismic
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zone, and the Yakataga seismic gap, among others (Alaska Seismic Hazard Safety Commission, 2012).
Secondary hazards to seismic events, such as landslides and tsunamis, can also be dangerous.
4.4.2.Quaternary Faults
There are two potential sources of seismic hazards, the Queen Charlotte-Fairweather fault system and the
Chatham Straight section of the Denali fault, located within a 100-mile radius of the proposed hydroelectric
project site (Figure 8). Information on these faults is summarized in Table 1 and is discussed in greater
detail below.
The Queen Charlotte-Fairweather fault system forms a transform boundary between the northwestward
moving Pacific Plate and the North American Plate, which is moving southeast (Geophysical Institute,
2006). Both the Fairweather and the Queen Charlotte faults are right-lateral (dextral) strike-slip faults.
Together, they are about 950 miles in length. Seismic explorations and projections suggest that these two
faults intersect near the mouth of Chatham Straight. It was noted in Haeussler and Plafker, (2004) that the
Queen Charlotte-Fairweather fault [system] presents the greatest earthquake hazard to residents of
southeast Alaska. In the past 100 years, there have been seven earthquakes larger than magnitude 5
linked to this fault system; these earthquakes are highlighted in Table 2. Secondary dangers associated
with this fault include local tsunamis and large landslides.
The Chatham Strait section of the Denali fault is also a right lateral strike-slip fault that bounds Admiralty
Island on the west. The rocks on either side of the straight appear to be offset (Lathram et al. 1965).
This fault is suspected to be truncated by the Queen Charlotte-Fairweather fault system in Iphigenia Bay
(Geophysical Institute, 2006). There is geologic evidence that suggests that there has been activity along
this fault in the last 1.6 million years. However, it does not appear that this fault has produced any
significant earthquakes (M 5+) in historical times.
4.4.3.Historic Earthquakes
The largest earthquakes in the vicinity of the project site are sourced from the Fairweather fault to the west.
The focal mechanisms of these earthquakes indicate right-lateral strike-slip motion. Figure 9 shows the
total number of earthquakes, grouped by magnitude, that have occurred in the vicinity of the project from
1927 to 2013. Seven earthquakes with a ML >5 have occurred within a 100 mile radius of the hydroelectric
project site during this time frame. Information on these earthquakes is presented in Table 2, and the
largest of these earthquakes is discussed below.
The largest historic earthquake to occur within a 100 mile radius of the project site was the ML 7.7
Lituya Bay earthquake of 1958. The epicenter of this earthquake was about 87.6 miles from the proposed
project site. The surface rupture along the Fairweather fault was nearly 175 miles in length, and produced
as much as 21 feet of right-lateral displacement (Koehler and others, 2012). This earthquakes caused
large landslides and a local tsunami in Lituya Bay (U.S. Geological Survey, 2012). A 300 million cubic meter
rockslide plummeted into the bay caused a surge of water to rise 1,720 feet, stripping the coastline of all
vegetation. (University of Southern California, Tsunami Research Group). A local tsunami also produced a
wave, at least 100 feet tall, which swept boaters out to sea and inundated 5 square miles of land.
At Lituya Bay, the Modified Mercalli intensity (MMI) was XI, or Extreme. However, the MMI at Admiralty Island
ranged from V to VI, or moderate to strong (U.S. Geological Survey, 2012). There are reports of cabins being
destroyed; submarine cables being severed; and water towers, oil lines, and bridges being damaged.
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Ground fissures and sand boils were abundant. This earthquake was felt as far south as
Seattle, Washington, and as far east as Whitehorse, Canada.
4.4.4.Tsunami Hazard
The coastal areas of southeast Alaska, including the eastern shoreline of Chatham Strait, could experience
some effects of tsunamis generated by strong ground motions associated with offshore earthquakes and
submarine and subaerial landslides. Hazards of tsunamis generated by earthquakes could potentially exist
within Chatham Strait as a result of its connection to the Pacific Ocean.
To help mitigate the risk that tsunamis present to coastal communities and infrastructure in southeast
Alaska, the National Tsunami Hazard Mitigation program has selected a number of coastal communities in
southeast Alaska for evaluation and mapping of potential tsunami inundation using numerical modeling of
tsunami wave dynamics. The community of Sitka is the nearest community to the Thayer Creek hydropower
project that has been mapped under this program. Sitka, located approximately 45 miles southwest of the
project area, is situated on the Pacific coast and is subject to a considerably greater tsunami threat than
the project area itself because it is relatively unprotected from tsunamis originating in the open ocean.
In contrast, the coastline of Chatham Strait is comparatively well protected by a tightly-interlocked cluster
of islands approximately 150 miles long from north to south. Therefore, a tsunami surge originating in the
Pacific Ocean (particularly one related to the Fairweather--Queen Charlotte fault system) would likely be
significantly attenuated in central Chatham Strait, therefore resulting in lower inundation heights at the
project site than at Sitka. For this reason, the following discussion of predicted tsunami inundation at Sitka
should be considered as a conservative proxy for inundation risk at the project site.
Sitkas location on the Pacific coast exposes it to tsunamis coming from multiple directions. The greatest
tsunami surge experienced in Sitka during the past century was 2.4 meters high and originated in the Gulf
of Alaska during the March 28, 1964 Great Alaska Earthquake (M8.5). Other earthquake events in the Gulf
of Alaska of lesser magnitudes (up to M7.9) have generally resulted in less than 0.1 meter of inundation in
Sitka. Predictions of future inundations based on hypothetical tsunami scenarios suggest that the
maximum predicted inundation in Sitka is about 5 meters (16 feet) (Suleimani et al., 2013).
The project site is also at potential risk for a tsunami caused by subaerial and underwater slope failures
along the shorelines of Chatham Strait. Rock slope failures and underwater landslides are often triggered
by earthquakes in southeastern Alaska. The largest known historic tsunami wave generated by a subaerial
rock slope failure followed an estimated 30 million cubic meter landslide in Lituya Bay that was triggered
by a M7.9 earthquake on the nearby Fairweather fault. The landslide created a tsunami wave with a runup
of up to 530 meters (1,740 feet) on the opposite side of the bay (Miller, 1960). The current knowledge of
landslide-caused tsunami sources in the fjords and straits of southeast Alaska is not sufficient to perform
probabilistic tsunami modeling of slope failures in the area, therefore we do not present predictive
information about slope failure-caused-tsunamis in this report.
5.0 SITE CONDITIONS
General
The Thayer Creek hydropower project is situated along the lower 1.6 miles of Thayer Creek. Within the
bounds of the project site, Thayer Creek has carved a gorge through bedrock consisting of granite, marble,
schist and phyllite. Slopes along the gorge walls are typically inclined between 40 percent to near vertical.
It is possible that there are local overhangs along the valley wall. The soils that overlie the bedrock in the
project area are comprised of glacial deposits up to 50 feet thick, and mass-wasting deposits. There are
July 7, 2015 | Page 10
File No. 18436-008-00
several historic landslides within the project area. These landslides and other geomorphic features are
discussed in the following section.
Surface Reconnaissance
We completed an initial site reconnaissance in May 2013, and subsequent reconnaissance visits in
September and October of 2014. The May 2013 reconnaissance covered the main stem and tributaries of
Thayer Creek downstream of the proposed diversion dam, the landslide area in the vicinity of the proposed
powerhouse, the karst areas south of the mouth of Thayer Creek, and the access road alignment across
the inlet from Angoon. The September and October reconnaissance visits covered the landslide areas
adjacent to the proposed powerhouse and diversion dam access road, the bedrock outcrops in the vicinity
of the diversion structure, and a ravine crossed by the proposed utility access road approximately 3 miles
south of Thayer Creek.
5.2.1.May 2013 Reconnaissance
On May 14th 2013, we traversed from the mouth of Thayer Creek along its north bank in the vicinity of the
proposed powerhouse and then traversed upslope to the east end of the gorge where the diversion dam is
proposed. We also descended the gorge slopes to the approximate mid-point of the gorge.
Granitic rock was exposed along both banks and in the stream bed in the vicinity of the proposed diversion
structure, about 100 feet downstream from a stream gaging station established for the project.
We observed granitic rock as far west as the second tributary downstream of the diversion dam site, near
the beginning of the south-flowing segment of Thayer Creek. The farthest west exposure of granitic rock
was greenish and appeared to be altered. The drainages to the north appeared to be controlled by
joints/discontinuities that strike north-south and dip steeply to the west (about 80°). We observed
striations with a plunge of about 22 degrees to the south on a face with a 325° strike and 70°W dip.
We also observed riffles in the stream bottom that were created by joints within the granitic rock, according
to Baichtal (2008).
We also observed silty sand, gravel and cobbles in limited exposures in the slopes adjacent to Thayer Creek.
We interpreted this material as glacial drift. We infer that glacial drift drapes most of the upland areas
adjacent to Thayer Creek. In the vicinity of the diversion dam, we infer that the thickness of this unit is 20 to
30 feet. An interpretation of the surficial deposits and bedrock near the diversion dam and intake are
presented in Figure 3.
We observed marble and phyllitic rock at the mid-point location, where a sharp point pinches the river west.
Based on this exposure, the granitic rocks may not extend as far west as Baichtal (2008) had mapped.
The boundary between the granitic rock and the Gambier Bay Formation presented in Figures 3 reflects our
observation of metasedimentary rocks at the bottom of the gorge near the mid-point. The apparent bedding
strikes 279° and dips 29° N.
The powerhouse is proposed along the north valley wall of Thayer Creek, near the downstream end of the
gorge and downstream of the lowest falls. Bedrock is exposed along the stream bank downslope of the
proposed powerhouse. Along the west side of the powerhouse, a large, bowl-shaped feature is present (see
Figures 3 and 5). We interpreted this landform to be a large landslide with several benches formed by
down-dropped blocks. During our traverse across this feature, we observed olive-green silty sand with gravel
and occasional cobbles exposed within the side of a drainage incised into the west side of the lower bench.
July 7, 2015 | Page 11
File No. 18436-008-00
We interpreted these deposits to be glacial drift. The access road to the powerhouse will cross the lower
slope of the landslide and another landslide that is smaller, narrower, and more elongate near the right
(west) flank of the larger landslide. This feature is about 40 feet wide and about 100 feet long.
At the time of our reconnaissance, the trees within the body of the larger landslide were generally straight
and upright. A few trees on the more steeply inclined flank slopes exhibited slightly swept trunks.
We attribute the swept trunks to shallow creep, not landslide movement. The toe of the feature is inclined
at greater than 40 percent. We did not observe bulging in the toe, tension cracks or other indicators of
active slope movement. The smaller slide appears to be younger than the larger feature. We observed no
indications of recent movement such as tilted or pistol-butted trees, tension cracks or toe bulges on the
smaller slide.
On May 15th, 2013, we followed the stream to the base of the lowest falls. We observed bedrock consisting
of marble on the north and south banks of the stream. The strike of the prominent foliation in the marble
ranged from 319° to 349° and dip ranged from 21° to 39° NE. An outcrop exposed on the left (south)
bank appeared to consist of marble for a vertical height of at least 100 feet. We mobilized to the south side
of Thayer Creek and traversed to the spur ridge located immediately upslope of the lower falls. Marble was
exposed about 5 feet below the crest of the spur ridge. Marble on the north bank appeared to extend at
least 85 feet upslope of the stream. We also observed marble outcrops with occasional metagraywacke
interbeds exposed along the shoreline. Strike and dip of bedding/foliation ranged from 318° to 325° and
43° to 59° NE, respectively.
5.2.2. Fall 2014 Reconnaissance
On October 2, 2014, we completed a supplemental reconnaissance of the upland areas to the north and
northwest of the proposed diversion dam site. The focus of this reconnaissance was to constrain bedrock
lithologic contacts by mapping bedrock exposures along the north bank of Thayer Creek, and up into the
first and second tributaries that join Thayer Creek from the north, downstream of the dam. In general, we
observed granodioritic rock exposed in the bed and north bank of Thayer Creek, and in the beds and banks
of the tributaries to the north. The granodiorite observed in exposures near Thayer Creek is generally
relatively fresh, but is highly geothermally altered and fractured to the north, where the north valley wall
begins to steepen upwards to the north. We observed slickensides and fault gouge in this area, and the
geomorphic expression of the landscape is consistent with fault scarp morphology.
On October 3, 2014, we completed a reconnaissance of the proposed modular bridge site approximately
at station 145+80 of the proposed utility road between Angoon and Thayer Creek. The proposed bridge will
cross a narrow ravine which contains a small creek that drains into the Chatham Strait. We observed
bedrock within the streambed at the bottom of the ravine, and along the right (north) and left (south) banks.
During the time of our reconnaissance, bedrock was exposed at a near-vertical slope inclination to a height
of 4 feet along the right bank, and at a slope inclination of approximately 145 percent to a height of 15 feet
along the left bank. The bedrock consisted of dark gray phyllite/schist that was slightly to moderately
weathered, weak to strong, and intensely foliated. We observed exposed bedrock along the streambed and
right bank that were slightly coarser-grained (schist), less weathered and stronger than bedrock exposed
along the left bank (phyllite). We did not observe any other exposures of bedrock on the ravine slopes.
We observed vegetation, forest duff and organic soils at and near the surface in the vicinity of the proposed
bridge crossing. At the time of our visit, the vegetated slopes directly above the exposed bedrock were
July 7, 2015 | Page 12
File No. 18436-008-00
inclined at approximately 85 to 100 percent along the right bank, and about 120 percent along the left
bank.
Subsurface Explorations
5.3.1.General
The subsurface exploration program consisted of completing six borings (DH-1, DH-2, DH-3, DH-4, DH5 and
DH-6) to depths of 50 to 293.5 feet below the ground surface. Boring logs and discussion of the soil and
groundwater conditions encountered are presented in Appendix A. The six borings were drilled by Ruen
Drilling, Inc. of Clark Fork, Idaho between September 16 and October 04, 2014, under direct contract with
Alaska Power and Telephone. Five of the borings (DH-1, DH-2, DH-4, DH5 and DH-6) were oriented vertically
and one boring (DH-3) was oriented at 45° in the azimuthal direction of 230°. Table 1 presents a summary
of all six borings observed by geologists from GeoEngineers.
In addition to the geotechnical borings, a seismic refraction survey was conducted to assist in our
evaluation of the subsurface. This geophysical investigation consisted of 10 seismic refraction lines (SL -1
through SL-10), which were completed between August 11 and 23, 2014 by Philip H. Duoos (2014).
The findings from the geophysical investigation can be found in Appendix D. The approximate locations of
the geotechnical borings and seismic survey lines completed as part of the subsurface explorations for this
project are shown in Figures 3, 4 and 5.
TABLE 3. SUMMARY OF GEOTECHNICAL BORINGS
Boring
ID
Borehole
Inclination
from
Horizontal
Azimuth
(Inclined
Borings
Only)
Total
Depth
(feet
downhole)
Depth of
Overburden
(feet
downhole)
Total Length
of Rock
Drilled (feet
downhole)
Static Water
Level
(feet
downhole)
Static Water
Level
(feet vertical)
DH-1 90° n/a 51 14 37 18.2 18.2
DH-2 90° n/a 50 25.5 24.5 3.5 3.5
DH-3 45° 230° 293.5 6 287.5 26 18.4
DH-4 90° n/a 200.3 14 186.3 5 5
DH-5 90° n/a 100 55 45 54.9 54.9
DH-6 90° n/a 50 16 34 10 10
Note:
Static groundwater level approximate depths determined from pressure transducer data set at known depths and from hand
measurements.
July 7, 2015 | Page 13
File No. 18436-008-00
5.3.2.Soil and Rock Conditions
Soil overburden depths were somewhat variable, ranging from about 6 feet deep in DH-3 to about 55 feet
deep in DH-5. Soil samples were obtained from the overburden soils. The overburden materials were
described based on drill cutting samples and drilling action and from Standard Penetration Test split spoon
samples. In general, the overburden soils consisted of organic soils; brown to gray fat clays; brown to gray,
moist, silt with sand and gravel (till); and brown to gray silty, fine to coarse sand with occasional gravel.
The six borings terminated within various types of bedrock, including granite, granodiorite, marble, schist,
and phyllite. The rock quality designation (RQD) of the bedrock ranged from good to very poor, and was
variable with regard to degree of weathering, joint spacing, and the condition of discontinuities. Fault gouge,
quartz veins, and hydrothermally altered materials were observed in the rock cores.
Logs of borings are presented in Appendix A. A discussion of the laboratory testing of soils and summary of
the rock strength are presented in Appendix B. The results of borehole permeability are discussed further
under the section titled Borehole Permeability Testing in Rock and in Appendix C.
5.3.3.Groundwater
Monitoring wells were not installed in any of the borings. However, static water levels were measured in
each boring upon the completion of drilling and prior to borehole permeability testing. The hydrostatic head,
static water levels, and other variables for each well are presented in Appendix C.
Steep regional topography may limit the size and extent of the local aquifers (Alaska Department of Natural
Resources, 2013). Much of the groundwater recharge in this area comes from snow melt. In general, the
groundwater discharges into streams and lakes that drain to Thayer Creek and elsewhere along the
shoreline of Chatham Strait.
5.3.4.Borehole Permeability Testing
Rock permeability testing (Lugeon tests) were conducted at selected depth intervals in each of the
six supplemental borings. Ruen Drilling, Inc. supplied the testing equipment and conducted all of the tests
over a 10-foot test interval using pneumatically inflated packers. GeoEngineers selected the test intervals
based on the field logs for each borehole. Test intervals were selected to provide rock permeability data on
competent rock zones with few, if any, visible discontinuities, as well as zones with highly fractured rock.
A summary of the packer testing results is presented on Table 3. Details of the field procedures and the
analytical data sheet for each test interval are included in Appendix C. The testing intervals and calculated
rock permeability values for each tested interval are shown on the boring logs in Appendix B.
As expected based on the borehole logs, the packer testing resulted in a wide range of calculated
permeability and Lugeon values for the various intervals that were tested. A geometric mean of Lugeon
values was calculated for each 10-foot-long packer test interval. The values calculated range from close to
0 to a high of about 126.6 Lugeon units. The calculated hydraulic conductivities range from less than
1x10-10 cm/sec to a high of 1.9x10-3 cm/sec. The highest value was observed in boring DH-3 at a depth of
26 to 36 feet measured downhole. This portion of the boring is above the static water level that we
measured for that borehole.
July 7, 2015 | Page 14
File No. 18436-008-00
5.3.5.Laboratory Testing
Soil and rock samples were obtained from the explorations for further evaluation and geotechnical
laboratory testing. Select samples were tested for the determination of moisture content and sieve analysis.
A description of the geotechnical laboratory testing program and the test results are presented in
Appendix B.
6.0 CONCLUSIONS
General
The bedrock in the project area consists of foliated marble, phyllite and granitic rock as described by
Lathram et al. (1965). According to Baichtal (2008), the granitic rock extends farther west than mapped by
Lathram et al. (2008). However, we observed marble rock outcrop in the mid reach of Thayer Creek gorge.
The outcrop at this location dips north. Based on parasitic (small scale) folding mapped by
Lathram et al. (1965) along the shoreline and our recording of a north dip in the mid-gorge area, it is our
opinion that the structure of the phyllite and marble is more complex than the consistent dipping of bedding
and foliation to the east along the shoreline of Chatham Strait as mapped by Lathram et al. (1965) and
reported by Baichtal (2008).
The presence of granitic rock farther west than mapped by Lathram et al. (1965) indicates that harder rock
should be anticipated along as much as 800 to 1,000 feet of the tunnel. Near-vertical joint patterns should
be anticipated along the tunnel alignment, roughly perpendicular to the alignment where the tunnel will be
constructed in granitic rocks. Striations were observed at one locality.
The contact between the granitic rock and Gambier Bay Formation likely consists of a contact metamorphic
aureole consisting of skarn. A zone of interlayered granitic rock, schist, marble and gouge was encountered
in boring DH-3 from a borehole depth of about 190 feet to a borehole depth of about 272 feet, with the
hole terminating in granitic rock. The gouge and nature of the materials suggests a fault zone oriented
NW-SE along the Thayer Creek canyon at this location. The pale colored granitic rock in this zone is reactive
to hydrochloric acid, indicating metasomatic reaction between the intrusive rock and the marble.
The presence of granitic rock at the termination of boring DH-3 and presence of schist in boring DH-4
indicates a contact between the Gambier Formation and the granitic rocks between these two locations.
It is anticipated that the metamorphic rock encountered along the remainder of the tunnel alignment will
vary from schist to foliated marble. The discontinuities in marble consist primarily of foliation with spacing
of a few inches to a foot or more. Locally, we observed open discontinuities, though predominantly the
joints we observed are closed (tight). We also observed irregular discontinuities in the marble exposed
along the shoreline that appear to trend east-westerly and are steeply dipping.
Faulting in the area, specifically the Thayer Creek fault, appears to be more than 2 million years old (Plafker,
1994; Koehler et al., 2012; Koehler et al., 2013). Because there are prominent mapped faults that strike
roughly east-west, we anticipate that east-west striking discontinuities may be present in the project area.
Based on mapping of by Baichtal (2006, 2008), it appears that karst features were only observed along
the power line road to the south of Thayer Creek, and karst features are not anticipated within the vicinity
of the power generating elements of the project (e.g. the intake, diversion dam, tunnel, or powerhouse).
July 7, 2015 | Page 15
File No. 18436-008-00
7.0 REFERENCES
Alaska Department of Natural Resources, 2013. Well Surveying and Groundwater Sampling. Obtained from:
http://dnr.alaska.gov/mlw/water/hydro/components/groundwater.cfm.
Accessed February 23, 2015.
Baichtal, James F., 2008. Karst and Cave Resource Report for Portions of the Proposed Access Road and
Transmission Line Corridor for the Thayer Lake Hydropower DEIS. Memorandum to Dennis Rodgers,
Team Leader, Angoon Hydro EIS. U.S. Department of Agriculture Forest Service, Alaska Region,
Tongass National Forest. November 9, 2008.
Baichtal, James F., 2006. Karst and Cave Resource Report for a Portion of the Proposed Access Road for
the Thayer Lake Hydropower DEIS. Memorandum to Kathy Rodriguez, District Ranger, Admiralty
Island National Monumnet. U.S. Department of Agriculture Forest Service, Alaska Region,
Tongass National Forest. October 23, 2006.
Duoos, Philip, 2014. Seismic Refraction Report, Thayer Creek Hydroelectric Project, Angoon, Alaska.
Prepared for Alaska Power & Telephone. Port Townsend, Washington. Dated December 16, 2014.
Harza Engineering Company, 1979. Thayer Creek Project: A Reconnaissance Report. Obtained from:
http://akenergyinventory.org/hyd/SSH-1979-0121.pdf. Accessed on February 08, 2015.
Koehler, R.D., Farrell, R-E., Burns, P.A.C., and Combellick, R.A., 2012. Quaternary Faults and Folds in Alaska:
A Digital Database. Alaska Division of Geological & Geophysical Surveys, Miscellaneous Publication
MP 141. July 2012.
Koehler, R.D., Patricia .A.C., and Weakland, James R., 2013. Digitized Faults of the Neotectonic Map of
Alaska (Plafker and Others, 1994). Alaska Division of Geological & Geophysical Surveys,
Miscellaneous Publication MP 150. July 2012.
Koehler, R.D., 2013. Quaternary Faults and Folds (QFF): Alaska Division of Geological & Geophysical
Surveys Digital Data Series 3, http://maps.dggs.alaska.gov/qff/. Data obtained May 10, 2013.
Lathram, E.H., Pomeroy, J.S., Berg, H.C., and Loney, R.A., 1965. Reconnaissance Geology of Admiralty
Island, Alaska: A reconnaissance study of a geologically complex area in southeast Alaska. U.S.
Geological Survey Bulletin 1181-R. United States Government Printing Office, Washington, 1965.
Plafker, George, Gilpin, L.M., and Lahr, J.C., 1994, Neotectonic map of Alaska, in Plafker, George, and Berg,
H.C., eds., The Geology of Alaska: Geological Society of America Decade of North American Geology,
v. G-1, 2 sheets, scale 1:2,500,000.
Alaska Seismic Hazards Safety Commission. 2012. Report to the Governor and State Legislature. Obtained
from:
http://seismic.alaska.gov/download/ashsc_meetings_minutes/ASHSC_2012_annual_report.pdf.
Accessed on January 13, 2015.
Geophysical Institute, University of Alaska Fairbanks, Alaska Earthquake Center, AEIC Earthquake
Database Search. Earthquake epicenters >M0, 1800-2013, Latitudes 59.674° to 55.987°,
July 7, 2015 | Page 16
File No. 18436-008-00
Longitudes -139.080° to -131.889°, maximum depth 350 km. Obtained from:
http://www.aeic.alaska.edu/html_docs/db2catalog.html. Accessed January 05, 2015.
Geophysical Institute, University of Alaska Fairbanks, Alaska Earthquake Center, Alaska Panhandle
Seismicity. Obtained from: http://www.aeic.alaska.edu/maps/southeast_panhandle_map.html.
Updated 2006. Accessed January 13, 2015.
Haeussler, Peter J., Plafker, George, 2004. Earthquakes in Alaska: U.S. Geological Survey Open-File Report
95-624. Obtained from: http://pubs.usgs.gov/of/1995/0624/. Accessed January 13, 2015.
Koehler, R.D., Burns, P.A.C., and Weakland, J.R., 2013, Digitized faults of the Neotectonic map of Alaska
(Plafker and others, 1994), in Koehler, R.D., Quaternary Faults and Folds (QFF): Alaska Division of
Geological & Geophysical Surveys Miscellaneous Publication 150, 1 p. doi: 10.14509/24791
Koehler, R.D., Farrell, Rebecca-Ellen, Burns, P.A.C., and Combellick, R.A., 2012, Quaternary faults and folds
in Alaska: A digital database, in Koehler, R.D., Quaternary Faults and Folds (QFF): Alaska Division
of Geological & Geophysical Surveys Miscellaneous Publication 141, 31 p., 1 sheet, scale
1:3,700,000. doi: 10.14509/23944
Monger, J. W. H., and Berg, H.C., 1987, Lithotectonic terranes of western Canada and southeastern Alaska.
U.S. Geological Survey. Obtained from http://137.229.113.30/webpubs/usgs/mf/text/mf-
1874b.pdf. Accessed on February 11, 2015.
Schell, M.M. and Ruff, L.J., 1989, Rupture of a seismic gap in southeastern Alaska: the 1972 Sitka
earthquake (Ms 7.6). Physics of the Earth and Planetary Interiors, 54(3-4): 241-257. Obtained
from: http://deepblue.lib.umich.edu/bitstream/handle/2027.42/27965/0000396.pdf?seque
nce=1
University of Southern California Tsunami Research Group. 1958 Lituya Bay Tsunami. Obtained from:
http://www.usc.edu/dept/tsunamis/alaska/1958/webpages/index.html. Accessed on February
11, 2015.
U.S. Bureau of Reclamation. 2001. Engineering Geology Field Manual. U.S. Department of the Interior
Bureau of Reclamation. Second Edition, 1998, Reprinted 2001.
U.S. Geological Survey, Earthquake Hazards Program, 2007. Peak Ground Acceleration 2% in 50 Years.
Obtained from: http://earthquake.usgs.gov/hazards/products/ak/2007/data/. Accessed January
05, 2015.
U.S. Geological Survey, Historical Earthquakes, 2012. Lituya Bay, Alaska, 1958 07 10 06:15:53 (UTC).
Obtained from: http://earthquake.usgs.gov/earthquakes/states/events/1958_07_10.php.
Accessed January 05, 2015.
Ward, William P., 2014. Late Paleozoic detrital zircon U/Pb geochronolygy and HF Isotope geochemistry of
the Admiralty and Craig subterranes in the Keku Straight region, southeast Alaska. Geological
Society of America, Vol. 46, No. 6, p. 174.
Wahrhaftig, Clyde, 1965, Physiographic Divisions of Alaska. U.S. Geological Survey Professional Paper 482.
July 7, 2015 | Page 17
File No. 18436-008-00
Wesson, Robert L., Frankel, Arthur D. Mueller, Charles, S. and Harmsen, Stephen C. 1999. Probabilistic
Seismic Hazard Maps of Alaska. U.S. Geologic Survey Open-File Report 99-36. Dated 1999.
Western Regional Climate Center. Angoon, Alaska (500310), Period of Record Monthly Climate Summary
(04/01/1932 to 02/28/2011). Obtained from: http://www.wrcc.dri.edu/cgi-
bin/cliMAIN.pl?ak0310. Accessed February 10, 2015.
Wyss, Max, 1975. A search for precursors to the Sitka, 1972, earthquake: Sea level, magnetic field, and
P-residuals. Pure and Applied Geosciences, v. 113:1, p. 297-309. Obtained from:
http://link.springer.com/article/10.1007%2FBF01592919
8.0 LIMITATIONS
We have prepared this data report for Alaska Power & Telephone for the Angoon Hydropower Project,
located along Thayer Creek, Admiralty Island, Alaska. Alaska Power & Telephone may distribute copies of
this report to Kootznoowoo, Inc. and Kootznoowoos authorized agents and regulatory agencies as may be
required for the project.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices for engineering geology in this area at the time this report was prepared.
Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if
provided, and any attachments should be considered a copy of the original document. The original
document is stored by GeoEngineers, Inc. and will serve as the official document of record.
Please refer to the appendix titled Report Limitations and Guidelines for Use for additional information
pertaining to use of this report.
TABLES
File No. 18436-008-00
Table 1 | July 7, 2015 1 of 1
Fault Age Fault
(segment) (years) Rupture Style
Queen
Charlotte < 150 8.1 58 130
Right lateral
strike-slip Known
Nishenko
and Jacob
(1990)
Fairweather,
offshore < 150 7.9 52 120
Right lateral
strike-slip Known
Nishenko
and Jacob
(1990);
Plafker et al
(1993)
Fairweather,
onshore < 150 7.8 52 110
Right lateral
strike-slip Known
Nishenko
and Jacob
(1990)
Denali,
southeast < 1,600,000 8.1 2 1,900
Right lateral
strike-slip Unknown Plafker et al
(1993)
Transition < 15,000 8.2 10 200
Right lateral
strike-slip with
a 10°
northward dip
Unknown
Slip rate is
uncertain.
See USGS
Open-File
Report 99-
36
Notes:
Table modified from Wesson et al. (1999).
Table 1
Southeast Alaska Fault Characteristics
Angoon Hydropower Project
Admiralty Island, Alaska
Maximum
Magnitude
(based on
length)
Slip Rate
(mm/yr)
Recurrence Interval for
Characteristic Earthquake
(years)
Segmentation References
File No. 18436-008-00
Table 2 | July 7, 2015 1 of 1
Magnitude Associated
Fault and
(ML)Rupture Style
1/6/2000 58.040N,
136.870W 0.62 6.1 89.5
Fairweather
fault, inferred
6/24/1991 58.345N,
136.858W 0 6.1 98
Fairweather
fault, inferred
8/15/1972 56.310N,
135.570W 0 5.4 95
Fairweather
fault, inferred
7/30/1972 56.770N,
135.910W 18.02 7.6 74.2
Sitka
Earthquake 1
Fairweather
fault 1, 4,
Strike-Slip3
Surface rupture of 75 km (mi) offshore.4 Rupture length 190
km (118 mi) based on seismicity. 1Damages include
chimneys toppling and small landslides in Sitka, as well as
other damages in Hoonah, Juneau, Pelican, and Yakutat. A
tsunami of 10 cm was reported in Juneau, and of 8 cm in
Sitka. The earthquake was felt over southeast Alaska and in
British Columbia, Canada. There are also reports of the
earthquake being felt as far south as Seattle, WA, where
seiches formed in swimming pools. At least 19 aftershocks
were felt in the month following the earthquake. 2
Surface rupture length 280 km (174 mi), maximum right-
lateral displacement of 6.5 m (21 ft).1 There were 5 fatalities
linked to this earthquake.2
The epicenter occurred in an area with low population, so
there were only moderate damages to infrastructure. At least
5 deaths are associated with the collapse of 300 million
cubic meters of rock into Gilbert Bay, which caused landslides
and large waves. In Yakutat, bridges, docks, and oil lines were
damaged and water towers and cabins were destroyed. On
the low coastal plain southeast of Yakutat and at Dry Bay
(East River; Akwe River), there were many sand boils and
large fissures in the ground. Large landslides occurred in the
mountains. Submarine cables were severed at Lena Point
and in the Haines-Skagway area. Damage was also reported
in Auke Bay, Barabof, Juneau, Pelican, and Sitka. A gravity
wave was produced by a massive rock slide in Lituya bay. This
earthquake was felt throughout southeast Alaska, down
south to Seattle, Washington, and as far east as Whitehorse,
Canada.2
9/18/1939 58.000N,
136.000W 0 6 59.1
Fairweather
fault, inferred
Fairweather
fault 3,
Strike-Slip 3
Notes:
1 Koehler and others, 2012;
2 2012
3 Schell, M.M. and Ruff, L.J., 1989
4 Wyss, Max, 1975
n/a
Submarine cables were snapped (between Petersburg and
Wrangell and between Juneau and Skagway). In Sitka,
buildings were cracked and people were thrown from their
feet. Windows were broken in Juneau and in Petersburg. West
of Admiralty Island, water was churned and muddy in the Icy
Straits. Strong riptides were reported in the Cross Sound.
Small seiches formed in swimming pools as far south as
Seattle, WA. This earthquake was felt throughout southeast
Alaska, west of Cordova, and north of Fairbanks.2
87.6
Fairweather
fault 1,Strike-
Slip 3
54.4
Lituya Bay
Earthquake 1
10/24/1927 57.690N,
136.070W 15.53 7.1
7/10/1958 58.340N,
136.520W 0 7.7
Table 2
Large Historical Earthquakes in Project Vicinity
Angoon Hydropower Project
Admiralty Island, Alaska
Date Location
Earthquake
NameDepth (mi)Approximate Distance from
Project Site (mi)Notes
FIGURES
AngoonAngoon
Thayer LakeThayer LakeSITE
Vicinity Map
Figure 1
Angoon Hydropower Project
Admiralty Island, Alaska
A l a s k a 1 10
Miles
Data Sources: ESRI Data & Maps
Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in
showing features discussed in an attached document. GeoEngineers, Inc.
can not guarantee the accuracy and content of electronic files. The master
file is stored by GeoEngineers, Inc. and will serve as the official record of
this communication.
3. It is unlawful to copy or reproduce all or any part thereof, whether for
personal use or resale, without permission.
Powerline/Access Road
Ravine Crossing
Power Generation
De ails (Figure 3)
Intake and Diversion Dam (Figure 4)
Powerhouse (Figure 5)
Ravine Crossing (Figure 6)
Dgm
Dg
Ki
Geologic Map and Project Overview
Angoon Hydropower Project
Admiralty Island, Alaska
Figure 2
µ
4,000 0 4,000
Feet
Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached
document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file
is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Projection: NAD 1983 StatePlane Alaska 1 FIPS 5001 Feet
Office: SEA Path: P:\18\18436008\GIS\Mxd\1843600800_F2_Geology.mxd Map Revised: 29 June 2015 cerdman
Data Source: Lathram et al., 1965.
Powerline/Access Road
Geologic Units
Ki - Cretaceous Intrusive (Quart Monzonite, Granodiorite, Quartz Diorite)
Dg - Gambier Bay Formation (Interbedded Marble, Phyllite and Schist)
Dgm - Gambier Bay Formation (Predominantly Marble)
P:\18\18436008\GIS\Mxd\1843600800_F3_ProjectOverview.mxd Date Exported: 06/22/15µ
\\red\projects\18\18436008\GIS\Mxd\1843600800_F4_IntakeDiversionDam.mxd Date Exported: 03/13/15@@
\\red\projects\18\18436008\GIS\Mxd\1843600800_F5_Powerhouse.mxd Date Exported: 03/13/15@@
\\red\projects\18\18436008\GIS\Mxd\1843600800_F6_RavineCrossing.mxd Date Exported: 03/13/15
Office: Redmond Path:\\red\projects\18\18436008\GIS\Mxd\01843600800 PeakGround Accel_2percent.mxd Map Revised: 22 January 2015 glohrmeyer12010201830(Chatham se cti on)
Office: Redmond Path:\\red\projects\18\18436008\GIS\Mxd\01843600800 Faults.mxd Map Revised: 22 January 2015 glohrmeyer
(Chatham
The locations of all features shown are approximate.This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as theofficial record of this communication.LegendNumber of earthquakes.Notes:Red: SharePoint\1843600800\Figure 9. Number of Earthquakes in Project Area.ppt KPW:CFE 06/22/2105Earthquakes Within Project VicinityAngoon Hydropower ProjectAdmiralty Island, AlaskaFigure 9
APPENDICES
APPENDIX A
Field Explorations
APPENDIX A
FIELD EXPLORATIONS AND LABORATORY TESTING
Field Explorations
We evaluated subsurface conditions at the site between August 17, 2014 and August 30, 2014 by
observing the drilling of six exploratory borings (D-1, DH-2, DH-3, DH-4, DH-5 and DH-6). The borings were
drilled by Ruen Drilling, Inc. of Clark Fork, Idaho using helicopter-portable drilling equipment, under direct
contract with Alaska Power & Telephone. Five of the borings were oriented vertically (DH-1, DH-2, DH-4,
DH-5 and DH-6) and one was an angle boring (DH-3). The findings of these explorations are presented in
this Appendix, along with a discussion of ten seismic refraction lines. Five of the seismic refraction lines
were in the vicinity of the diversion and bypass spillway structures, two of the lines were along the penstock
tunnel, and three of the lines were in the vicinity of the powerhouse and landslide feature near the
downstream extent of the project. The borings were located along the seismic lines to evaluate to calibrate
interpretations from the seismic refraction data.
The drilling operations were monitored by GeoEngineers representatives who examined and classified the
soil and rock encountered, obtained continuous rock core samples, observed groundwater conditions
where possible, documented drilling action and prepared a detailed log of each exploration. Soil samples
were also obtained from the overburden soils. The approximate locations of the explorations are shown on
the Site Plan, Figure 2.
Soil samples collected from the borings were obtained in general accordance with the Standard Penetration
Test Method described by the American Society for Testing and Materials (ASTM) D 1586. The 1.5 inch
inside diameter sampler was driven into the soil using a 140-pound hammer, free-falling 30 inches.
The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is
recorded on the boring logs. Soil units encountered in the borings were classified in the field in general
accordance with ASTM Standard Practice D 2488, the Standard Practice for the Classification of Soils
(Visual-Manual Procedure) which is described in Key to Exploration Logs, Figure A-1.
Bedrock core samples were recovered using an NQ core barrel having an inner diameter of approximately
2.4 inches. Upon completion, permeability testing was completed in each boring. Once these tests were
completed, each borehole was backfilled with cement-bentonite grout.
We classified rock encountered in our borings in general accordance with the U.S. Bureau of Reclamation
(2001) with terminology revised as presented in the Key to Exploration – Rock, Figure A-2. The rock quality
designation (RQD) was evaluated based on ASTM D6032 - 08 Standard Test Method for Determining RQD
of Rock Core. Fractures per foot were logged based on the number of fractures along each foot of core
recovered. Where material was highly fractured, the fractures were estimated by dividing a one-foot interval
by the mean size of the particles on the length of the core.
The boring logs are presented in Logs of Borings, Figures A-3 through A-8. The exploration logs are based
on our interpretation of the field data and indicate the various types of soil and rock encountered. They also
indicate the approximate depths at which the subsurface conditions change. Inclined lines at the material
contacts shown on the logs indicate uncertainty as to the exact contact elevation, rather than the inclination
of the contact itself.
July 7, 2015 |PageA-1
File No. 18436-008-00
CC
Asphalt Concrete
No Visible Sheen
Slight Sheen
Moderate Sheen
Heavy Sheen
Not Tested
NS
SS
MS
HS
NT
Shelby tube
ADDITIONAL MATERIAL SYMBOLS
Measured groundwater level in
exploration, well, or piezometer
Measured free product in well or
piezometer
Distinct contact between soil strata or
geologic units
Approximate location of soil strata
change within a geologic soil unit
Distinct contact between soil strata or
geologic units
Approximate location of soil strata
change within a geologic soil unit
Graphic Log Contact
Groundwater Contact
Material Description Contact
Laboratory / Field Tests
Sheen Classification
Percent fines
Atterberg limits
Chemical analysis
Laboratory compaction test
Consolidation test
Direct shear
Hydrometer analysis
Moisture content
Moisture content and dry density
Organic content
Permeability or hydraulic conductivity
Plasticity index
Pocket penetrometer
Parts per million
Sieve analysis
Triaxial compression
Unconfined compression
Vane shear
Sampler Symbol Descriptions
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface
conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are
not warranted to be representative of subsurface conditions at other locations or times.
GRAPH
Topsoil/
Forest Duff/Sod
Direct-Push
Crushed Rock/
Quarry Spalls
Blowcount is recorded for driven samplers as the number
of blows required to advance sampler 12 inches (or
distance noted). See exploration log for hammer weight
and drop.
A "P" indicates sampler pushed using the weight of the
drill rig.
FIGURE -1
2.4-inch I.D. split barrel
SYMBOLS TYPICAL
KEY TO EXPLORATION LOGS
CR
Bulk or grab
Piston
Standard Penetration Test (SPT)
DESCRIPTIONSLETTER
TS
GC
PT
OH
CH
MH
OL
GM
GP
GW
DESCRIPTIONS
TYPICAL
LETTER
(APPRECIABLE AMOUNT
OF FINES)
MAJOR DIVISIONS
POORLY-GRADED SANDS,
GRAVELLY SAND
PEAT, HUMUS, SWAMP SOILS
WITH HIGH ORGANIC
CONTENTS
CLEAN SANDS
GRAVELS WITH
FINES
CLEAN
GRAVELS
HIGHLY ORGANIC SOILS
SILTS
AND
CLAYS
SILTS
AND
CLAYS
SAND
AND
SANDY
SOILS
GRAVEL
AND
GRAVELLY
SOILS
(LITTLE OR NO FINES)
FINE
GRAINED
SOILS
COARSE
GRAINED
SOILS
SW
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
CL
WELL-GRADED SANDS,
GRAVELLY SANDS
SILTY GRAVELS, GRAVEL - SAND
- SILT MIXTURES
LIQUID LIMIT
GREATER THAN 50
SILTY SANDS, SAND - SILT
MIXTURES
(APPRECIABLE AMOUNT
OF FINES)
SOIL CLASSIFICATION CHART
LIQUID LIMIT
LESS THAN 50
SANDS WITH
FINES
SP
(LITTLE OR NO FINES)
ML
SC
SM
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
MORE THAN 50%
OF COARSE
FRACTION
PASSING NO. 4
SIEVE
CLAYEY GRAVELS, GRAVEL -
SAND - CLAY MIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS, ROCK
FLOUR, CLAYEY SILTS WITH
SLIGHT PLASTICITY
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW
PLASTICITY
INORGANIC SILTS, MICACEOUS
OR DIATOMACEOUS SILTY
SOILS
ORGANIC CLAYS AND SILTS OF
MEDIUM TO HIGH PLASTICITY
INORGANIC CLAYS OF HIGH
PLASTICITY
MORE THAN 50%
PASSING NO. 200
SIEVE
MORE THAN 50%
RETAINED ON NO.
200 SIEVE
WELL-GRADED GRAVELS,
GRAVEL - SAND MIXTURES
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
GRAPH
SYMBOLS
AC
Cement Concrete
%F
AL
CA
CP
CS
DS
HA
MC
MD
OC
PM
PI
PP
PPM
SA
TX
UC
VS
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface
conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are
not warranted to be representative of subsurface conditions at other locations or times.
FIGURE -
KEY TO EXPLORATION LOGS
CLASSIFICATION CHART
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-1
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-9
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-1
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-9 (cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs for Boring DH-2
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-10
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-2
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-10
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-3
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs for Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-11
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-4
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-12
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-5
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-13
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-5
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-13
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-5
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-14
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
SharePoint/1843600800/Rock Core Figures.ppt CFE 09/25/2014
Rock Core Sample Photographs For Boring DH-6
Angoon Hydropower Project
Admiralty Island, Alaska
Figure A-14
(cont.)
Note: This report may not be reproduced, except in full, without written
approval of GeoEngineers, Inc. Test results are applicable only to the
specific sample on which they were performed, and should not be
interpreted as representative of any other samples obtained at other
times, depths or locations, or generated by separate operations or
processes.
APPENDIX B
Laboratory Testing
Laboratory Testing
Soil Testing
Soil samples obtained from the explorations were examined and tested to confirm or modify field
classifications. The soil samples were shipped to our soils testing laboratory in Redmond, Washington for
review and testing. Representative samples of soils were selected for laboratory testing consisting of grain
size distribution (sieve analysis) and plasticity (Atterberg limits) testing. The laboratory testing procedures
were performed in general accordance with test methods of ASTM International (ASTM) and are discussed
in more detail below.
Sieve Analysis
Sieve analyses were performed on selected samples in general accordance with ASTM D 422 to determine
the sample grain size distribution. The wet sieve analysis method was used to determine the percentage of
soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, were classified
in general accordance with the Unified Soil Classification System (USCS) and are presented in Figure A-9.
Atterberg Limits Testing
Atterberg limits tests were performed to classify the soil as well as to evaluate index properties. The liquid
limits and the plastic limits are in general accordance with ASTM D 4318. The results of these tests are
presented on the boring logs at their respective sample depths and in Figure A-10.
Rock Testing
Rock samples obtained from the explorations were examined and tested to confirm or modify field
classifications. The rock samples were placed in secure long term storage in Angoon. Representative
samples of rock core were selected for laboratory testing consisting of unconfined compression tests and
diametrical point load testing. The laboratory testing procedures are discussed in more detail below.
Unconfined Compression Testing
Unconfined [uniaxial] compressive strength (UCS) tests were performed on rock core samples obtained
from the borings. The tests were used to evaluate shear strength characteristics of the rock and were
completed in general accordance with the ASTM D 7012 test procedure. The results of the testing are
presented on the boring logs at their respective sample depths. A summary of the test results are also
shown in Unconfined Compressive Strength Test Results, Tables B-1A through B-1F.
Point Load Index Testing
Diametrical and selected axial point load tests were performed on rock core samples obtained from the
borings. The tests were used to evaluate preliminary strength of the rock and were completed in general
accordance with the ASTM D 5731 test procedure. The results of the testing are presented on the boring
logs at their respective sample depths. A summary of the test results are also shown in Point Load Index
Test Results, Tables B-1A through B-1F.
July 7, 2015 |PageB-1
File No. 18436-008-00
Boring Box RunSample Length (inches)TestDry Density(pcf)Specific GravityUnconfined Compressive Strength(psi)Young's Modulus(psi)Poisson's RatioPoint Load,IsPoint Load, Is(50)From ToDH1 1 2 18.47 18.58 1.38DPLT364.0 334.3DH1 1 2 18.58 18.83 3.00DPLT1,375.4 1,263.4DH1 1 3 22.20 22.70 6.00UCS167.0 3,639DH1 4 9 47.00 47.11 1.26APLT1,208.0 1,109.7Notes:DPLT - Diametral Point Load TestAPLT - Axial Point Load TestUCS - Unconfined Compressive StrengthUCS, Method D - ASTMD 7012, Method DSamplesTable B-1ASummary of Rock Strength Testing for DH-1Angoon Hydropower ProjectAdmiralty Island, AlaskaFile No. 18436-008-00Table B-1A | July 7, 20151 of 1
Boring Box RunSample Length (inches)TestDry Density(pcf)Specific GravityUnconfined Compressive Strength(psi)Young's Modulus(psi)Poisson's RatioPoint Load,IsPoint Load,Is(50)From ToDH2 1 1 25.70 26.11 4.90UCS167.6 4,834DH2 1 1 26.11 26.23 1.46APLT565.3 519.3DH2 3 11 49.32 49.40 0.93APLT669.2 614.7DH2 3 11 49.40 50.00 7.20UCS169.1 2,190Notes: DPLT - Diametral Point Load TestAPLT - Axial Point Load TestUCS - Unconfined Compressive StrengthUCS, Method D - ASTMD 7012, Method DSampleTable B-1BSummary of Rock Strength Testing for DH-2Angoon Hydropower ProjectAdmiralty Island, AlaskaFile No. 18436-008-00Table B-1B | July 7, 20151 of 1
BoringBox RunSample Length (inches)TestDry Density(pcf)Specific GravityUnconfined Compressive Strength(psi)Young's Modulus(psi)Poisson's RatioPoint Load,IsPoint Load, Is(50)From ToDH-3 1 2 7.00 7.60 7.20 UCS 169.8 11,740 DH-3 1 2 7.90 8.21 3.70 PLDT 47.4 43.5DH-3 1 3 8.80 8.91 1.30 PLDA 571.1 524.6DH-3 1 3 9.20 9.34 1.63 PLDA 658.0 604.5DH-3 3 8 24.50 24.79 3.50 PLDT 530.2 487.1DH-3 3 8 25.55 25.64 1.02 PLDA 210.1 193.0DH-3 5 16 49.00 49.29 3.50 PLDT 707.2 649.6DH-3 5 16 51.50 52.04 6.50 UCS 170.9 7,030 DH-3 7 21 72.00 72.21 2.50 PLDT 34.5 31.7DH-3 7 21 72.21 72.28 0.83 PLDA 183.3 168.3DH-3 9 25 89.20 89.78 7.00 UCS 173.2 10,885 DH-3 9 25 89.80 89.97 2.00 PLDT 793.7 729.1DH-3 11 30 108.50 109.04 6.50 PLDT 1134.2 1041.9DH-3 13 32 119.50 120.00 6.00 UCS 174.4 7,822 DH-3 13 32 120.05 120.14 1.06 PLDA 990.3 909.7DH-3 13 32 120.20 120.38 2.20 PLDT 1370.4 1258.8DH-3 14 34 131.60 131.89 3.50 PLDT 489.5 449.6DH-3 14 34 131.89 132.43 6.50 UCS 172.4 8,362 DH-3 16 38 148.00 148.25 3.00 PLDT 361.6 332.2DH-3 19 43 175.20 175.45 3.00 PLDT 353.3 324.5DH-3 19 43 175.45 175.91 5.50 UCS 166.1 3,221 DH-3 19 43 176.00 176.09 1.02 PLDA 336.2 308.8DH-3 20 46 189.00 189.29 3.50 PLDT 191.4 175.8DH-3 23 53 219.00 219.17 2.00 PLDT 209.2 192.2DH-3 23 53 219.17 219.86 8.30 UCS 166.4 4,275 DH-3 23 53 219.86 219.96 1.26 PLDA 166.7 153.1DH-3 24 55 230.70 230.99 3.50 PLDT 721.2 662.4DH-3 28 62 261.20 261.87 8.00 UCS 168.0 6,893 DH-3 28 62 261.87 262.10 2.80 PLDT 387.3 355.8DH-3 29 65 272.80 273.22 5.00 PLDT 1449.7 1331.6DH-3 29 65 273.22 273.30 1.02 PLDA 537.3 493.5DH-3 31 71 291.00 291.17 2.00 PLDT 2029.7 1846.4DH-3 31 71 291.30 291.39 1.10 PLDA 1370.7 1259.7DH-3 31 71 291.39 292.06 8.00 UCS 161.7 21,874 Notes: PLDT - Diametral Point Load TestPLDA - Axial Point Load TestUCS - Unconfined Compressive StrengthUCS, Method D - ASTMD 7012, Method DSampleTable B-1CSummary of Rock Strength Testing for DH-3Angoon Hydropower ProjectAdmiralty Island, AlaskaFile No. 18436-008-00Table B-1C | July 7, 20151 of 1
Boring Box RunSample Length (inches)TestDry Density(pcf)Specific GravityUnconfined Compressive Strength(psi)Young's Modulus(psi)Poisson's RatioPoint Load,IsPoint Load,Is(50)From ToDH-4 3 13 42.60 42.71 1.32PLDA162.3 149.1DH-4 3 13 42.71 42.88 2.00PLDT167.4 153.8DH-4 4 16 51.40 51.51 1.34PLDA396.7 364.4DH-4 5 18 58.54 58.71 2.00PLDT261.2 239.9DH-4 6 20 69.10 69.18 0.94PLDA430.9 395.9DH-4 7 21 70.80 71.51 8.50UCS170.5 9,192DH-4 8 24 84.60 84.71 1.34PLDA589.8 541.8DH-4 11 33 111.70 111.78 0.98PLDA457.8 420.6DH-4 12 35 121.00 121.12 1.46PLDA687.7 631.7DH-4 12 36 126.75 127.00 3.00PLDT198.1 182.0DH-4 13 39 133.50 133.63 1.50PLDA97.1 89.2DH-4 14 41 140.30 140.42 1.42PLDA476.5 437.7DH-4 14 43 147.85 148.50 7.80UCS167.5 7,809DH-4 16 45 160.80 160.91 1.34PLDA661.2 607.4DH-4 16 45 161.00 161.25 3.00PLDT351.6 323.0DH-4 19 50 186.09 186.20 1.34PLDA842.0 773.5Notes: PLDT - Diametral Point Load TestPLDA - Axial Point Load TestUCS - Unconfined Compressive StrengthUCS, Method D - ASTMD 7012, Method DSampleTable B-1DSummary of Rock Strength Testing for DH-4Angoon Hydropower ProjectAdmiralty Island, AlaskaFile No. 18436-008-00Table B-1D | July 7, 20151 of 1
Boring Box RunSample Length (inches)TestDry Density(pcf)Specific GravityUnconfined Compressive Strength(psi)Young's Modulus(psi)Poisson's RatioPoint Load,IsPoint Load,Is(50)From ToDH-5 1 1 56.00 56.11 1.30PLDA627.2 576.1DH-5 2 12 73.35 73.38 0.31PLDA240.8 221.2DH-5 2 12 73.38 73.60 2.69PLDT44.0 40.4DH-5 3 21 89.60 89.66 0.75PLDA255.2 234.4Notes: PLDT - Diametral Point Load TestPLDA - Axial Point Load TestUCS - Unconfined Compressive StrengthUCS, Method D - ASTMD 7012, Method DSampleTable B-1ESummary of Rock Strength Testing for DH-5Angoon Hydropower ProjectAdmiralty Island, AlaskaFile No. 18436-008-00Table B-1E | July 7, 20151 of 1
FIGURE B-2
ATTERBERG LIMITS TEST RESULTS
18436-008-00 SAS: SAS 12-16-14 EXPLORATIONNUMBERSOIL DESCRIPTIONSAMPLEDEPTH (ft)MOISTURECONTENT (%)LIQUIDLIMIT (%)PLASTICITYINDEX (%)DH-1DH-2DH-4320540824382430161012Clay with sand (CL)Clay with occasional gravel (CL)Clay with sand (CL)SYMBOL01020304050600 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMITPLASTICITY CHARTCL-MLML or OLCL or OLOH or MHCH or OH
APPENDIX C
Rock Permeability Testing
APPENDIX C
ROCK PERMEABILITY TESTING
General
Rock permeability tests (Lugeon tests) were completed at selected depth intervals in each of the rock core
borings shortly after completion of the boreholes. GeoEngineers selected the test intervals based on field
logs for each borehole. Test intervals were selected to provide rock permeability data on competent rock
zones with few if any visible discontinuities, as well as zones with highly fractured rock. A summary of the
packer testing results is presented on Table 2 of the report. Analytical data sheets for each test interval are
included in this Appendix. The testing intervals and calculated rock permeability values for each tested
interval are shown on the boring logs in Appendix A.
The following section describes the approach used for obtaining rock permeability information about the
rock formations and their hydraulic properties beneath the site.
Field Procedures
Each of the boreholes was tested incrementally for hydraulic conductivity by packer testing using the
Tigre Tierra standard pneumatic inflatable packer system with a double-packer setup. Ruen Drilling, Inc.
supplied the testing equipment and conducted all of the tests over a 10-foot or 20-foot test interval using
pneumatically inflated packers. Prior to conducting the downhole tests, a head loss test was completed on
the water conveyance piping. The results of the head loss test were used to calibrate the field results.
For each respective borehole, the static water level was measured using an electric water level indicator or
water pressure sensor before the packer apparatus was installed. A pressure sensor and data logger
system was installed in the bottom of the packer assembly to continuously record downhole pressure and
water level above the packer. A multi-stage flow test (Lugeon Test) was performed at each test interval.
Each test included the following basic steps:
a. Packer Installation
b. Packer Inflation
c. Injection testing at Stage 1 pressure
d. Injection testing at Stage 2 pressure
e. Injection testing at Stage 3 pressure
f. Re-test at ~Stage 2 pressure
g. Re-test at ~Stage 1 pressure
h. Packer Deflation
i. Packer Removal
Each of these steps is described in detail below. All measurements were taken and recorded as indicated,
together with the time of day.
July 7, 2015 |PageC-1
File No. 18436-008-00
Packer Installation and Inflation
QSP wireline inflatable packers Model A (for NQ core hole) packer system was used in a single- or
double-packer configuration (as appropriate) to test the desired interval. The packer testing intervals were
selected by inspecting rock core from the borings, and selecting a zone of competent rock in which to seat
the packers.
Prior to inflating the packers, the depth of the packer apparatus in the drillhole was verified and recorded.
The packers were inflated at the determined packer setting depth, to a pressure consistent with the
manufacturer’s recommendations; typically a maximum internal pressure of 200 pounds per square
inch (psi). The packer pressure was regularly monitored to detect possible leaks.
Packer Injection Pressures
For each test interval, three target injection pressures (P1 through P3) were determined using the Lugeon
test method and the following formula:
In English Units: Gauge pressure, P1 (psi) = 0.2 x depth in feet to test midpoint
Gauge pressure, P2 (psi) = 0.35 x depth in feet to test midpoint
Gauge pressure, P3 (psi) = 0.5 x depth in feet to test midpoint
Injection testing at Stage 1 pressure
The test was commenced by starting the water pump and partially opening the control valve until a pressure
of P1 was indicated on the flow pressure gauge. The pressure gauge generally was not adjusted again until
completion of the stage. The water flow volumes and gauge pressures were recorded each minute for a
minimum of 5 minutes. The packer inflation pressure was verified regularly.
Injection testing at Stage 2 pressure
After 5 minutes at P1, the control valve was partially opened until pressure P2 was indicated on the flow
pressure gauge. The pressure gauge generally was not adjusted again until completion of the stage.
The water flow volumes and gauge pressures were recorded each minute for a minimum of 5 minutes.
The packer inflation pressure was verified regularly.
Injection testing at Stage 3 pressure
After 5 minutes at P2 the control valve was opened until a pressure P3 was indicated on the flow pressure
gauge. The pressure gauge generally was not adjusted again until completion of the stage. The water flow
volumes and gauge pressures were recorded each minute for a minimum of 5 minutes. The packer inflation
pressure was verified regularly.
July 7, 2015 |PageC-2
File No. 18436-008-00
Re-test at Stage 2 pressure
After 5 minutes at P3, the control valve was partially closed to the previous setting until a pressure of ~P2
was indicated on the flow pressure gauge. The pressure gauge generally was not adjusted again until
completion of the stage. The water flow volumes and gauge pressures were recorded each minute for a
minimum of 5 minutes. The packer inflation pressure was verified regularly.
Re-test at Stage 1 pressure
After 5 minutes at ~P2, the control valve was partially closed to the previous setting until a pressure of ~P1
was indicated on the flow pressure gauge. The pressure gauge generally was not adjusted again until
completion of the stage. The water flow volumes and gauge pressures were recorded each minute for a
minimum of 5 minutes. After all five of the 5-minute flow stages were completed, the valve was closed and
the pump was turned off.
Packer Deflation and Removal
Following the tests, the packers were deflated and removed from the drillhole per manufacturer’s
instructions.
Water Depth Measurements
Depth to water was measured using an electric water level indicator calibrated in feet and tenths of feet.
Readings were taken from the same drill collar/casing reference point. A pressure sensor and data logger
system were also installed in the bottom of the packer assemblage to continuously record downhole
pressure and water level above the packer.
July 7, 2015 |PageC-3
File No. 18436-008-00
File No. 18436-008-00
Table C-1 | July 7, 2015 1 of 1
Boring Test #
Bottom of Interval
(feet)
Top of Interval
(feet)Lugeons Feet per Day
Centimeters per
Second
DH-1-T1.3 40 51 5.2 0.17 5.90E-05
DH-1-T2.3 30 40 27.3 0.88 3.10E-04
DH-1-T3.3 20 30 19.9 0.64 2.30E-04
DH-2-T1.3 40 50 0 0 1.40E-10
DH-2-T2.3 30 40 0 0 3.90E-10
DH-3-T1.3 280 290 0 0 3.80E-07
DH-3-T2.3 270 280 0.1 0 7.60E-07
DH-3-T3.3 255 265 0.1 0 8.40E-07
DH-3-T4.3 245 255 0.1 0 1.30E-06
DH-3-T5.3 230 240 0 0 4.70E-07
DH-3-T6.3 215 225 0.1 0 1.40E-06
DH-3-T7.3 205 215 0.4 0.01 4.50E-06
DH-3-T8.3 190 200 0 0 5.20E-07
DH-3-T9.3 175 185 0.1 0 5.70E-07
DH-3-T10.3 155 165 0.2 0.01 1.80E-06
DH-3-T11.3 145 155 0.3 0.01 3.30E-06
DH-3-T12.3 130 140 0.3 0.01 3.60E-06
DH-3-T13.3 115 125 0.3 0.01 3.50E-06
DH-3-T14.3 95 105 0.2 0.01 1.90E-06
DH-3-T15.3 75 85 0.4 0.01 4.40E-06
DH-3-T16.3 65 75 0 0 1.00E-10
DH-3-T17.3 53 63 0.1 0 1.50E-06
DH-3-T18.3 38 48 11 0.36 1.30E-04
DH-3-T19.3 26 36 126.6 4.09 1.40E-03
DH-3-T20.3 15 25 0.3 0.01 2.90E-06
DH-4-T1.3 184 194 1.4 0.05 1.60E-05
DH-4-T2.3 173 183 2 0.06 2.20E-05
DH-4-T3.3 163 173 1 0.03 1.10E-05
DH-4-T4.3 147 157 0 0 1.00E-10
DH-4-T5.3 132 142 0 0 1.00E-10
DH-4-T6.3 122 132 8.6 0.28 9.80E-05
DH-4-T7.3 105 115 0 0 1.00E-10
DH-4-T8.3 91 101 1.4 0.04 1.60E-05
DH-4-T9.3 75 85 0 0 1.00E-10
DH-4-T10.3 62 72 6.9 0.22 7.90E-05
DH-4-T11.3 50 60 0 0 1.00E-10
DH-4-T12.3 35 45 0.3 0.01 3.30E-06
DH-4-T13.3 28 38 47.7 1.54 5.40E-04
DH-5-T1.3 84 95 0 0 1.00E-10
DH-5-T2.3 74 85 0.1 0 1.20E-06
DH-5-T3.3 64 75 0.1 0 1.20E-06
DH-6-T1.3 40 50 0 0 1.00E-10
DH-6-T2.3 30 40 0 0 1.00E-10
Notes:
Table modified from Wesson et al. (1999).
Table C-1
Summary of Packer Test Results
Angoon Hydropower Project
Admiralty Island, Alaska
DH-1
DH-2
DH-3
DH-4
DH-5
DH-6
Project:Thayer Creek Test Interval:40.0 ft to 50.0 ft BH No:DH 1
Number:18436 008 00 Date:9/21/2014 Start:10:23 Test No:1
Elevation:304.84 ft Guage Height (ft):4.0 Finish:10:48 Total Depth (ft):51.0
Coordinates:2499359 E 2104709 N Lithology:Weath'rd Granodiorite Temp:51.35 °F Tested by:BHC
Hg Gauge height 4.00 ft
Hw Water column in pipe over packer 40.00 ft
Hwt Water column in pipe over test midpoint 45.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.20 ft
Hc Hydrostatic head on packer 21.80 ft
Hct Hydrostatic head on test midpoint 26.80 ft
Hw'Water column in pipe over packer (corrected)40.00 ft
Hwt'Water column in pipe over test midpoint (correct 45.00 ft
SWL'Static Water Level (corrected)18.20 ft
Hc'Hydrostatic head on packer (corrected)21.80 ft
Hct'Hydrostatic head on test midpoint (corrected)26.80 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 108 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 44.00 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 1 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
30.3 60 91.2 60 30
1 1.3 2.1 2.9 1.8 1.0
Qp (gpm)1.3 2.1 2.9 1.8 1.0
Qp (ft³/d)246 400 551 346 196
Hf (ft)0.625 1.455 2.558 1.129 0.423
Hnet (ft)91.4 159.0 229.9 159.4 90.9
K (ft/d)0.19 0.18 0.17 0.15 0.15
K (cm/s)6.6E 05 6.2E 05 5.9E 05 5.3E 05 5.3E 05
Lugeons 5.8 5.4 5.2 4.7 4.7
Flow, Q (gpm)
1
2
3
4
5
0
0.5
1
1.5
2
2.5
3
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 1 2 3 4 5 6
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #1 in Borehole DH 1
Figure C 1
Field Observations:
Project:Thayer Creek Test Interval:30.0 ft to 40.0 ft BH No:DH 1
Number:18436 008 00 Date:9/21/2014 Start:11:32 Test No:2
Elevation:304.84 ft Guage Height (ft):4.0 Finish:11:57 Total Depth (ft):51.0
Coordinates:2499359 E 2104709 N Lithology:Weath'rd Granodiorite Temp:52.7 °F Tested by:BHC
Hg Gauge height 4.00 ft
Hw Water column in pipe over packer 30.00 ft
Hwt Water column in pipe over test midpoint 35.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.20 ft
Hc Hydrostatic head on packer 11.80 ft
Hct Hydrostatic head on test midpoint 16.80 ft
Hw'Water column in pipe over packer (corrected)30.00 ft
Hwt'Water column in pipe over test midpoint (correct 35.00 ft
SWL'Static Water Level (corrected)18.20 ft
Hc'Hydrostatic head on packer (corrected)11.80 ft
Hct'Hydrostatic head on test midpoint (corrected)16.80 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 100 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 108 psi
Ppmin Minimum packer inflation pressure 200 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 34.00 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 1 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
21.6 35.4 49.2 35 19.8
2 4.1 6.2 7.9 5.8 3.5
Qp (gpm)4.1 6.2 7.9 5.8 3.5
Qp (ft³/d)797 1190 1513 1116 681
Hf (ft)4.955 10.308 16.090 9.171 3.734
Hnet (ft)67.0 93.5 119.5 93.7 64.1
K (ft/d)0.83 0.89 0.88 0.83 0.74
K (cm/s)2.9E 04 3.1E 04 3.1E 04 2.9E 04 2.6E 04
Lugeons 25.7 27.5 27.3 25.7 22.9
Flow, Q (gpm)
1
2
3
4
5
0
1
2
3
4
5
6
7
8
0 20 40 60 80 100 120 140Qp (gpm)
Hnet (ft)
0 5 10 15 20 25 30
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #2 in Borehole DH 1
Figure C 2
Field Observations:
Project:Thayer Creek Test Interval:20.0 ft to 30.0 ft BH No:DH 1
Number:18436 008 00 Date:9/21/2014 Start:12:10 Test No:3
Elevation:304.84 ft Guage Height (ft):4.0 Finish:12:35 Total Depth (ft):51.0
Coordinates:2499359 E 2104709 N Lithology:Weath'rd Granodiorite Temp:53.15 °F Tested by:BHC
Hg Gauge height 4.00 ft
Hw Water column in pipe over packer 20.00 ft
Hwt Water column in pipe over test midpoint 25.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.20 ft
Hc Hydrostatic head on packer 1.80 ft
Hct Hydrostatic head on test midpoint 6.80 ft
Hw'Water column in pipe over packer (corrected)20.00 ft
Hwt'Water column in pipe over test midpoint (correct 25.00 ft
SWL'Static Water Level (corrected)18.20 ft
Hc'Hydrostatic head on packer (corrected)1.80 ft
Hct'Hydrostatic head on test midpoint (corrected)6.80 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 108 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 24.00 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 1 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
15 30.4 45.4 30 14.8
3 1.6 4.2 5.7 3.4 1.8
Qp (gpm)1.6 4.2 5.7 3.4 1.8
Qp (ft³/d)308 808 1090 654 354
Hf (ft)0.913 5.080 8.759 3.467 1.165
Hnet (ft)55.9 87.2 118.1 87.9 55.1
K (ft/d)0.38 0.65 0.64 0.52 0.45
K (cm/s)1.4E 04 2.3E 04 2.3E 04 1.8E 04 1.6E 04
Lugeons 11.9 20.0 19.9 16.1 13.9
Flow, Q (gpm)
1
2
3
4
5
0
1
2
3
4
5
6
0 20 40 60 80 100 120 140Qp (gpm)
Hnet (ft)
0 5 10 15 20
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #3 in Borehole DH 1
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:40.0 ft to 50.0 ft BH No:DH 2
Number:18436 008 00 Date:9/19/2014 Start:13:14 Test No:1
Elevation:298.01 ft Guage Height (ft):3.8 Finish:13:39 Total Depth (ft):50.0
Coordinates:2499152 E 2104559 N Lithology:Weath'rd Granodiorite Temp:49.1 °F Tested by:BHC
Hg Gauge height 3.80 ft
Hw Water column in pipe over packer 40.00 ft
Hwt Water column in pipe over test midpoint 45.00 ft
SWL Static Water Level (Total Depth if hole is dry)3.50 ft
Hc Hydrostatic head on packer 36.50 ft
Hct Hydrostatic head on test midpoint 41.50 ft
Hw'Water column in pipe over packer (corrected)40.00 ft
Hwt'Water column in pipe over test midpoint (correct 45.00 ft
SWL'Static Water Level (corrected)3.50 ft
Hc'Hydrostatic head on packer (corrected)36.50 ft
Hct'Hydrostatic head on test midpoint (corrected)41.50 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 43.80 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 2 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
20 40 63.4 40 20
1 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)53.4 99.5 153.4 99.5 53.4
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.4E 10 1.1E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50E+00
2E 06
4E 06
6E 06
8E 06
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.00002 0.00004 0.00006
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #1 in Borehole DH 2
Figure C 2
Field Observations:
Project:Thayer Creek Test Interval:30.0 ft to 40.0 ft BH No:DH 2
Number:18436 008 00 Date:9/19/2014 Start:14:22 Test No:2
Elevation:298.01 ft Guage Height (ft):3.8 Finish:14:47 Total Depth (ft):50.0
Coordinates:2499152 E 2104559 N Lithology:Weath'rd Granodiorite Temp:48.2 °F Tested by:BHC
Hg Gauge height 3.80 ft
Hw Water column in pipe over packer 30.00 ft
Hwt Water column in pipe over test midpoint 35.00 ft
SWL Static Water Level (Total Depth if hole is dry)3.50 ft
Hc Hydrostatic head on packer 26.50 ft
Hct Hydrostatic head on test midpoint 31.50 ft
Hw'Water column in pipe over packer (corrected)30.00 ft
Hwt'Water column in pipe over test midpoint (correct 35.00 ft
SWL'Static Water Level (corrected)3.50 ft
Hc'Hydrostatic head on packer (corrected)26.50 ft
Hct'Hydrostatic head on test midpoint (corrected)31.50 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 33.80 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 2 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
15.8 30 45 30 15
2 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)43.7 76.4 111.0 76.4 41.9
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.4E 10 3.9E 10 3.3E 10 4.3E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
45
0E+00
2E 06
4E 06
6E 06
8E 06
1E 05
0 20 40 60 80 100 120Qp (gpm)
Hnet (ft)
0 0.00002 0.00004 0.00006 0.00008 0.0001
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #2 in Borehole DH 2
Figure C 2
Field Observations:
Project:Thayer Creek Test Interval:280.0 ft to 290.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start:10:49 Test No:1
Elevation:250.38 ft Guage Height (ft):2.5 Finish:11:14 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 280.00 ft
Hwt Water column in pipe over test midpoint 285.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 261.62 ft
Hct Hydrostatic head on test midpoint 266.62 ft
Hw'Water column in pipe over packer (corrected)197.99 ft
Hwt'Water column in pipe over test midpoint (correct 201.53 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)184.99 ft
Hct'Hydrostatic head on test midpoint (corrected)188.53 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 282.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
41.4 71.2 101.6 70.6 41.6
1 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 8 4 0 0
Hf (ft)0.000 0.003 0.001 0.000 0.000
Hnet (ft)110.9 179.6 249.7 178.2 111.4
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.1E 06 3.8E 07 1.0E 10 1.0E 10
Lugeons 0.0 0.1 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200 250 300Qp (gpm)
Hnet (ft)
0 0.025 0.05 0.075 0.1
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #1 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:270.0 ft to 280.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start:11:28 Test No:2
Elevation:250.38 ft Guage Height (ft):2.5 Finish:11:53 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 270.00 ft
Hwt Water column in pipe over test midpoint 275.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 251.62 ft
Hct Hydrostatic head on test midpoint 256.62 ft
Hw'Water column in pipe over packer (corrected)190.92 ft
Hwt'Water column in pipe over test midpoint (correct 194.45 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)177.92 ft
Hct'Hydrostatic head on test midpoint (corrected)181.46 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 272.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
41.6 71 101.8 70.4 40
2 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 8 0 0
Hf (ft)0.000 0.000 0.003 0.000 0.000
Hnet (ft)111.4 179.2 250.1 177.8 107.7
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 7.6E 07 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200 250 300Qp (gpm)
Hnet (ft)
0 0.025 0.05 0.075 0.1
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #2 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:255.0 ft to 265.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start:12:04 Test No:3
Elevation:250.38 ft Guage Height (ft):2.5 Finish:12:29 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 255.00 ft
Hwt Water column in pipe over test midpoint 260.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 236.62 ft
Hct Hydrostatic head on test midpoint 241.62 ft
Hw'Water column in pipe over packer (corrected)180.31 ft
Hwt'Water column in pipe over test midpoint (correct 183.85 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)167.32 ft
Hct'Hydrostatic head on test midpoint (corrected)170.85 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 257.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
41.6 66.6 91 66 41.2
3 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 8 8 0 0
Hf (ft)0.000 0.003 0.003 0.000 0.000
Hnet (ft)111.4 169.0 225.2 167.6 110.5
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.1E 06 8.4E 07 1.0E 10 1.0E 10
Lugeons 0.0 0.1 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 0.025 0.05 0.075 0.1
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #3 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:245.0 ft to 255.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start:12:45 Test No:4
Elevation:250.38 ft Guage Height (ft):2.5 Finish:13:05 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 245.00 ft
Hwt Water column in pipe over test midpoint 250.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 226.62 ft
Hct Hydrostatic head on test midpoint 231.62 ft
Hw'Water column in pipe over packer (corrected)173.24 ft
Hwt'Water column in pipe over test midpoint (correct 176.78 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)160.24 ft
Hct'Hydrostatic head on test midpoint (corrected)163.78 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 247.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
36 61.6 91.4 60.2 35.6
4 0.0 0.0 0.1 0.0 0.0
Qp (gpm)0.0 0.0 0.1 0.0 0.0
Qp (ft³/d)0 8 12 4 0
Hf (ft)0.000 0.003 0.005 0.001 0.000
Hnet (ft)98.5 157.5 226.2 154.3 97.6
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.2E 06 1.3E 06 6.1E 07 1.0E 10
Lugeons 0.0 0.1 0.1 0.1 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
40
0.05
0.1
0.15
0.2
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #4 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:230.0 ft to 240.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start:13:25 Test No:5
Elevation:250.38 ft Guage Height (ft):2.5 Finish:13:50 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 230.00 ft
Hwt Water column in pipe over test midpoint 235.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 211.62 ft
Hct Hydrostatic head on test midpoint 216.62 ft
Hw'Water column in pipe over packer (corrected)162.63 ft
Hwt'Water column in pipe over test midpoint (correct 166.17 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)149.64 ft
Hct'Hydrostatic head on test midpoint (corrected)153.17 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 232.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
30.6 61.2 81.2 61.8 30.4
5 0.0 0.1 0.0 0.0 0.0
Qp (gpm)0.0 0.1 0.0 0.0 0.0
Qp (ft³/d)0 15 4 0 0
Hf (ft)0.000 0.008 0.001 0.000 0.000
Hnet (ft)86.0 156.6 202.7 157.9 85.6
K (ft/d)0.00 0.01 0.00 0.00 0.00
K (cm/s)1.0E 10 2.4E 06 4.7E 07 1.0E 10 1.0E 10
Lugeons 0.0 0.2 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
40
0.05
0.1
0.15
0.2
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #5 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:215.0 ft to 225.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start:14:01 Test No:6
Elevation:250.38 ft Guage Height (ft):2.5 Finish:14:26 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 215.00 ft
Hwt Water column in pipe over test midpoint 220.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 196.62 ft
Hct Hydrostatic head on test midpoint 201.62 ft
Hw'Water column in pipe over packer (corrected)152.03 ft
Hwt'Water column in pipe over test midpoint (correct 155.56 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)139.03 ft
Hct'Hydrostatic head on test midpoint (corrected)142.57 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 217.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
31.4 56.2 81.4 55 29.75
6 0.0 0.0 0.1 0.0 0.0
Qp (gpm)0.0 0.0 0.1 0.0 0.0
Qp (ft³/d)0 8 12 0 0
Hf (ft)0.000 0.003 0.005 0.000 0.000
Hnet (ft)87.9 145.0 203.1 142.3 84.1
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.3E 06 1.4E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.1 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #6 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:205.0 ft to 215.0 ft BH No:DH 3
Number:18436 008 00 Date:9/25/2014 Start: Test No:7
Elevation:250.38 ft Guage Height (ft):2.5 Finish: Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:45.05 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 205.00 ft
Hwt Water column in pipe over test midpoint 210.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 186.62 ft
Hct Hydrostatic head on test midpoint 191.62 ft
Hw'Water column in pipe over packer (corrected)144.96 ft
Hwt'Water column in pipe over test midpoint (correct 148.49 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)131.96 ft
Hct'Hydrostatic head on test midpoint (corrected)135.50 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 207.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
31.6 51.6 75.2 50.2 30.4
7 0.1 0.2 0.2 0.1 0.0
Qp (gpm)0.1 0.2 0.2 0.1 0.0
Qp (ft³/d)12 42 35 15 0
Hf (ft)0.005 0.036 0.026 0.008 0.000
Hnet (ft)88.3 134.4 188.8 131.2 85.6
K (ft/d)0.01 0.02 0.01 0.01 0.00
K (cm/s)3.2E 06 7.8E 06 4.5E 06 2.9E 06 1.0E 10
Lugeons 0.3 0.7 0.4 0.3 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0.25
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.25 0.5 0.75 1
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #7 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:190.0 ft to 200.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:9:25 Test No:8
Elevation:250.38 ft Guage Height (ft):2.5 Finish:9:50 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 190.00 ft
Hwt Water column in pipe over test midpoint 195.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 171.62 ft
Hct Hydrostatic head on test midpoint 176.62 ft
Hw'Water column in pipe over packer (corrected)134.35 ft
Hwt'Water column in pipe over test midpoint (correct 137.89 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)121.35 ft
Hct'Hydrostatic head on test midpoint (corrected)124.89 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 192.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
31.2 51.2 71.6 49.6 30.2
8 0.0 0.1 0.0 0.0 0.0
Qp (gpm)0.0 0.1 0.0 0.0 0.0
Qp (ft³/d)0 12 4 0 0
Hf (ft)0.000 0.005 0.001 0.000 0.000
Hnet (ft)87.4 133.5 180.5 129.8 85.1
K (ft/d)0.00 0.01 0.00 0.00 0.00
K (cm/s)1.0E 10 2.1E 06 5.2E 07 1.0E 10 1.0E 10
Lugeons 0.0 0.2 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #8 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:175.0 ft to 185.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:10:00 Test No:9
Elevation:250.38 ft Guage Height (ft):2.5 Finish:10:25 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 175.00 ft
Hwt Water column in pipe over test midpoint 180.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 156.62 ft
Hct Hydrostatic head on test midpoint 161.62 ft
Hw'Water column in pipe over packer (corrected)123.74 ft
Hwt'Water column in pipe over test midpoint (correct 127.28 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)110.75 ft
Hct'Hydrostatic head on test midpoint (corrected)114.28 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 177.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
25.25 46.2 65 45 26
9 0.0 0.1 0.0 0.0 0.0
Qp (gpm)0.0 0.1 0.0 0.0 0.0
Qp (ft³/d)4 12 4 0 0
Hf (ft)0.001 0.005 0.001 0.000 0.000
Hnet (ft)73.7 122.0 165.3 119.2 75.4
K (ft/d)0.00 0.01 0.00 0.00 0.00
K (cm/s)1.3E 06 2.3E 06 5.7E 07 1.0E 10 1.0E 10
Lugeons 0.1 0.2 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15 0.2 0.25
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #9 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:155.0 ft to 165.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:10:39 Test No:10
Elevation:250.38 ft Guage Height (ft):2.5 Finish:11:04 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 155.00 ft
Hwt Water column in pipe over test midpoint 160.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 136.62 ft
Hct Hydrostatic head on test midpoint 141.62 ft
Hw'Water column in pipe over packer (corrected)109.60 ft
Hwt'Water column in pipe over test midpoint (correct 113.14 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)96.60 ft
Hct'Hydrostatic head on test midpoint (corrected)100.14 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 157.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
25.6 41.6 60.8 41.4 25.6
10 0.0 0.1 0.1 0.0 0.0
Qp (gpm)0.0 0.1 0.1 0.0 0.0
Qp (ft³/d)0 15 12 0 0
Hf (ft)0.000 0.008 0.005 0.000 0.000
Hnet (ft)74.5 111.4 155.6 110.9 74.5
K (ft/d)0.00 0.01 0.01 0.00 0.00
K (cm/s)1.0E 10 3.4E 06 1.8E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.3 0.2 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15 0.2 0.25 0.3
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #10 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:145.0 ft to 155.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:11:12 Test No:11
Elevation:250.38 ft Guage Height (ft):2.5 Finish:11:37 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 145.00 ft
Hwt Water column in pipe over test midpoint 150.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 126.62 ft
Hct Hydrostatic head on test midpoint 131.62 ft
Hw'Water column in pipe over packer (corrected)102.53 ft
Hwt'Water column in pipe over test midpoint (correct 106.07 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)89.53 ft
Hct'Hydrostatic head on test midpoint (corrected)93.07 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 147.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
21.2 41.4 55 41.4 21.8
11 0.0 0.1 0.1 0.0 0.0
Qp (gpm)0.0 0.1 0.1 0.0 0.0
Qp (ft³/d)0 27 19 4 0
Hf (ft)0.000 0.018 0.011 0.001 0.000
Hnet (ft)64.4 110.9 142.3 110.9 65.7
K (ft/d)0.00 0.02 0.01 0.00 0.00
K (cm/s)1.0E 10 6.0E 06 3.3E 06 8.5E 07 1.0E 10
Lugeons 0.0 0.5 0.3 0.1 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
450
0.05
0.1
0.15
0.2
0 50 100 150Qp (gpm)
Hnet (ft)
0 0.2 0.4 0.6 0.8 1
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #11 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:130.0 ft to 140.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:11:45 Test No:12
Elevation:250.38 ft Guage Height (ft):2.5 Finish:12:10 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 130.00 ft
Hwt Water column in pipe over test midpoint 135.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 111.62 ft
Hct Hydrostatic head on test midpoint 116.62 ft
Hw'Water column in pipe over packer (corrected)91.92 ft
Hwt'Water column in pipe over test midpoint (correct 95.46 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)78.93 ft
Hct'Hydrostatic head on test midpoint (corrected)82.46 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 132.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
21.2 35.6 50.8 36.2 20
12 0.0 0.1 0.1 0.0 0.0
Qp (gpm)0.0 0.1 0.1 0.0 0.0
Qp (ft³/d)0 15 19 4 0
Hf (ft)0.000 0.008 0.011 0.001 0.000
Hnet (ft)64.4 97.5 132.6 98.9 61.6
K (ft/d)0.00 0.01 0.01 0.00 0.00
K (cm/s)1.0E 10 3.9E 06 3.6E 06 9.6E 07 1.0E 10
Lugeons 0.0 0.3 0.3 0.1 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
450
0.05
0.1
0.15
0.2
0 20 40 60 80 100 120 140Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #12 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:115.0 ft to 125.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:12:26 Test No:13
Elevation:250.38 ft Guage Height (ft):2.5 Finish:12:51 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 115.00 ft
Hwt Water column in pipe over test midpoint 120.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 96.62 ft
Hct Hydrostatic head on test midpoint 101.62 ft
Hw'Water column in pipe over packer (corrected)81.32 ft
Hwt'Water column in pipe over test midpoint (correct 84.85 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)68.32 ft
Hct'Hydrostatic head on test midpoint (corrected)71.86 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 117.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
21.2 31 40.8 31 20.6
13 0.0 0.0 0.1 0.0 0.0
Qp (gpm)0.0 0.0 0.1 0.0 0.0
Qp (ft³/d)0 8 15 0 0
Hf (ft)0.000 0.003 0.008 0.000 0.000
Hnet (ft)64.4 86.9 109.5 87.0 63.0
K (ft/d)0.00 0.01 0.01 0.00 0.00
K (cm/s)1.0E 10 2.2E 06 3.5E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.2 0.3 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 20 40 60 80 100 120Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #13 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:95.0 ft to 105.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:12:57 Test No:14
Elevation:250.38 ft Guage Height (ft):2.5 Finish:13:22 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 95.00 ft
Hwt Water column in pipe over test midpoint 100.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 76.62 ft
Hct Hydrostatic head on test midpoint 81.62 ft
Hw'Water column in pipe over packer (corrected)67.18 ft
Hwt'Water column in pipe over test midpoint (correct 70.71 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)54.18 ft
Hct'Hydrostatic head on test midpoint (corrected)57.71 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 97.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
15.8 25.8 35.8 25 15
14 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 4 8 0 0
Hf (ft)0.000 0.001 0.003 0.000 0.000
Hnet (ft)51.9 75.0 98.0 73.1 50.1
K (ft/d)0.00 0.00 0.01 0.00 0.00
K (cm/s)1.0E 10 1.3E 06 1.9E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.1 0.2 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 20 40 60 80 100 120Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15 0.2
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #14 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:75.0 ft to 85.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:13:35 Test No:15
Elevation:250.38 ft Guage Height (ft):2.5 Finish:14:00 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 75.00 ft
Hwt Water column in pipe over test midpoint 80.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 56.62 ft
Hct Hydrostatic head on test midpoint 61.62 ft
Hw'Water column in pipe over packer (corrected)53.03 ft
Hwt'Water column in pipe over test midpoint (correct 56.57 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)40.04 ft
Hct'Hydrostatic head on test midpoint (corrected)43.57 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 77.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
10.6 20.8 30.8 20.2 9.8
15 0.0 0.1 0.1 0.0 0.0
Qp (gpm)0.0 0.1 0.1 0.0 0.0
Qp (ft³/d)0 12 15 0 0
Hf (ft)0.000 0.005 0.008 0.000 0.000
Hnet (ft)39.9 63.4 86.5 62.1 38.1
K (ft/d)0.00 0.01 0.01 0.00 0.00
K (cm/s)1.0E 10 4.5E 06 4.4E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.4 0.4 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 20 40 60 80 100Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #15 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:65.0 ft to 75.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:14:07 Test No:16
Elevation:250.38 ft Guage Height (ft):2.5 Finish:14:32 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 65.00 ft
Hwt Water column in pipe over test midpoint 70.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 46.62 ft
Hct Hydrostatic head on test midpoint 51.62 ft
Hw'Water column in pipe over packer (corrected)45.96 ft
Hwt'Water column in pipe over test midpoint (correct 49.50 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)32.97 ft
Hct'Hydrostatic head on test midpoint (corrected)36.50 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 67.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
10 20.2 25 20.2 10.6
16 0.0 0.0 0.0 0.0 0.2
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 8 0 0 0
Hf (ft)0.000 0.003 0.000 0.000 0.000
Hnet (ft)38.5 62.1 73.1 62.1 39.9
K (ft/d)0.00 0.01 0.00 0.00 0.00
K (cm/s)1.0E 10 3.1E 06 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.3 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0 20 40 60 80Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #16 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:53.0 ft to 63.0 ft BH No:DH 3
Number:18436 008 00 Date:9/26/2014 Start:14:41 Test No:17
Elevation:250.38 ft Guage Height (ft):2.5 Finish:15:06 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:44.15 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 53.00 ft
Hwt Water column in pipe over test midpoint 58.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 34.62 ft
Hct Hydrostatic head on test midpoint 39.62 ft
Hw'Water column in pipe over packer (corrected)37.48 ft
Hwt'Water column in pipe over test midpoint (correct 41.01 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)24.48 ft
Hct'Hydrostatic head on test midpoint (corrected)28.02 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 55.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
10.4 15.2 20.4 15.4 10.4
17 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 4 4 0 0
Hf (ft)0.000 0.001 0.001 0.000 0.000
Hnet (ft)39.5 50.5 62.5 51.0 39.5
K (ft/d)0.00 0.01 0.00 0.00 0.00
K (cm/s)1.0E 10 1.9E 06 1.5E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.2 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.05
0.1
0.15
0.2
0 10 20 30 40 50 60 70Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15 0.2
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #17 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:38.0 ft to 48.0 ft BH No:DH 3
Number:18436 008 00 Date:9/27/2014 Start:8:45 Test No:18
Elevation:250.38 ft Guage Height (ft):2.5 Finish:9:10 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:47.3 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 38.00 ft
Hwt Water column in pipe over test midpoint 43.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 19.62 ft
Hct Hydrostatic head on test midpoint 24.62 ft
Hw'Water column in pipe over packer (corrected)26.87 ft
Hwt'Water column in pipe over test midpoint (correct 30.41 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)13.87 ft
Hct'Hydrostatic head on test midpoint (corrected)17.41 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 40.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
6.8 11.6 17.2 11.6 5.8
18 0.0 0.6 1.4 0.5 0.1
Qp (gpm)0.0 0.6 1.4 0.5 0.1
Qp (ft³/d)0 108 277 92 15
Hf (ft)0.000 0.158 0.779 0.122 0.008
Hnet (ft)31.2 42.1 54.4 42.1 28.9
K (ft/d)0.00 0.18 0.36 0.15 0.04
K (cm/s)1.0E 10 6.3E 05 1.3E 04 5.4E 05 1.3E 05
Lugeons 0.0 5.5 11.0 4.7 1.2
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
5
0
0.5
1
1.5
2
0 10 20 30 40 50 60Qp (gpm)
Hnet (ft)
0 2 4 6 8 10 12
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #18 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:26.0 ft to 36.0 ft BH No:DH 3
Number:18436 008 00 Date:9/27/2014 Start:9:19 Test No:19
Elevation:250.38 ft Guage Height (ft):2.5 Finish:9:44 Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:52.7 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 26.00 ft
Hwt Water column in pipe over test midpoint 31.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 7.62 ft
Hct Hydrostatic head on test midpoint 12.62 ft
Hw'Water column in pipe over packer (corrected)18.38 ft
Hwt'Water column in pipe over test midpoint (correct 21.92 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)5.39 ft
Hct'Hydrostatic head on test midpoint (corrected)8.92 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 28.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
5.6 7 11.2 8 4.2
19 1.4 1.8 7.8 6.9 6.1
Qp (gpm)1.4 1.8 7.8 6.9 6.1
Qp (ft³/d)273 339 1498 1324 1170
Hf (ft)0.743 1.080 15.787 12.567 10.003
Hnet (ft)27.7 30.6 25.5 21.4 15.2
K (ft/d)0.69 0.77 4.09 4.32 5.38
K (cm/s)2.4E 04 2.7E 04 1.4E 03 1.5E 03 1.9E 03
Lugeons 21.3 23.9 126.6 133.8 166.5
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
45
0
2
4
6
8
10
0 5 10 15 20 25 30 35Qp (gpm)
Hnet (ft)
0 25 50 75 100 125 150 175
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #19 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:15.0 ft to 25.0 ft BH No:DH 3
Number:18436 008 00 Date:9/27/2014 Start: Test No:20
Elevation:250.38 ft Guage Height (ft):2.5 Finish: Total Depth (ft):293.5
Coordinates:2498551 E 2104367 N Lithology:anodiorite, Schist, Marble Temp:47.3 °F Tested by:BHC
Hg Gauge height 2.50 ft
Hw Water column in pipe over packer 15.00 ft
Hwt Water column in pipe over test midpoint 20.00 ft
SWL Static Water Level (Total Depth if hole is dry)18.38 ft
Hc Hydrostatic head on packer 3.38 ft
Hct Hydrostatic head on test midpoint 1.62 ft
Hw'Water column in pipe over packer (corrected)10.61 ft
Hwt'Water column in pipe over test midpoint (correct 14.14 ft
SWL'Static Water Level (corrected)13.00 ft
Hc'Hydrostatic head on packer (corrected)2.39 ft
Hct'Hydrostatic head on test midpoint (corrected)1.15 ft
Inclination from horizontal 45 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 106 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 17.50 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 3 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
4.4 6.4 7.4 5.8 4.2
20 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 4 0 0
Hf (ft)0.000 0.000 0.001 0.000 0.000
Hnet (ft)25.6 30.2 32.6 28.9 25.2
K (ft/d)0.00 0.00 0.01 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 2.9E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.3 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.01
0.02
0.03
0.04
0.05
0 5 10 15 20 25 30 35Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #20 in Borehole DH 3
Figure C 3
Field Observations:
Project:Thayer Creek Test Interval:184.0 ft to 194.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:12:43 Test No:1
Elevation:261.91 ft Guage Height (ft):4.4 Finish:13:08 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 184.00 ft
Hwt Water column in pipe over test midpoint 189.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 179.00 ft
Hct Hydrostatic head on test midpoint 184.00 ft
Hw'Water column in pipe over packer (corrected)184.00 ft
Hwt'Water column in pipe over test midpoint (correct 189.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)179.00 ft
Hct'Hydrostatic head on test midpoint (corrected)184.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 188.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
38 67.2 95.8 67.4 38.4
1 0.4 0.5 0.8 0.5 0.3
Qp (gpm)0.4 0.5 0.8 0.5 0.3
Qp (ft³/d)73 104 150 96 54
Hf (ft)0.085 0.151 0.278 0.133 0.052
Hnet (ft)96.9 164.1 229.9 164.6 97.9
K (ft/d)0.05 0.04 0.05 0.04 0.04
K (cm/s)1.9E 05 1.6E 05 1.6E 05 1.4E 05 1.4E 05
Lugeons 1.6 1.4 1.4 1.3 1.2
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
5
0
0.2
0.4
0.6
0.8
1
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 0.5 1 1.5 2
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #1 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:173.0 ft to 183.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:12:06 Test No:2
Elevation:261.91 ft Guage Height (ft):4.4 Finish:12:31 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 173.00 ft
Hwt Water column in pipe over test midpoint 178.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 168.00 ft
Hct Hydrostatic head on test midpoint 173.00 ft
Hw'Water column in pipe over packer (corrected)173.00 ft
Hwt'Water column in pipe over test midpoint (correct 178.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)168.00 ft
Hct'Hydrostatic head on test midpoint (corrected)173.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 177.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
36.6 62.6 89.4 62 35
2 0.8 0.8 1.0 0.6 0.3
Qp (gpm)0.8 0.8 1.0 0.6 0.3
Qp (ft³/d)158 162 196 112 65
Hf (ft)0.302 0.315 0.437 0.170 0.071
Hnet (ft)93.5 153.4 215.0 152.1 90.0
K (ft/d)0.12 0.07 0.06 0.05 0.05
K (cm/s)4.2E 05 2.6E 05 2.2E 05 1.8E 05 1.8E 05
Lugeons 3.6 2.3 2.0 1.6 1.6
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
5
0
0.25
0.5
0.75
1
1.25
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 1 2 3 4 5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #2 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:163.0 ft to 173.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:11:24 Test No:3
Elevation:261.91 ft Guage Height (ft):4.4 Finish:11:49 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 163.00 ft
Hwt Water column in pipe over test midpoint 168.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 158.00 ft
Hct Hydrostatic head on test midpoint 163.00 ft
Hw'Water column in pipe over packer (corrected)163.00 ft
Hwt'Water column in pipe over test midpoint (correct 168.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)158.00 ft
Hct'Hydrostatic head on test midpoint (corrected)163.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 167.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
35.2 60.8 84.4 59 35
3 0.3 0.4 0.5 0.3 0.1
Qp (gpm)0.3 0.4 0.5 0.3 0.1
Qp (ft³/d)62 85 92 50 23
Hf (ft)0.064 0.108 0.124 0.046 0.014
Hnet (ft)90.5 149.4 203.8 145.3 90.1
K (ft/d)0.05 0.04 0.03 0.02 0.02
K (cm/s)1.7E 05 1.4E 05 1.1E 05 8.5E 06 6.3E 06
Lugeons 1.5 1.2 1.0 0.7 0.6
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
45
0
0.25
0.5
0.75
1
0 50 100 150 200 250Qp (gpm)
Hnet (ft)
0 0.25 0.5 0.75 1 1.25 1.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #3 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:147.0 ft to 157.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:10:48 Test No:4
Elevation:261.91 ft Guage Height (ft):4.4 Finish:11:13 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 147.00 ft
Hwt Water column in pipe over test midpoint 152.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 142.00 ft
Hct Hydrostatic head on test midpoint 147.00 ft
Hw'Water column in pipe over packer (corrected)147.00 ft
Hwt'Water column in pipe over test midpoint (correct 152.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)142.00 ft
Hct'Hydrostatic head on test midpoint (corrected)147.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 151.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
30 52.8 76.8 53 30
4 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)4 4 0 0 0
Hf (ft)0.001 0.001 0.000 0.000 0.000
Hnet (ft)78.5 131.1 186.4 131.6 78.6
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.2E 06 7.2E 07 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.1 0.1 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.01
0.02
0.03
0.04
0.05
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15 0.2 0.25
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #4 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:132.0 ft to 142.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:10:12 Test No:5
Elevation:261.91 ft Guage Height (ft):4.4 Finish:10:37 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 132.00 ft
Hwt Water column in pipe over test midpoint 137.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 127.00 ft
Hct Hydrostatic head on test midpoint 132.00 ft
Hw'Water column in pipe over packer (corrected)132.00 ft
Hwt'Water column in pipe over test midpoint (correct 137.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)127.00 ft
Hct'Hydrostatic head on test midpoint (corrected)132.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 136.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
27 48 69 48 27
5 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)71.6 120.0 168.4 120.0 71.6
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.01
0.02
0.03
0.04
0.05
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.05 0.1 0.15 0.2 0.25
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #5 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:122.0 ft to 132.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start: Test No:6
Elevation:261.91 ft Guage Height (ft):4.4 Finish: Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:48.2 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 122.00 ft
Hwt Water column in pipe over test midpoint 127.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 117.00 ft
Hct Hydrostatic head on test midpoint 122.00 ft
Hw'Water column in pipe over packer (corrected)122.00 ft
Hwt'Water column in pipe over test midpoint (correct 127.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)117.00 ft
Hct'Hydrostatic head on test midpoint (corrected)122.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 126.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
25.4 45 63.8 43.6 24.8
6 2.4 2.7 3.2 1.8 0.9
Qp (gpm)2.4 2.7 3.2 1.8 0.9
Qp (ft³/d)454 520 608 339 181
Hf (ft)1.839 2.334 3.089 1.099 0.374
Hnet (ft)66.1 110.8 153.4 108.8 66.2
K (ft/d)0.48 0.33 0.28 0.22 0.19
K (cm/s)1.7E 04 1.2E 04 9.8E 05 7.7E 05 6.7E 05
Lugeons 14.8 10.1 8.6 6.7 5.9
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
5
0
1
2
3
4
5
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 2.5 5 7.5 10 12.5 15
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #6 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:105.0 ft to 115.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:8:54 Test No:7
Elevation:261.91 ft Guage Height (ft):4.4 Finish:9:19 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:43.7 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 105.00 ft
Hwt Water column in pipe over test midpoint 110.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 100.00 ft
Hct Hydrostatic head on test midpoint 105.00 ft
Hw'Water column in pipe over packer (corrected)105.00 ft
Hwt'Water column in pipe over test midpoint (correct 110.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)100.00 ft
Hct'Hydrostatic head on test midpoint (corrected)105.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 109.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
22 39 55 39 22
7 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)60.1 99.3 136.2 99.3 60.1
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
1
2
3
4
5
0 50 100 150Qp (gpm)
Hnet (ft)
0 2.5 5 7.5 10 12.5 15
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #7 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:91.0 ft to 101.0 ft BH No:DH 4
Number:18436 008 00 Date:9/29/2014 Start:8:11 Test No:8
Elevation:261.91 ft Guage Height (ft):4.4 Finish:8:36 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 91.00 ft
Hwt Water column in pipe over test midpoint 96.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 86.00 ft
Hct Hydrostatic head on test midpoint 91.00 ft
Hw'Water column in pipe over packer (corrected)91.00 ft
Hwt'Water column in pipe over test midpoint (correct 96.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)86.00 ft
Hct'Hydrostatic head on test midpoint (corrected)91.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 95.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
19.8 34.6 48 34 27.6
8 0.4 0.5 0.4 0.3 0.2
Qp (gpm)0.4 0.5 0.4 0.3 0.2
Qp (ft³/d)73 104 77 54 31
Hf (ft)0.085 0.151 0.092 0.052 0.022
Hnet (ft)55.0 89.0 119.9 87.7 73.0
K (ft/d)0.09 0.08 0.04 0.04 0.03
K (cm/s)3.3E 05 2.9E 05 1.6E 05 1.5E 05 1.0E 05
Lugeons 2.9 2.5 1.4 1.3 0.9
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
45
0
0.25
0.5
0.75
1
0 20 40 60 80 100 120 140Qp (gpm)
Hnet (ft)
0 0.5 1 1.5 2 2.5 3
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #8 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:75.0 ft to 85.0 ft BH No:DH 4
Number:18436 008 00 Date:9/28/2014 Start:15:48 Test No:9
Elevation:261.91 ft Guage Height (ft):4.4 Finish:16:13 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:44.6 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 75.00 ft
Hwt Water column in pipe over test midpoint 80.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 70.00 ft
Hct Hydrostatic head on test midpoint 75.00 ft
Hw'Water column in pipe over packer (corrected)75.00 ft
Hwt'Water column in pipe over test midpoint (correct 80.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)70.00 ft
Hct'Hydrostatic head on test midpoint (corrected)75.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 79.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
16 28.2 40 28 16
9 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)46.3 74.4 101.6 73.9 46.3
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.25
0.5
0.75
1
0 20 40 60 80 100 120Qp (gpm)
Hnet (ft)
0 0.5 1 1.5 2 2.5 3
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #9 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:62.0 ft to 72.0 ft BH No:DH 4
Number:18436 008 00 Date:9/28/2014 Start:15:13 Test No:10
Elevation:261.91 ft Guage Height (ft):4.4 Finish:15:38 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:47.3 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 62.00 ft
Hwt Water column in pipe over test midpoint 67.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 57.00 ft
Hct Hydrostatic head on test midpoint 62.00 ft
Hw'Water column in pipe over packer (corrected)62.00 ft
Hwt'Water column in pipe over test midpoint (correct 67.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)57.00 ft
Hct'Hydrostatic head on test midpoint (corrected)62.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 66.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
13 23.2 35 22.8 13
10 0.5 1.2 1.5 0.8 0.4
Qp (gpm)0.5 1.2 1.5 0.8 0.4
Qp (ft³/d)94 223 285 154 85
Hf (ft)0.126 0.537 0.816 0.286 0.106
Hnet (ft)39.2 62.3 89.3 61.7 39.3
K (ft/d)0.17 0.25 0.22 0.17 0.15
K (cm/s)5.9E 05 8.8E 05 7.9E 05 6.1E 05 5.3E 05
Lugeons 5.2 7.7 6.9 5.4 4.7
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
5
0
0.5
1
1.5
2
0 20 40 60 80 100Qp (gpm)
Hnet (ft)
0 2 4 6 8 10
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #10 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:50.0 ft to 60.0 ft BH No:DH 4
Number:18436 008 00 Date:9/28/2014 Start:14:36 Test No:11
Elevation:261.91 ft Guage Height (ft):4.4 Finish:15:01 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:43.7 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 50.00 ft
Hwt Water column in pipe over test midpoint 55.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 45.00 ft
Hct Hydrostatic head on test midpoint 50.00 ft
Hw'Water column in pipe over packer (corrected)50.00 ft
Hwt'Water column in pipe over test midpoint (correct 55.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)45.00 ft
Hct'Hydrostatic head on test midpoint (corrected)50.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 54.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
11 19 28.2 19 11
11 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)34.8 53.2 74.4 53.2 34.8
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.5
1
1.5
2
0 20 40 60 80Qp (gpm)
Hnet (ft)
0 2 4 6 8 10
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #11 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:35.0 ft to 45.0 ft BH No:DH 4
Number:18436 008 00 Date:9/28/2014 Start:13:55 Test No:12
Elevation:261.91 ft Guage Height (ft):4.4 Finish:14:20 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:47.3 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 35.00 ft
Hwt Water column in pipe over test midpoint 40.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 30.00 ft
Hct Hydrostatic head on test midpoint 35.00 ft
Hw'Water column in pipe over packer (corrected)35.00 ft
Hwt'Water column in pipe over test midpoint (correct 40.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)30.00 ft
Hct'Hydrostatic head on test midpoint (corrected)35.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 39.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
8 14 20.8 14 8.6
12 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 8 0 0
Hf (ft)0.000 0.000 0.003 0.000 0.000
Hnet (ft)27.8 41.7 57.3 41.7 29.2
K (ft/d)0.00 0.00 0.01 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 3.3E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.3 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.05
0.1
0.15
0.2
0.25
0 10 20 30 40 50 60 70Qp (gpm)
Hnet (ft)
0 0.25 0.5 0.75 1
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #12 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:28.0 ft to 38.0 ft BH No:DH 4
Number:18436 008 00 Date:9/28/2014 Start:13:16 Test No:13
Elevation:261.91 ft Guage Height (ft):4.4 Finish:13:41 Total Depth (ft):200.3
Coordinates:2498101 E 2103054 N Lithology:Schist, Marble Temp:48.2 °F Tested by:BHC
Hg Gauge height 4.40 ft
Hw Water column in pipe over packer 28.00 ft
Hwt Water column in pipe over test midpoint 33.00 ft
SWL Static Water Level (Total Depth if hole is dry)5.00 ft
Hc Hydrostatic head on packer 23.00 ft
Hct Hydrostatic head on test midpoint 28.00 ft
Hw'Water column in pipe over packer (corrected)28.00 ft
Hwt'Water column in pipe over test midpoint (correct 33.00 ft
SWL'Static Water Level (corrected)5.00 ft
Hc'Hydrostatic head on packer (corrected)23.00 ft
Hct'Hydrostatic head on test midpoint (corrected)28.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 102 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 32.40 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 4 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
7 11 16.8 10.8 3.78
13 0.0 0.0 4.8 5.8 3.8
Qp (gpm)0.0 0.0 4.8 5.8 3.8
Qp (ft³/d)0 0 920 1124 728
Hf (ft)0.000 0.000 6.516 9.394 4.261
Hnet (ft)25.5 34.8 41.6 24.9 13.9
K (ft/d)0.00 0.00 1.54 3.15 3.66
K (cm/s)1.0E 10 1.0E 10 5.4E 04 1.1E 03 1.3E 03
Lugeons 0.0 0.0 47.7 97.5 113.4
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
34
5
0
2
4
6
8
10
0 10 20 30 40 50Qp (gpm)
Hnet (ft)
0 25 50 75 100 125
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Isalnd, Alaska
Packer Test #13 in Borehole DH 4
Figure C 4
Field Observations:
Project:Thayer Creek Test Interval:83.9 ft to 95.0 ft BH No:DH 5
Number:18436 008 00 Date:10/3/2014 Start:9:18 Test No:1
Elevation:141.86 ft Guage Height (ft):4.1 Finish:9:43 Total Depth (ft):100.0
Coordinates:2497757 E 2100103 N Lithology:SM 0 50', wthr'd schist Temp:44.15 °F Tested by:RNM
Hg Gauge height 4.10 ft
Hw Water column in pipe over packer 83.90 ft
Hwt Water column in pipe over test midpoint 89.45 ft
SWL Static Water Level (Total Depth if hole is dry)54.90 ft
Hc Hydrostatic head on packer 29.00 ft
Hct Hydrostatic head on test midpoint 34.55 ft
Hw'Water column in pipe over packer (corrected)83.90 ft
Hwt'Water column in pipe over test midpoint (correct 89.45 ft
SWL'Static Water Level (corrected)54.90 ft
Hc'Hydrostatic head on packer (corrected)29.00 ft
Hct'Hydrostatic head on test midpoint (corrected)34.55 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 360 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 124 psi
Ppmin Minimum packer inflation pressure 384 psi
Ppmax Maximum packer inflation pressure 384 psi
rb Borehole radius 0.125 ft
L Length of test section 11.10 ft
Lp Length of discharge pipe 88.00 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 11 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 5 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
18 32 45 32 18
1 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)100.5 132.8 162.7 132.8 100.5
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.02
0.04
0.06
0.08
0.1
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.005 0.01
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #1 in Borehole DH 5
Figure C 5
Field Observations:
Project:Thayer Creek Test Interval:74.0 ft to 85.0 ft BH No:DH 5
Number:18436 008 00 Date:10/3/2014 Start:9:52 Test No:2
Elevation:141.86 ft Guage Height (ft):4.1 Finish:10:17 Total Depth (ft):100.0
Coordinates:2497757 E 2100103 N Lithology:SM 0 50', wthr'd schist Temp:44.15 °F Tested by:RNM
Hg Gauge height 4.10 ft
Hw Water column in pipe over packer 74.00 ft
Hwt Water column in pipe over test midpoint 79.50 ft
SWL Static Water Level (Total Depth if hole is dry)54.90 ft
Hc Hydrostatic head on packer 19.10 ft
Hct Hydrostatic head on test midpoint 24.60 ft
Hw'Water column in pipe over packer (corrected)74.00 ft
Hwt'Water column in pipe over test midpoint (correct 79.50 ft
SWL'Static Water Level (corrected)54.90 ft
Hc'Hydrostatic head on packer (corrected)19.10 ft
Hct'Hydrostatic head on test midpoint (corrected)24.60 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 360 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 124 psi
Ppmin Minimum packer inflation pressure 379 psi
Ppmax Maximum packer inflation pressure 379 psi
rb Borehole radius 0.125 ft
L Length of test section 11.00 ft
Lp Length of discharge pipe 78.10 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 11 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 5 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
16 28 40 28 16
2 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 8 0 0
Hf (ft)0.000 0.000 0.003 0.000 0.000
Hnet (ft)95.9 123.5 151.2 123.5 95.9
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.2E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2
3
4
50
0.01
0.02
0.03
0.04
0.05
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #2 in Borehole DH 5
Figure C 5
Field Observations:
Project:Thayer Creek Test Interval:64.0 ft to 75.0 ft BH No:DH 5
Number:18436 008 00 Date:10/3/2014 Start:10:27 Test No:3
Elevation:141.86 ft Guage Height (ft):4.1 Finish:10:52 Total Depth (ft):100.0
Coordinates:2497757 E 2100103 N Lithology:SM 0 50', wthr'd schist Temp:44.15 °F Tested by:RNM
Hg Gauge height 4.10 ft
Hw Water column in pipe over packer 64.00 ft
Hwt Water column in pipe over test midpoint 69.50 ft
SWL Static Water Level (Total Depth if hole is dry)54.90 ft
Hc Hydrostatic head on packer 9.10 ft
Hct Hydrostatic head on test midpoint 14.60 ft
Hw'Water column in pipe over packer (corrected)64.00 ft
Hwt'Water column in pipe over test midpoint (correct 69.50 ft
SWL'Static Water Level (corrected)54.90 ft
Hc'Hydrostatic head on packer (corrected)9.10 ft
Hct'Hydrostatic head on test midpoint (corrected)14.60 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 124 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 11.00 ft
Lp Length of discharge pipe 68.10 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 11 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 5 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
16 28 40 28 16
3 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 8 8 0 0
Hf (ft)0.000 0.003 0.003 0.000 0.000
Hnet (ft)95.9 123.5 151.2 123.5 95.9
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.4E 06 1.2E 06 1.0E 10 1.0E 10
Lugeons 0.0 0.1 0.1 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.01
0.02
0.03
0.04
0.05
0 50 100 150 200Qp (gpm)
Hnet (ft)
0 0.1 0.2 0.3 0.4 0.5
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #3 in Borehole DH 5
Figure C 5
Field Observations:
Project:Thayer Creek Test Interval:40.0 ft to 50.0 ft BH No:DH 6
Number:18436 008 00 Date:10/1/2014 Start:15:14 Test No:1
Elevation:45.45 ft Guage Height (ft):5.1 Finish:15:39 Total Depth (ft):50.0
Coordinates:2497518 E 2099852 N Lithology:weathered rock Temp:44.15 °F Tested by:BHC
Hg Gauge height 5.10 ft
Hw Water column in pipe over packer 40.00 ft
Hwt Water column in pipe over test midpoint 45.00 ft
SWL Static Water Level (Total Depth if hole is dry)10.00 ft
Hc Hydrostatic head on packer 30.00 ft
Hct Hydrostatic head on test midpoint 35.00 ft
Hw'Water column in pipe over packer (corrected)40.00 ft
Hwt'Water column in pipe over test midpoint (correct 45.00 ft
SWL'Static Water Level (corrected)10.00 ft
Hc'Hydrostatic head on packer (corrected)30.00 ft
Hct'Hydrostatic head on test midpoint (corrected)35.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 104 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 45.10 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 6 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
9 16 23 16 9
1 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)35.8 52.0 68.1 52.0 35.8
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.02
0.04
0.06
0.08
0.1
0 20 40 60 80Qp (gpm)
Hnet (ft)
0 0.005 0.01
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #1 in Borehole DH 6
Figure C 6
Field Observations:
Project:Thayer Creek Test Interval:30.0 ft to 40.0 ft BH No:DH 6
Number:18436 008 00 Date:10/1/2014 Start: Test No:2
Elevation:45.45 ft Guage Height (ft):5.1 Finish: Total Depth (ft):50.0
Coordinates:2497518 E 2099852 N Lithology:weathered rock Temp:44.15 °F Tested by:BHC
Hg Gauge height 5.10 ft
Hw Water column in pipe over packer 30.00 ft
Hwt Water column in pipe over test midpoint 35.00 ft
SWL Static Water Level (Total Depth if hole is dry)10.00 ft
Hc Hydrostatic head on packer 20.00 ft
Hct Hydrostatic head on test midpoint 25.00 ft
Hw'Water column in pipe over packer (corrected)30.00 ft
Hwt'Water column in pipe over test midpoint (correct 35.00 ft
SWL'Static Water Level (corrected)10.00 ft
Hc'Hydrostatic head on packer (corrected)20.00 ft
Hct'Hydrostatic head on test midpoint (corrected)25.00 ft
Inclination from horizontal 90 °
Ps Packer stretch pressure 60 psi
Pwmax Maximum packer working pressure 185 psi
Pgmax Maximum anticipated gauge pressure 100 psi
Pnip Net injection pressure at packer 104 psi
Ppmin Minimum packer inflation pressure 300 psi
Ppmax Maximum packer inflation pressure 300 psi
rb Borehole radius 0.125 ft
L Length of test section 10.00 ft
Lp Length of discharge pipe 35.10 ft
rp Radius of discharge pipe 0.042 ft
R Radius of Influence 10 ft
Specific Roughness (PVC pipe)0.00015 ft
DH 6 Pg (psi) Pg (psi) Pg (psi) Pg (psi) Pg (psi)
Test # 1: Low 2: Medium 3: High 4: Medium 5: Low
7 14 21.2 14 7
2 0.0 0.0 0.0 0.0 0.0
Qp (gpm)0.0 0.0 0.0 0.0 0.0
Qp (ft³/d)0 0 0 0 0
Hf (ft)0.000 0.000 0.000 0.000 0.000
Hnet (ft)31.2 47.4 64.0 47.4 31.2
K (ft/d)0.00 0.00 0.00 0.00 0.00
K (cm/s)1.0E 10 1.0E 10 1.0E 10 1.0E 10 1.0E 10
Lugeons 0.0 0.0 0.0 0.0 0.0
Note: If K(cm/s) is < 1x10
10, then K is reported as 1x10
10
Flow, Q (gpm)
1
2 3
4
50
0.02
0.04
0.06
0.08
0.1
0 10 20 30 40 50 60 70Qp (gpm)
Hnet (ft)
0 0.005 0.01
1
2
3
4
5
Lugeons
T
e
s
t
S
t
a
g
e
Test Schematic
Interpretation of Results:
Hg
Test
Interval
Hc
Hct
Hw
Hwt
SWL
Test Interval
Midpoint
Flow Valve
Pressure
GuagePressure
Valve
Water
Tank Surge Tank
Pump
Angoon Hydropower Project
Admiralty Island, Alaska
Packer Test #2 in Borehole DH 6
Figure C 6
Field Observations:
APPENDIX D
Geophysical Survey Report
APPENDIX E
Report Limitations and Guidelines for Use
APPENDIX E
REPORT LIMITATIONS AND GUIDELINES FOR USE
This appendix provides information to help you manage your risks with respect to the use of this report.
Report Use and Reliance
The data report has been prepared for Alaska Power & Telephone, Inc. The report is not intended for use
by others, and the information contained herein is not applicable to other projects or properties. No party
or parties other than those named above may rely on the product of our services unless we agree to such
reliance in advance and in writing. The purpose of this limitation is to provide our firm with reasonable
protection against open-ended liability claims by third parties with whom there would otherwise be no
contractual limits to their actions.
This report is intended to be used only for the specific purpose or project originally contemplated for our
services, and use of this report is not recommended for any other purpose or project. The data was
developed and compiled for this project only, and no representation or warranty is made, either express or
implied. GeoEngineers shall not be responsible for any alterations, modifications or additions to the data
herein or the consequences of any interpretations of the data. Any use of the data, including any conclusion
or information obtained or derived from the use of the data, other than by Alaska Power & Telephone,
Kootznoowoo, Inc., their authorized agents and regulatory agencies for the specific purpose or project
originally contemplated for our services will be at the user’s sole risk.
If changes are made to the project or property after the date of the report, we recommend that
GeoEngineers be given the opportunity to review the data, and then we can provide written modifications
or confirmation, as appropriate.
Information Provided by Others
GeoEngineers makes no warranties or guarantees regarding the accuracy or completeness of data provided
or compiled by others and shall not be responsible for user’s interpretation of such data.
July 7, 2015 |PageE-1
File No. 18436-008-00
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