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Susitna Joint Venture
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--T·-.... _ -~ -sUSITNA HYDROELECTRIC PROJECT
Prepared by:
1980 GEOTECHNICAL REPORT
TASK 5 : GEOTECHNICAL
EXPLORATION
JUNE 1981
L _____ , __ AL.ASKA POWER AUTHORITY __ : __ :___,1
ARLIS
Alaska Resources
Library & Information Services
Anch ·· · ~ .... haska
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
TASK 5 -GEOTECHNICAL EXPLORATION
1980 GEOTECHNICAL REPORT
JUNE 1981
ACRES AMERICAN INCORPORATED
1000 Liberty Bank Building
Main at Court
Buffalo, New York 14202
Telephone: (716) 853-7525
1'K
1"'\'l'S
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A'Z-3
M,.f.J
ALASKA POHER AUTHORITY
SUSITNA HYDROELECTRIC PROJE~T
TASK 5 -GEOTECHNICAL EXPLORATION
1980 GEOTECHNICAL REPORT
JULY 1981
ACRES AMERICAN INCORPORATED
1000 Liberty Bank Building
Main at Court
Buffalo, New York 14202
Telephone (716) 853-7525
ALASKA POWER AUTHORITY
SUSI7NA HYDROELECTRIC PROJECT
TASK 5 ... GEOTECHNICAL EXPLORATION
SUBTASKS 5.01 -5.04
REPORT ON 1980 STUDIES
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
1 -INTRODUCTION
Page
iii
iv
1.1 -Background ......... $ •••••• , ••••••••••••••••••••••••••••• 1-1
1.2 -Project Description and Location ........................ 1-1
1.3 -Plan of Study ··"···································· .... 1-2
1.4 -Report Contents ··························~·············· 1-4
1. 5 -Acknowledgments ................................... ~ . .. . . . . 1-5
2 -SUMMARY AND CONCLUSIONS
2.1 -Introduction ····················~············~········. 2-1
2.2 ..,. Watana Site ........................... o•·••a•e•••······· 2-1
2.3 -Devil Canyon Site ·······~~········ ..................... 2-3
3 · REVIEW OF PRtVIOUS WORK
3.1 -Introduction ························~···o••••••a•······ 3-1
3. 2 -Wat an a ~ ......................... , . . . . . . . . . . . . . . . . . . .. . . . 3 -1
3.3 -Devil Canyon ............................... 0 .......... ~. 3-2
3.4 -Conclus·,·ons · 3-3 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 • • • • • • • • ~ •
4 -REGIONAL GEOLOGY
4.1 -General ····lt··················tt························ 4-1 4.2 -Geologic Setting ...................................... 4-1
4.3 -Tectonic History ..•......................•............. 4-1
4.4 -Glacial History ..•.......•.•........................... 4-2
5 -1980 GEOTECHNICAL INVESTIGATION
5.1 -Approach e:••·.:.·································•~········ 5-l
5.2 -Scope and Methodology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-2
6 -RESULTS OF THE GEOTECHNICAL INVESTiGATIONS
6.,1 -Watana .............. ., ".................................. 6-1
6. 2 -Devil Canyon ..••...••...... , . . . . . • . . • . . • . . . . . . . . . . . . . . . 6-16
i
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
TASK 5 -GEOTECHNICAL EXPLORATION
SUBTASKS 5.01 -5.04
REPORT ON 1980 STUDIES
TABLE OF CONTENTS (Cont'd)
BIBLIOGRAPHY
APPENDIX A -SELECTED BIBLIOGRAPHY OF PREVIOUS INVESTIGATIONS
8 -DIAMOND CORE DRILLING
8-l Watana Reports
8-2 Devil Canyon Reports
B-3 Water Pressure Testing Details
C -BORROW AREA INVESTIGATIONS
C-1 Auger Drilling Reports
C-2 Laboratory Test Data
D -SEISMIC REFRACTION SURVEY
D-1 Seismic Refraction Survey, Summer 1980
E -GEOPHYSICAL LOGGING
E-1
F -AIR PHOTOINTEPPRETATION
F-1
ii
LIST OF TABLES
2.1 Summary of Geotechnical Investigations
3.1 Summary of Previous Drilling -Watana
3.2 "Summary of Previous Drilling -Devil Canyon
4.1 Geologic Time Scale
5.1 Summary of Diamond Drilling Activity -1980
5.2 Summary of Auger Drilling Activity-1980
5.3 Summary of Laboratory Testing
6.1 Watana -Joint Characteristics
6.2 Watana-Borehole Rock Quality Distribution
6.3 Devil Canyon -Joint Characteristics
6.4 Devil Canyon -Borehole Rock Quality Distribution
iii
LIST OF FIGURES
1.1 Locr~ion of Dam Sites
3.1 Watana ~ Previous Exploration Map
3.2 Devil Canyon -Previous Exploration Map
4.1 Regional Geology
5.1 Watana -1980 Exploration Map
5.2 Devil Canyon -1980 Exploration Map
5.3 Typical Instrumentation Installation -Watana BH-6
5.4
6.1
6.2
6.3
6.4
6.5
6.6
a
b
c
d
e
f
g
h
i
j
k
1
6.7
6.8
and Devi 1 Canyon BH-2
Typical Instrumentation Installation -Devil Canyon BH-1 and BH-4
Watana -Exploration Location Map
Watana -Overburden Isopach Map
Watana -Geologic Map (2 sheets)
Watana -Site Exploration Map
Watana -Geologic Cross Sections
Watana -Joint Contour Plots
Joint Plotting Method
Station WJ-1
Station WJ-2
Station WJ-3
Stat ion WJ-4
Station WJ-5
Station WJ-6
Station WJ-7
Station WJ-3
Station WJ-9
Station WJ-10
Composite
Watana Dam Site -Subsurface Temperature Measurements
Watana Relict Channel Area-
Subsurface Temperature Measurements
iv
LIST OF FIGURES (Cont'd)
6.9 Watana -Potential Borrow Areas
6.10 Devil Canyon -Exploration Location Map
6.11 Devil Canyon -Overburden Isopach Map
6.12 Devil Canyon -Geologic Map
6.13 Devil Canyon -Geologic Cross Section
6.14 Devil Canyon -Joint Stereographic Plots
a Station DCJ-1
b Station DCJ-2
c Station DCJ-3
d Station DCJ-4
v
SECTION I
INTRODUCTION
1 -INTRODUCTION
1.1 -Background
The Susitna Hydroelectric Project is located within the upper ~e~c~es of t~e
Susitna River basin in south-central Alaska. The current feas1b1l1ty stud1es
for hydroelectric development are being performed by Acres American Incorporated
(Acres) under contract to the Alaska Power Authority (APA).
The overall objectives of the study are:
-To establish technical, economic and financial feasibility of the Susitna
Project to meet the future power needs of the Railbelt Region of the State of
A 1 ask a;
-To evaluate the environmental consequences of designing and constructing the
Susitna Project;
-To file a license application with the Federal Energy Regulatory Commission
(FERC) should the project be deemed feasible.
As part of the Plan of Study (POS) a comprehensive program of geotechnical
exploration is being undertaken at the proposed project location. The purpose
of this report is to present the results of geotechnical work undertaken in
1980.
1.2 -Project Description and Location
The Geotechnical Investigations, Task 5, is an important element of this study.
Although the POS includes evaluation of the entire basin for potential
hydroelectric development by evaluating the relative merits of several sites,
the geotechnical investigations were directed for a tw0 dam scheme. This scheme
was determined to be the optimum as the result of previous investigations by the
U.S. Army Corps of Engineers (COE) and the U.S. Bureau of Reclamation (USBR)
over a period of years from 1955 to 1979. The scheme ca 11 s for a 1 arge rockfi 11
dam with powerhouse at Watana, and a relatively high concrete dam with
underground powerhouse at the Devil Canyon site. The area of study is located
within the Coastal Trough Province of south-central Alaska, with a drainage of
approximately 6,000 square miles. The Susitna River is glacier-fed, with
headwaters on t~a southern slope of the Alaska Range, an arm of the Gulf of
Alaska. From its preglacial channel in the Alaska Range, the Susitna River
passes first through a broad glaciated, intermontane valley of knob and kettle
a~d braided chan~el topography. Swinging westward along the edge of the Copper
R~ve~ lowlands, 1t enters the deep V-shaped valleys of the proposed dam sites,
w1nd1ng through the Talkeetna Mountains until it emerges into a broad glacial
valley leading to Cook Inlet (Figure 1.1).
The Watana site is located at approximately river mile 165. A transmission line
approx~ma~ely 365 miles long is planned to connect the proposed development with
the ex1st1ng power grids at Fairbanks and Anchorage. The Watana dam site is
1-1
located in a relatively broad U-shaped valley rising in steps, with the steep
lower portion breaking into somewhat flatter slopes and becoming much gentler
near the top. Access to the lower sections is ''ery limited due to vertical rock
outcrops. However, there are some small gravel bars. which can be quite wide at
low water level. The proposed dam is located between Tsusena Creek and Deadman
Creek. The river at this site is wider than at Devil Canyon, but the water is
relatively turbulent and swift flowing.
The Devil Canyon site is located on the Susitna River 14 miles upstream from the
Alaskan Railroad, 140 miles north of Anchorage, and 160 miles south of Fair-
banks. The site is located at approximately river mile 133 (32 river miles
downstream of the Watana site). At the Devil Canyon site, the river enters a
very narrow gorge about two miles in length with steep walls up to 600 feet
high. The dam site is located several hundred feet downstream of the entrance
of Devil Canyon. The valley is generally asymmetrical in shape, with the north
abutment sloping at about 45° and the south abutment steeper at about 60°. The
south abutment displays overhanging cliffs and detached blocks of rock, and
while the north abutment is somewhat less rugged in the upper half, the lower
port~on is very steep. Ac:ess at river level is very limited, but narrow
benches are accessible at low water levels. The Susitna River in Devil Canyon
is approximately 150 feet wide and very turbulent. The canyon itself is
approximately 1,000 feet wide at the proposed dam crest elevation.
1.3 -Plan of Study
(a) Objectives
The objectives of the Task 5 studies are to determine the surface and sub-
surface geology and geotechnical conditions for the feasibility of:
-A large rockfill dam, powerhouse (underground or surface) and associated
structures at Watana site;
- A concrete dam or alternative structure with underground powerhouse and
associated structures at Devil Canyon site;
-Transmission lines to connect the proposed development with the ex)sting
power grid system and;
-Access roads to the proposed development.
In addition, the river canyon reaches which would be flooded by the pro-
p~s~d reservoir~ wi11 be studied to determine potential areas of insta-
blllt.Y, and to 1dent1fy the major geological features that could affect the
feasibility of the projects.
(b) Scope
The task was subdivided into a series of subtasks to meet tl,e overal1
objectives. The subtasks and their corresponding objectives were:
l-2
Subtask
5.01 -Data Collection
and Review
5.02 -Photointerpretation
5.03 -Exploratory
Program
Design ( 1980)
5.04 -Exploratory
Program (1980)
5.05 -Exploratory
Program
Design (1981)
5.06 -Exploration
Program (1981)
1-3
Objectives
To collect and review all existing
geological and geotechnical data
pertaining to the Susitna Project
including the access road and trans-
mission line corridors and the upper
Susitna River basin
-Perform air photoint8rpretation and
terrain analysis of ':he Watana and
Devil Canyon drun si-te areas, reser-
voir areas, construction material
borrow areas and access road and
transmission line corridors, and
identify adverse geological features
and geotechnical conditions that
could significantly affect the design
and construction of project features
-Design the geotechnical exploratory
investigation programs for 1980 for
Watana and Devil Canyon dam sites,
dam construction materials, and res-
ervoir areas, and along the access
road route
-Perform initial surface and subsur-
face investigations at Watana and
Devil Canyon sites and reservoir
areas and access road routes to es-
tablish general and specific geologi-
cal and foundation conditions
-Design the geotechnical exploratory
investigation programs for 1981 for
Watana and Devil Canyon dam sites,
dam construction materials and reser-
voir areas, and for the selected ac-
cess road and transmission line
routes
-Comp1ete surface and subsurface
investigations at Watana and Devil
Canyon dam sites, reservoir areas,
access roads and transmission line
routes to the extent necessary to
provide adequate data to confirm
project feasibility and for submis-
sion of FERC license application,
currently scheduled for June, 1982
5.07 -Exploratory
Program
Design
(1982-1984)
5~08 -Data Compilation
(c) Approach
-Design of the geotechnical program
exploratory~ investigations program
for 1982 to 1984 to obtain basic
design data for Watana dam site, dam
construction materials and reservoir
area, and for the selected access
road and transmission line routes
-Assemble all geotechnical exploratory
data into documents suitable for in-
clusion in relevant project reports
and licensing documentation
To meet the objectives of the task in an orderly and timely manner, thl.
geotechnical exploratory programs are divided into three stages, i.e. the
1980 activities, 1981 activities and the activities during and after 1982
(after the FERC license application is submitted). The 1980 geotechnical
activities were planned to identify and investigate in limited detail those
geological and geotechnical conditions which have been identified by pre-
vious investigators and which could significantly affect ths feasibility of
the project. The scope of field investigations was, there~ore, limited in
nature. These activities included Subtasks 5.01 through 5.04. The ma-
terial investigated in Subtask 5.01 is summarized as Appendix A. Subtask
5.02~ undertaken by R&M Consultants, has been submitted for review and will
be published as Appendix F.
Subtasks 5.05 through 5.07 are to be undertaken during 1981 and early 1982,
respectively. Under these activities, a more detailed study will be made
of those geological and geotechnical conditions identified during 1980
studies. Also, the explorations for the access roads and the transmission
lines will be undertaken under these subtasks.
It should be noted that the results presented in this teport are preli-
minary and are subject to revision depending on the results of future in-
vestigations. In particular, the geologic history of this region is very
complex and it is not possible at this time to fully d0fine the site
geology on the basis of the relatively limited available data. The con-
clusions drawn are very general and are intended to be used for work of a
preliminary layout and engineering feasibility nature. A more complete
evaluation will be developed after the completion of Subtasks 5.05 through
5.08.
1.4 -Report Contents
A summary and preliminary conclusions of the Task 5 studies to date are pre-
sented in Section 2 of this report. A review of previous work undertaken by the
COE! USSR and oth~rs.is presented in Section 3, and a preliminary assessment of
r~g1onal ge0l~gy 1s 1n Section 4. The scope of the 1980 geotechnical explora-
tlon.program 1s presented in Section 5, with the r-eview of the results in
S~ct1on 6: Detailed_results of drilling, testing~ seismic refraction surveys,
~1r photo~ntrepretat1on and geophysical logging performed in 1980 are included 1n Append1ces A through F. ·
1-4
1.5 -Acknowledgments
Materia 1 presented in this report has been obtai ~ed from report~ pre vi ~u~ 1 y
published by the USSR and the COE. The cooperat1on of the COE 1n prov1d1ng
access to records and data and opinions on interpretation is gratefully
acknowledged.
Drilling at the sites was performed under the direct supervision and direction
of Acres staff, by the Dri 11 i ng Company under subcontract to R&M Consultants of
Anchorage, Alaska. Seismic refraction surveys ware performed by Woodward-Clyde
Consultants,. also under subcontract to R&M Consultants. In-hole geophysical
logging work was performed by EDCON (Exploration Data Consultants, Inc., of
Denver, Colorado) under subcontract to R&M Consultants. Air photointerpretation
was performed by R&M Consultants. All work undertaken by R&M, directly or
subcontracted, was directed by Acreso
Logistical support during field activities was provided by KNIK/ADC -Joint
Venture under its subcontract with Cook Inlet Region, Inc./Holmes & Narver, Inc.
and Acres for camp accommodations, and by Ak 1 and He 1 i copters and ERA
Helicopters, also under subcontract with Acres for personnel and equipment
tra-nsport at ion requirements.
The results of these activities were prE~sented to the Acres External Review
Panel (Dr. Peck, Dr. Hendron, Mr. Copen), to APA, and to the APA Review Board
Members (Dr. Seed, Dr. Merritt) during technical meetings and discussions.
Acres is very grateful for their critical and very objective review of the
information. Thanks are. due to Mr. Rivard for his contributions to Subtask 5.02
-Air Photointerpretation.
1-5
LOCATION '*'AP
~EGEN[.l
\1 PROPOSED
DAM SITES
'
. . . .
\ '
T
LOCATION OF DAM SITES FIGURE 1.1 [i]
SECTION 2
SUMMARY AND CONCLUSIONS
2 -SUMMARY AND CONCLUSIONS
2.1 -Introduction
The summary and preliminary conclusions presented h~r,:in are based on a review
of previous investigations compl~ted by other agenc1e~ and the data develop~d by
Acres during 1980. It is emphas1ze~ that the conclus1o~s presented are subJect
to revisions following further stud1es to be performed 1n 1981.
Comprehensive field exploration _programs were unde~ta~en at Watana by th~ Corps
of Engineers in 1978 and Acres 1n 1980, and at Dev1l ~anyon by the USBR 1n the
1950's and Acres in 1980. The scope of these programs is indicated in Table
2.1.
2.2 -Watana Site
(a) Preliminary Study Result~
The following technical conditions have been identified regarding the
Watana dam ~ite:
( i) The dam site is underlain principally by a diorite/quartz diorite
intrusive rock which is partially overlain by an extrusive andesitic
rock exposed downstream of the proposed dam axis.
(ii) On the basis of drilling to date, rock weathering extends up to 40
feet in depth below top of rock. Bedrock quality is generally good to
excellent below the weathered zone.
{iii) Two prominent shear zones, "The Fins" and 11 Fingerbuster 11 are exposed
on the right bank upstream and downstre~~ of the proposed dam axis,
respectively. Lack of bedrock exposures has prevented the mapping of
these features on the left bank to date.
(iv) Geolog1c mapping infers the continuation of "The Fins 11 in a
northwesterly direction, outcropping along Tsusena Creek north of the
site.
(v) Localized shear and fracture zones were encountered at various depths
in several of the borings. These zones generally ranged from 1 to 30
feet in thickness.
(vi) The contac~ between the extrusive andesite and the diorite was drilled
in ~wo of the 1980 borings. The nature of this contact is not clearly
def1~ed but appears to be associated with a decrease in rock quality
and 1ncreased weathering near the contact.
(vii) No evidence of major faulting w~s found under the river.
(viii) The rock has one major and several minor joint sets. The major set
strikes approximately 320° (N40°W) with dips ranging from 65°NE to
70°SW.
2-1
(ix) overburden thickness is generally thin on the valley walls, and
thickens away from th? dam site to the north. Overburden generally
consists of glacially derived silts, sands, gravels, boulders and
glacial lacustrine clays.
(x) Depth of river a 1'1 uv i urn beneath the proposed dam aver ages approx i-
mately 60 feet and consists of sand, silt, coarse gravels and boul-
ders. The maximum depth of this overburden in COE borings BH-3 and
BH-4 was 78 ft.
(xi)
(xii)
(xiii)
(xiv)
(xv)
Several localized areas of deeper overburden were encountered on each
abutment. Further studies are required to more accurately delineate
these areas.
A possible relict channe1 identified in previous studies and recon-
firmed ir. the 1980 program extends from approximately 9,000 feet
upstream of the dam in a general northwesterly direction towards
Tsusena Creek. The depth of this channel extends up to 500 feet below
ground surface. Further study is required to delineate the full
extent of this channel.
The largest geologic tectonic feature mapped in the vicinity of the
dam is the Talkeetna thrust fault approximately 4 mi 1es from the dam
site. No evidence of recent fault movement has been found, however,
further investigation of this feature is planned for 1931. The fault
crosses the Susitna River approximately seven river miles upstream of
the dam site.
Permafrost conditions exist on the left abutment. Although the depth
of the permafrost has not been fully determined, measurements indicate
that it penetrates to a depth of at least 200 feet. There is evidence
that the ground temperatures are within one de~''"ee centigrade of
freezing and therefore are marginal. Further work to delineate the
extent of permafrost will be performed during 198lc Only sporadic
permafrost was encountered on the right abutment.
Reconnaissance surveys of the Watana reservoir show that several areas
along Watana Creek and other smaller tributaries contain thick
deposits of glacially derived material.
(xvi) Adequate quantities of rock fill and soil borrow materials for
embankment construction have been found within the dam area.
(b) Conclusions
Based en these findings, the following tentative conclusions regarding the
Watana site can be made:
(i) No evidence has been found to indicate that the site is not geolog-
ically and geotechnically feasible for the consiruction of a large
rockfill or concrete dam and associated structures.
(ii) Exploration in the abutments to date has encountered no conditions
which would preclude construction of a suitably located and oriented
2-2
(iii)
(iv)
(v)
underground powerhouse. At this t~me, support for underground caverns
by means of conventional rock bolt1ng and shotcrete methods may be
assumedo It is not anticipated that conditions will be found to be so
severe as to rule out an underground powerhouse.
on the basis of the currently available data, relatively low density
of sands and silts in the river alluvium, and potential for loss of
strength of these materials under seismic loading is being assumed for
the current design studies.
Foundation preparation as envisaged at this time includes (on conser-
vative assum.ptions) removal of existing alluvium and a significant
portion.of the weath~red roc~ under t~e d~, and perf~rmance of c~n
so1idatlon and curta1n grout1ng. Dra1n holes and dra1nage galler1es
in the abutments and upstream of the underground structures are being
considered in the preliminary design stages~
Although the relict channel on the north bank upstream warrants
further study, it is not anticipated to have any major impact on the
feasibility of the project. Conventional engineering methods to pre-
vent seepage and associated phenomenon such as piping, will be
investigated during 1981 and in subsequent studies.
(vi) During filling and operation, local slumping and landslides may occur
in the reservoir in areas of steep slope underlain by deep soil, as
well as along portions of the northfacing slopes where extensive
permafrost exists, At this time, these phenomena are ~ot considered
significant enough to cause serious wave action in the reservoir or to
endanger the safety of major structures.
2.3 -D~Nil Canyon Site
(a) Jreliminary Study Results
The following technical conditions have been identified at the Devil Canyon
site:
(i) The proposed dam site is underlain by argillite and graywacke (meta-
morphosed sedimentary rocks). The rock is generally of good to ex-
cellent quality. Overburden on the valley walls is thin to
non-existent.
(ii) One major and two minor joint sets have been mapped. The major set
strikes approximately 340° (N20°W) and dips 85° NE. Bedding strikes
subparallel to the gorge (050-070° NE) and dips steeply (50°-80°) to
the southeast.
(iii) Stress relief cracks and open joints parallel to the gorge extend up
to 100 feet back from the cliff edges. Open jointing also occurs
along the major joint set.
2-3
(iv)
(v)
(vi)
(vii)
(viii)
( i x)
Earlier investigators have postulated the possibility of a fault on
the left abutment, paralleling the river. The seismic refraction
surveys have indicated an anomalous velocity zone. No conclusive
evidence has be~~ found to support or refute the existence of this
feature. Additional work in 1981 will be directed in this area.
The possibility of a fault along the river channel under the proposed
dam was postulated by earlier investigators. No evidence has been
found to support this theory, but the possibility will be further
explored during the 1981 investigations.
A several hundred foot step in bedrock surface had been reported by
earlier investigators upstream of the proposed dam site, under the
alluvial fan where Cheechako Creek joins the Susitna River. The
location of this feature is approximately 1,000 feet upstream of the
dam site.
During the 1980 program no field mapping was conducted to verify the
existence of the shear zones mapped by the USBR subparallel and sub-
perpendicular to the river. Additional work relative to these
features will be carried out in 1981.
No extensive permafrost conditions were found to exist on either
abutment.
River channel alluvium appears to be composed of talus and detached
blocks of rock, and is inferred to be up to 40 feet thick under the
river.
(b) Conclusions
Based on the above, the following tentative conclusions have been made
regarding the Devil Canyon site:
(i) The site appears geologically and geotechnically feasible for the
construction of either a concrete gravity or arch dam.
(ii) No evidence has been found to suggest the infeasibility of construc-
tion of large underground power facilities at the site. Further
detailed geologic studies are required to determine the appropriate
location and orientation of underground caverns.
(iii) Further investigations are required to conclusively identify or dis-
prove the potential existence of a fault along the river channel,
under tl1e dam or an the left abutment.
(iv) On the basis of available data, it is estimated that foundation treat-
ment will include grouting and provisions for drainage adits and drain
holes for the dam. Extensive foundation rock excavation and dental
concrete will probably be required to treat local areas for the
concrete dam foundation.
2-4
(v) Sources of construction material have been tentatively identified for
the concrete aggregate and for construction of the saddle dam on the
left abutment. However, a determination of suitability and quantities
available has to be performed in the 1981 program.
2-5
TABLE 2 .. 1 -SUMMARY OF GEOTECHNICAL INVESTIGATIONS
PROGRAM YEAR ·-
USBR 1957-58
Devil Canyon
Watana
COE 1978
Devil Canyon
Watana
Acres/R&M 1980
Devil Canyon
· Watana
DRILLING
(FT)
1976
5030
1908
1892
AUGER
HOLES
(FT)
4',J
34
226
TEST
PIT
(NO.)
19
27
References: U.S. Army Corpe o.f F--qineers, 1979 (18)
U.S. Bureau of R~:~··< ·'r ~~tion, 1960 (19)
SEISMIC
LINES ern
3300
47665
3000
24800
GEOLOGIC
MAPPING
Yes
No
No
Yes
Yes
Yes
SECTION 3
REVIEW OF PREVIOUS WORK
3 -REVIEW OF PREVIOUS INVESTIGATIONS
3.1 -Introduction
The development of the Susitna Hydroelectric Project i1as been. studied by se~eral
Federal and private agencies in the last 30 years. However, 1t was not unt1l
the late 1950's that any geotechnical investigations were conducted.
Between June 1957 and August 1958, the USBR performed geologic mapping and
drilling investigations at the Devil Canyon site and limited geologic mapping at
the Watana site (19).
Subsequently during the 1970's, the COE performed additional investigations on
both sites. These included seismic refraction surveys at Devil Canyon; and de-
tailed geologic mapping and diamond and auger drilling at the dam site and
potential borrow areas at Watana.
This report briefly discusses the findings of these investigations as documented
by the USBR and the COE. These reports, which are identified in the
bibliography of this summary, are available from APA and Acres for reference.
3.2 -Watana
The preliminary reconnaissance work by the USBR in the 1950's was expanded
during the 1970's by the COE investigations of the dam site, reservoir, and
potentia 1 borrow areas. The location and extent of these investigations are
shown on Figure 3.1.
In 1975, a total of 22,500 linear feet of seismic refraction survey was perform-
ed by Dames & Moore ( 6) for the COE. This was expanded by Sh annan & Wi 1 son ( 14)
in 1978 with an additional 47,665 feet of survey. This work served to support
the results of the drilling and mapping programs.
During the 1978 season, the site was explored with 28 diamond and rotary drill
holes (both vertical and inclined) ranging from 30 to 600 feet in length (18).
A summary of this program is presented in Table 3.1. Six of the diamond drill
borings were located in the river bottom and reached a maximum of 520 feet into
rock. Five borings were drilled on the left abutment and six on the right,
reaching a maximum depth of 300 feet or an elevation of 1,560 feet. un the
right bank, eleven borings were located in what was identified as a deep relict
channel to determine the thickness and characteristics of the overburden, the
depth of the water table, and the permafrost conditions. These holes were also
designed to obtain samples of potential borrow materials in Area D, and to
evaluate bedrock depth to control sp:,:way location.
Four potential borrow areas for construction material were identified and ex-
plored u~ing 26 backhoe test pits and 24 auger borings. Fourteen test pits were
~ocate~ 1n Borrow ~rea D on the right bank which was identified as a source of
1mperv1o~s and sem1-pervious material for the embankment. Six test pits were
located 1n Borrow ~re1 E, identified as a potential source of filter material
and concrete aggregate. This area is situated at the confluence of Tsusena
C\eek an~ t~e Sus~tna River, approximately 15,000 feet downstream of the dam
Slte. S1x t~st p1ts were located in Borrow Area F on Tsusena Creek, three miles
upstream of 1ts confluence with the Susitna River, as a potential source of
granular material. The 24 shallow auger borings were drilled in Borrow Area D
between Tsusena and Deadman Creeks and ranged from 3 to 59 f~et deep. No defin-
itive estimate of available quantities of materials were made but in general it
is believed that adequate quantities of available materials exist at the
proposed borrow areas~
Detailed geologic mapping was conducted 1n the dam site area to delineate major
structural features.
Two potential quarry areas were identified and reconnaissance exploration was
conducted. Quarry A is located on the upper part of the left abutment, and
Quarry Bon the right bank relatively close to the river. Both areas were
mapped a5 a diorite that could be exploited for appropriately sized and graded
embankment rockfill.
A limited laboratory testing progra~n v1as conducted on potential filter, core and
embankment materials from the various borrow areas to establish the indexes and
engineering characteristics of the borrow materia 1 s. These tests included gra-
dation curves, permeability, triaxial shear tests, Modified Proctor compaction
tests and concrete aggregate tests.
The COE also installed a series of ten open well piezometers and thirteen temp-
erature logging devices in the boreholes. These instruments had not stabilized
by the end of the COE inv~stigation and, therefore, no definite conclusions were
drawn.
3.3 -Devil Canyon
The investigations conducted at the Devil Canyon site were not as extensive as
those at Watana. The exploration plan is sh!..tln on Figure 3.2 and summarized in
Table 3.2
The USBR performed the bulk of exploration at this site between June 1957 and
August 1958 (19). Twenty-one diamond drill borings were drilled in the dam site
area. Six holes, from 50 to 110 feet deep, were located in the left abutment
within the proposed switchyard area downstream of the proposed saddle dam axis.
At the deepest point, ro~k was encountered at 87 feet below the surface in what
was interpreted as an old buried channel. Three holes were drilled uostream of
th~s area with a maximum depth of 120 feet. The remaining twelve holes were
ctr1lled along the riverbed near the dam axis to determine the depth and nature
of the bedrock under the dam. One other proposed borehole was subsequently
excavated as a test pit.
Ni~eteen ·~est pits were dug in the alluvial fan immediately upstream of the dam
ax1s. Th1s area was considered to be the only readily available source of con-
crete .a~gtegate material for dam construction, but no estimates of available
qua~t1t1es were made. Four additional benches were dug on the dam abutments to
def1ne the rock conditions present.
Laboratory tests, including gradation determinations and petrographic analysis
w~r~ conducted on samples of the borrow area materials to determine their suita-
blllty for use as concrete aggregate. Representative rock samples from the
abutments_were tested to determine compressive strength, elasticity, absorption,
and poras1ty of the foundation material.
3-2
During 1978, ~i 1 annon. & Wi 1 son ( 14),. under COE contract, ran three seismic re-
fraction lines total1ng 3,300 feet 1n the borrow area and along the proposed
saddle dam to expand the drilling information~ This, along.with alluvial fan
material sampling, was the only COE work performed at the s1te.
3.4 -Conclusions
The investigations conducted by the COE and USBR were the first detailed
efforts to establish the feasibility of the project. The review of these inves-
tigations served as the basis for identifying those geological and geotechnical
features that were considered to require further investigation. A brief summary
of prior features and findings of those investigations follows.
(a) ~Jatana Site
The Watana site was considered suitable for a large rockfill dam, an under-
ground powerhouse and ancillary structures~ However, before the feasibil-
ity is conclusively established, certain features were identified which
required further investigation.
(i) The exploration in the riverbed (5 drill holes and one seismic line)
indicated a depth of overburden of 40 to 80 feet of relatively loose
alluvial gravels, cobbles and boulders. The stability of this
alluvium was questioned under the seismic loading conditions being
considered for the project.
(ii) Drilling results indicated the underlying rock at the dam site to be a
diorite intrusion with local andesite dikes. The overall rock was
found to be hard and fresh (lightly weathered) with the fractures be-
coming tighter with depth. Shear zones were observed both in outcrops
and the drill cores but were not considered to be significant.
(iii) The weathering of the rock in the right abutment was found to be more
severe than the rest of the dam foundation, averaging about 40 feet
below the bedrock surface.
(iv) The rock along the left abutment was also identified as diorite;
however, in a COE boring, a surface flow of andesite porphory was
encountered. The relationship of these two rock types was not deli-
neated and it was recognized that this would require resolution before
design of underground structures could be undertaken.
(v) North of the right abutment, a deep bedrock depression filled with
g~acia~ ~ateri~l was encountered in the drilling and seismic refrac-
tlon programs~ Gldcial tills occur in this area in three major
sequences separat~d by layers of sandy gravel alluvial material and
two major lake deposits of plastic clays. The lowest bedrock surface
encountered in the drilling was 454 feet below the surface, giving the
bedrock a~ that point an elevation of 1,775 feet, compared with the
current r1verbed rock elevation of about 1,395 feet.
(vi) Two prominent shear zones named "The Fins" and "Fingerbuster" were
mapped as exposures in the dam site area. Both of these zones trend
3-3
(vii)
(viii)
( i x)
( x)
(xi)
northwest w.~h strikes from 300° to 320° (N60oW to N40°W) and dip 70°
to 90° SW and NEe 11 The Fins", located 3,400 feet upstream of the
centerline, had an observable width in excess of 400 feet with ribs of
competent rock 5 to 25 feet wide, bounded by severely alter~d zones.
The 11 Fi ngerbuster 11 , 1 ocated 2, 500 fe~t downstream of the ax 1 s, was
less well defined, with rock faces paralleling the shear zone.
The seismic refraction survey indicated a low velocity zone along the
right abutment that could be interpreted as a possible slide block,
which requires further investigation.
The foundation rock at the site was considered
quality with relatively high intact strength.
crete were considered Jikely to be required to
support in underground excavations.
to be of generally good
Rock bolts and shot-
provide adequate
Adequate quantities of constructiv•• material of suitable quality were
identified near the dam site. Material from Borrow Area 0 on the
right abutment was classified as semi-pervious to impervious core
material. The tests indicated that this material is sensitive to var-
iations in water content and loses strength rapidly with increasing
water content. Material from the alluvial deposit downstream of the
dam axis (Borrow Area E) was identified as the most likely source of
clean aggregate. Processing was considered necessary for all mater-
; ai s.
Two potential quarry areas were identified as sources of rockfill,
riprap and coarse filter matarials. The rock in both areas was class-
ified as diorite and of good quality. Further mapping was considered
necessary to verify the suitability.
Permafrost was found to be very deep on the left abutment, or north
facing slope, while somewhat sporadic on the right abutment. Prelimi-
nary temperature readings indicated that the permafrost is relatively
warm, within -loC to 0°C, and could be easily handled during construe~
tion. However, these instruments had not stabilized by the end of the
COE investigations and further readings will be necessary.
(b) Devil Canyon Site
The investigations conducted to date indicate that the Devil Canyon site
w~ul d be a feas i b 1 e 1 ocati on for a high concrete grdvi ty or thin arch da.n,
~1th ~n.underground powerhouse. However, certain specific features were
1dent1f1ed by both the USBR and the COE for further study to define the
subsurface condit1ons and fully evaluate the extent and characteristics of
geologic features before the feasibility of concrete structures could be
positively established.
(i) The bedrock at the proposed dam site was classified as a thinly
bedded, fine grained phyllite. The strike of the bedding was found to
be generally east-west, paralleling the river, and dipping 65° to 75°
to the south. The drilling indicated that weathering extends some 40
feet below the rock surface, with penetrative weathering restricted to
3-4
( i i)
(iii)
( i v)
( v)
(vi)
(vii)
(viii)
shallow zones along the joints. Overall, the rock was found to be of
good quality. One master joint set was identified striking 335°
(N25°W) and dipping 80°E, with general spacing of 5 feet.
The va 11 ey wa 11 s at the dam site are very steep and were found to have
only a thin cover of overburden con~isting mai~ly o! talus at the
base. On the upland areas, a ccver1ng of glac1al t1ll 5 to 35 feet
thick was observed.
On the left abutment, a series of small lakes were observed approxi-
mately parallel to the river channel. Deep overburden, up to 80 feet
in thickness was encountered in this area. Further, it was postulated
that a shear zone or a fault existed along these lakes.
A number of shear zones were encountered during the investigations
both ~ubparallel and subperpendicular to the river channel. It was
considered that these shear zones were either local stress reii~f
features and part of a more general subregional shear pattern, respec-
tively, which could have an important effect on the design and
required further investigation.
Although no positive evidence was encountered, it was postulated that
the site topography may indicate the existence of a possible fault or
major shear zone parallel to the river.
The rock conditions were considered adequate for underground excava-
tion. Conventional rock support systems including shotcrete were con-
sidered adequate to provide support except at the portals and within
zones of very poor quality rock. Further investigation was considered
necessary to define the conditions present for the most advantageous
alignment of the structures.
A 1 arge fan area near Cheechako Creek, immediately upstrearr: of the
proposed dam site, was explored for the availability of materials for
concrete aggregate and the saddle dam construction. The material
within this alluvial fan was found to be suitable for concrete aggre-
gate except for a deficiency of 3/4 to 1-1/2 inch size that could come
from 1 ocal morainal materia 1. Laboratory tests conducted on the
collf!Ct~d samples confirmed their general suitability provided proper·
process1ng was employed. However, the resistance of the material to
effects of the cold weather was not fully evaluated. At this time no
esti~a~e of available quantities has been made, but it is like1y that
suff1c1ent quantities are available for construc~ion requirements.
The explorations in the fan area also indicated the existence of a
step in the bedrock surface from depths of 100 on the west to 350 feet
on_the east side, within 500 feet horizontallya The significance of
th1s step ~as not yet been determined, but the geologic setting and
form of th~s fea~ur~ will be considered in subsequent investigations,
~o as~erta1n 1f_1t 1s an erosional or fault-caused phenomenon. The
step 1s also co1ncident with a sharp bend in the river course.
3-5
( i x)
(x)
Permafrost as encountered was sporadic and shallow. Thin lenses and
pockets were encountered during road construction on the left
abutment. It was co:-~sider·ed doubtful that permafrost would be a
problem.
It was concluded that grouting and drainage under the structure and in
the abutments would be req~ired. Recommended foundation prep~ration
included approximately 40 feet of rock excavation to sound rock,
consolidation grouting and dental concrete work to treat local shear
zones and poor rock zones.
3-6
TABLE 3 •. 1 -SUMMARY OF PREVIOUS DRILLING -WATANA
Depth of Boring, ft.
M9asured Down
Drill Hole Axis of Hole Angle
Number Location (Overburden) W/Vertical Orientation
DH-1 River Valley 122.8 ( 43.8) Vertical
DH-2 River Valley 29.0 ( 29.0) Vertical
DH-3 River Valley 174.5 ( 77.6) VertJ..:ql
DH-4 River Valley 122.9 ( 77.7) Vertical
DH-5 River Valley 176.$ ( 59.6) Vertical
DH-6 Right Abutment 149.5 ( j.5) Vertical
DH-7 Right Abutment 122.2 ( 8.5) 31° 530°W
DH-8 Right Abutment 150.0 ( 16 .2) Vertical
DH-9 Right Abutment 283.8 ( 5e6) 45° N43°W
DH-10 Right Abutment 203 • 5 ( 19. 6) Vertical
DH-11 Right Abutment 300.0 ( 22 .. 7) 45° N321lE
DH-12 Left Abutment 301 "1 ( 9.5) Vertical
DR-13 Relict Channel 84.0 ( 84.0) Vertical
Dk-14 Relict Channel 75.0 ( 75.0) Vertical
DR-15 Relict Channel 316.5 (286.0) Vertical
DR-16 Left Abutment 91.5 ( 67.0) Vertical
DR-17 Left Abutment 35.7 ( 9.0) Vertical
DR-18 Left Abutment 248.3 (231.0) Vertical
DR-19 Relict Channel 78.3 ( 55.0) Vertical
DR-20 Outlet Structure 252.6 (210.0) Vertical
DH-21 River Valley 603.7 ( 84.5) 32.4° N4°E
DR-22 Relict Chsnnel 493.6 (454.0) Vertical
DH-23 Left Abutment 119.2 ( 7 .0) 45° S30°W
DH-24 Left Abutment 13949 ( 6.9) Vertical
DH-25 Left Abutment 79.9 ( 79.9) 46° N47°E
DR-26 Relict Channel 94.8 ( 94.8) Vertical
DR-27 Relict Channel 44.0 ( 44.0) Vertical
DH-28 Left Abutment 125.2 ( 9.2) Vertical
Reference: U.Se Army Corps of Engine~.4, 1979 (18)
TABLE 3.2 -SUMMARY OF PREVIOUS DRILLING -DEVIL CANYON
Depth of Borl.ng, ft.
Measured Down
Crill Hole Axis of Hole An ale
Number Location (Ov~rburden) W/Vertical Orientation
DH-1 Left Abutment 117.3 ( 0.0) 45° S23° .....
t:.
DH-3 Left Abutment (Hole Trenched) Vertical
DH-4 Left Abutment 52.5 (24.7) Vertical
DH-5 Left Abutment 86.2 (55.5) Verticol
DH-6 Left Abutment 107.3 (86.9) Vertical
DH-7 Left Abutment 59.5 (33.9) Vertical
DH-8 Left Abutment 150.4 ( 0.0) 60° N9°W
DH-9 Left Abutment 87 .o c o.o) 45° Due North
DH-10 Left. Abutment 121.7 ( 0 .. 0) 38° N65°E
DH-11 Left Abutment 30.5 ( 0.0) 480 N5°W
DH-11A Left Abutment 29.1 ( 0.0) 45° N5°W
l'H-118 Left Abutment 33.9 ( 0.0) 39° N5gW
DH-11C Left Abutment 150.1 ( 0.0) 33° N5aW
DH-12 Left Abutment 127.5 ( 0.0) 30° N45°E
DH-12A Left Abutment 149.3 ( 0.0) 45° N45°E
DH-13 Right Abutment 137.0 ( 0.0) 45° S18°E
DH-13A Right Abutment ao~7 ( o .. o) 37° S18°E
DH-14 Right Abutment 5o.o c o.o) 45° S45°W
DH-14A Right Abutment 130.4 ( 0.0) 37° S45°W
DH-148 Right Abutment 146.2 ( 0.0) 60° S45 12 W
DH-14C Right Abutment 82.0 ( 0.0) J5g S4°E
DH-15 Right Abutment 68.3 (1.;7.6) Vertical
Reference U.S. Bureau of Reclamation, 1960 (19)
~
~~ENGINEERS, 1978
TEST PIT
<I\IAP AUGER HOLE
CORE DRILL HOLE
ROTARY DRILL HOLE
SEISMIC UN!:
OM (1975) a SW { 1978)
t J CROSS SECTION
FOR LOCATION SEE FIGURE 6.~F BORROW AREA C,
' BORROW AREA E
-· ------··-~·
ID
'
l'OTES
DCA OMAN
CReeX
11 TOPOt>HAt APPROXIM'RI~ CONTOURS AilE
2) SECTIONS SHOWN ON FIGURE 5
3} SECTION A IS
0
1
ooo n TENTATIVE DAM C/L
---~ 1000 2000 YA~ ::·~---~~ ~--.... .,,~
FIGURE 3.1 ---· ----== • •trt
-----------------------------------~
RfffJlP>c'E~ ll USGS, TAl.KEETtlA MOUNTAINS, (0-Sl,lltASKA 0\JI\IlRAIIGL£
~EWARt) MERID!AN T!l<!N, RlE, S32 AND 33
2l J S AAM'f WRP5 OF ENGtriEER:l, 1979 (!Bl
a1 :1 S CUREA!J OF RfCLAMIITlON,t960 (191
DEVIL CANYON-FREVIOUS EXFLOF\ATION MAP
LEGEND
USBR, 1958
,·, DH BORE HO~
-IIIII· TP, 3, TEST PriS AND TRENCHCS
CORPS OF ENGINEERS, 1978
~ 5EISM!C UHES
t j CROSS SECTION
NOTES
1 ) TOPOGRAPHIC CONTOURS ARE
APPROXIMATE
2) SECTION SHOWN ON FIGURE 6.13
CONTOUR INTERVAl. 50 FEET
DASHED CONTOUR 25 FEET
FIGURE 3.2\il
SECTION 4
REGIONAL GEOLOGY
4 -REGIONAL GEOLOGY
4.1 -Genera 1
The geology of the Talkeetna Mountains and the adjacent Susitr.a River basin is
extremely complex due to the occu~rence of several pe~iods of intens~ fold~ng
and faulting intrusion of volcan1cs and plutons, reg1onal metamorph1sm, dlffer-
ential upliff and repeated glaciations (Figure 4.1)~ The following is a brief
summary of the geologic setting of the region. A discussion of the regional
geology has also been compiled by Woodward-Clyde Consultants (21).
4.2 -Geologic Setting
The oldest rocks which outcrop in the region are an upper Paleozoic {Table 4.1)
metavolcanic rock sequence consisting of coarse to fine grained clastic flows
and tuffs of basaltic to andesitic composition, loca11y containing limestone
interbeds (2). This old volcanic system is exposed as a continuous northeast-
ward trending belt across the eastern part of the S~sitna River basin. This
system is unconformably overlain by Triassic and Jurassic volcanic and sedimen-
tary rocks and is intruded by Jurassic diorites (Figure 4.1)~ These rocks
consist of a shallow marine sequence of metabasalt flows, interbedded with
chert, argillite, marble and volcaniclastic rocks.. The best exposures are in
the Portage and Watana Creeks area. The intrusive rocks of Jurassic age include
amphibolites, greenschists, diorites and granodiorites of the intruding batho-
lithic complexes of the Talkeetna Mountains (2). The uplift and subsequent
rapid erosion associated with these plutonic events was followed by the marine
deposition of a turbidite sequence of lower Cretaceous argillites and lithic
graywackes (4). These rocks were subsequently faulted and compressed into tight
~soclinal folds and subjected to low grade metamorphism during the late
Cretaceous. This sequence of rock outcrops in the Devil Canyon area.
During the early Tertiary, the country rock was again intruded by plutons com-
prised of biotite granodiorite and other small granitic bodies. Concurrent with
and foilowing these intrusions, a thick sequence of felsic to mafic volcanics
and shallow intrusives of Paleocene to Miocene age were deposited.
~.3 -Tectonic History
At 1 east three major per·i ods of deformation are recognized ( 4) for the project
area:
- a period of intense metamorphism, plutonism, and uplifting in the Jurassic;
-an orogeny during the middle to late Cretaceous;
- a period of extensive uplift and denudation in the middle Tertiary to
Quaternary.
~he first ~eriod (~arly ~o Middle Jurassic) was the first major orogenic event
1n the Sus1tna bas1n.as 1t now exists. It was characterized by the intrusion of
plutons and accompan1ed by crustal uplift and regional metamorphism. The rapid
4-1
erosional period following this uplift was accompanied by marine de~osition
within the narrowing Cretaceous basin.
This period was followed by complex faulting and folding of the rocks during the
mi'ddle to 1 ate Cretaceous that produced a pronounced northeast-southwest struc-
tural grain across the region (4, 5, 8, 9, 13). The m.::jority of the structural
features, of which the Talkeetna Thrust fault is the most prominent in the
Talkeetna Mountains, are a consequence of this orogeny. The Talkeetna Thrust is
postulated as representing an old suture zone, involving the thrusting of
Paleozoic, Triassic and Jurassic rocks over the Cretaceous sedimentary rocks (4,
5, 8). Other compressional struct~res related to this orogeny are evident in
the intense shear zones roughly parallel to and southeast of the Talkeetna
Thrust.
The third major series of events shaping the region involved a period of exten-
sive uplift and denudation from the middle Tertiary to Quaternary (4). Two
prominent tectonic features of this period bracket the basi11 area. The Denali
fault, a right-lateral strike-slip fault 25 miles north of the Susitna River,
exhibits evidence of fault displacement during Cenozoic time (3) and the Castle
Mountain-Caribou fault system, which borders the Talkeetna Mountains approxi-
mately 70 miles southeast of the sites, is a normal fault which has had fault
displacement during the Holocene (7).
4.4 -Glacial History
A period of cyclic climatic cooling during the Quaternary resulted in repeated
glaciation of southern Alaska. Little informati0n is available regarding the
glacial history in the upper Susitna River basin. Unlike the north side of the
Alaska Range which is characterized by alpine-type glaciation, the Susitna basin
experienced coalescing glaciers from both the Alaska Range and the Talkeetna
Mountains that merged and filled the upper basin are,.
At least three periods of glaciation have been delineated for the region based
on the glacial stratigraphy (11, 12). During the most recent period, (late
Wisconsin glaciation) glaciers filled the adjoining lowland basins and spread
onto the continental shelf (11). Waning of the ice masses from the Alaska Range
a~d Talkeetna Mountains formed ice barriers which blocked the drainage of gla-
Clal _me~twater and produced preglacial lakes. As a consequence of this repeated
gl~c1at1on, the Susitna and Copper River basins are covered by varying
th1cknesses of tills and lacustrine deposits.
4-2
TABLE 4.1 -GEOLOGIC TIME SCALE
Millions of
ERA PERIOD EPOCH GLACIATION Years Ago --=~-~--~----~~~~--------~~~-----=~~~----~~~~-
Cenozoic
Mesozoic
Paleozoic
Pr.ecambrian
Quaternary
Tertiary
Cretaceous
Jurassic
Triassic
Permian
Pennsylvanian
Mississippian
Devonian
Silurian
Ordovician
Cambrian
Holocene
Pleistocc'1e
Pliocene
Miocene
Oligocene
Eocene
Paleocene
Wisconsin ian
Illinoian
Kansan
Nebraskan
Reference: VanEysinga, F.W.B., Geologic Time Table,
Jrd Edition, Slsevier Scientific Publishing
Co., Amsterdam, 1975.
1.8
70
230
600
T31N
... v
,rJ[illlfilliii
1\l::~dified from C-;cjte;, eta!, 1978
>-0::
<{
0 :z
:::1
0 en
:1:
1-
0::
0 --z
0
"
...
CENOZOIC
OUATEHNAk'l
r---1
: I ~~.-. ___ .~
<:::17.£;'1: :.c2:;{~1
w-r.,..,
I + + ..
... ..... ....J
r.:-;; .. -:: .. ~ ;1 ~'~.:.~:::~ , __ ,...~,
I . ·. . ·<J t......:__...:....J
MES(IZviC
CkETAC'E ... lUS r.,.---,
r J
L.----..1
. t h/.'JSJC
[]]1110
LEGEND
Jt\l!lf-fEhEt\TIATEU SURFICit.L DEPO:::ITS
ltNliiFFE'~<ENTIATE.• VCLCt.NICS '31 '-'HALLC'W
INThl1 SIVE'~
Gf-1/.NOLJlJkiTE I
l'IIOTITE. H~lkNl~LENDE GkAlJOL>IOHITE I
~JOTITE GRANODIORITE
St:HIST, MIGMATIT[1 GRANITIC ROCKS
L f.r IC' It, ikL''iiVE'3
r.RGJLLITE A:'.U LITHIC GRAYWACKE
17\7\ l\ •~t•f\J
!~6.~6~
TfiJt.SC"I(;
f'ZA""~'Z",..i
I~=...>_"_:~:
THWST FAl~LT -.,--v·
GkANO:JiuFdTE, QUARTZ DIJRITE, TR .... r lllrlJEMITE
REGIONAL GEOLOGY
/.rt.r HI!:\~'LITb, GREENC:CHIST, FOLIATELl LJIOF\ITE
~t.':;ALTIC tt.ETAVULCANIC ROCKS I tt.E:.TABASALT
!Nll SLATE
BASALTIC TO ANDE~~ITIC tt.E'rAVOLCANICS LOCALLY
INTEkl:lEL!ltEU /iiTH tl.f,RRLE
TEETH ()t; lif'THROWN '31UE I UASHED ltHEr;E
DOTTELJ /;HERE CJNCEALEU
>JSSii:LE THRUST FAULT, TEETH ON ur·THR:;WN
• SlUE
0 :! 4
~-
&CAkE IN Mli t.'
SECTION 5
1980 GEOTECHNICAL INVESTIGATION
5 -1980 GEOTECHNICAL INVESTIGATION
5.1 -Approach
The 1980 investigation program was developed to define the geologic and sub-
surface features identified by previous investigators at the Watana and Devil
Canyon dam sites. In addition to the review of information published, dis-
cussions were held with people knowledgeable of the area. In particular,
meetings were held with the COE to discuss detclils l)f their 1978 program and the
experiences of those people directly involved with the investigations.
The overall geotechnical investigation program for the Watana and Devil Canyon
Sites was intended to provide the maximum of information relative to site geolo-
gic and geotechnical conditions aimed towards establishing the feasibility of
the project consistent with overall study objectives anr schedules.
The 1980 program was developed as the first phase of this overall investigation,
and consisted of appropriate air photointerpretation, surficial geological
mapping, diamond core drilling, permeability testing, in-hole geophysical
logging, installation of piezometers and thermal probes, auger drilling, seismic
refraction surveys and laboratory testing.
The scope of the program was principally directed towards effectively initiating
the work necessary to investigate:
-Site geology.
-Rock type and quality.
-Engineering evaluation of rock conditions.
-Borrow sources for construction material.
-Groundwater regime.
-Permafrost.
Specific geologic and/or geotechnical features or conditions that were deline-
ated during previous studies and considered to warrant further investi~ation
have been disr·~ssed earlier in this report. The particular features selected
for study during the 1980 program were:
(a) Watana Site
-Shear zones called "The Fins 11 and "Fingerbuster 11 located immediately
upstream and downstream of the proposed dam site.
- A "relict channel" located on the right bank (northeast of the dam
site).
-An andesite flow structure on the left bank of the dam site.
- A potential shear zone beneath the river channel.
(b) Devil Canyon Site
-Possible stress relief joints and shear zones en the left (south) bank
of the river at the dam site.
5-1
_ Possible shear zones or buried channel beneath the saddle dam location
on the left bank of the river.
Detailed scope and methodology for the work performed are presented in the
following paragraphs .. A detaile~ discussion o~ the result~ of the.program ar~
presented in Section 6. Delays 1n the complet1on of the a1r photo1nterpretat1on
work prevented the use of th~s data in planning of the 1980 exp!oratio~ program.
The exploration program was ~herefore developed only on the bas1s of f1eld
reconnaissance and review of previous work by others.
5.2 -Scope and Methodologl
(a) Geologic Mapping
The 1980 field geologic mapping program was directed to the dam sites to
expanri and verify the previous geologic mapping. Geologic mapping of each
of the proposed dam sites included walking selected ground traverses,
noting all bedrock outcrops and unconsolidated material. Aerial photo-
graphic base maps at scales of 1:6,000 and 1:24,000 were used in mapping
the Watana and Devil Canyon dam sites resp~ctively. At each exposure, the
lithology, type of material, bedding, jointing, weathering, outcrClp size
and elevation were noted and plotted on the base maps.
Geologic reconnaissance of the Devil Canyon reservoir and potential tunnel
routes (which were studied during project definition studies) was performed
between Portage and Tsusena Creeks and extended up to 5 miles north and
south of the Susitna River. A helicopter reconnaissance was made within a
lO-mile radius of the Watana dam site to delineate unconsolidated materials
as potential borrow sources. The mapping of the reservoir areas was
plotted on either a 1:12,000 aerial photographic or a 1:63,360 USGS
topographic base map.
(b) Subsurface Investigations
(i) Diamond Core Drilling
Diamond core drilling was performed in the foundations and abutments
of both dam sites utilizing a skid-mounted Longyear-34 diamond drill
with a two or three man crew to operate and maintain the rig. A total
of 3800 linear feet of drilling was performed. Three diamond core
borings wer~ drilled at each site. All logging and supervision was
conducted by -:. geo 1 og i st • ;ho described, photographed and packed the
rock core aDd supervised permeability testing and instrument
installation.
Prior to the start of diamond core drilling, all holes were cased
through the overburden into sound rock. The casing was left in the
hole to permit su~sequent testing and installation of instru-
mentation.
s ... 2
A summat"Y of the drilling activity for the 1980 field season is shown
on Table 5.1 and Figures 5.1, and 5.2. Drilling summary logs and
reports are contained in Append)x B~
(ii) Permeability Testing
Permeability testing was conducted in all the diamond drill holes upon
completion of the core drilling. Prior to testing, eacn hole was
thoroughly flushed with clear water and the drill stri~g ~ithdrawn.
Following flushing of the hole, a packer assembly cons1st1ng of two
inflatable packer elements separated by a perforated section of pipe
and connected to the surface by a steel riser pipe and rubber infla-
tion hose was lowered into the borehole to the desired depth. The
test procedure ~nvolved inflating the packers with nitrogen to isolate
a section of the borehole, pumping water under pressure into the test
zone and recording the flow rates. Based on the flow rates, hydraulic
head, hole diameter and length of test section, the permeability of
the rock over the test section was calculated. In general, the packer
assembly was installed to the bottom of the hole with tests being run
over 16.1 foot int2rvals as the assembly was withdrawn.
The permeability for each test section was calculated using the
following formula:
k = 0. 0679 ___ .,..:..0_.,....,..,.. 2 9T LH
ln L -r
Where: k = permeability, em/sec
Q = constant rate of flow, gpm
L = length of test section, ft and L > lOr
H = differential head of water, ft
r = radius of hole, ft
ln = natural logarithm
A maximum test pressure equal to 1 psi per foot of vertical depth
be.low the ground surface to the water table:} plus 0.5 psi per foot of
vertical depth below the water table down to the center of the test
section, was used. However, in no case was the pressure allowed to
exceed 200 psi. The actual gauge pressure was adjusted to take into
consideration the depth of water table.
The test data and ca1culatioPs are presented in Appendix B-1 and B-2
for Watana and Devil Canyon sites, respectively, and a schematic of
the procedure used is in Appendix B-3.
(iii) In-Hole Geophysical Logging
In-hole geophysical logging was carried out in all three diamond drill
holes at th·~ Devil Canyun site and two holes at the Watana site. BH-2
a~ the Watana site caved badly and was not teste~. A total of 3,225
~1nea~ feet of logging was completed. The logging procedure involved
1ower1ng a geophysica1 probe in the hole on a wireline with the data
5-3
being returned to the surface and recorded on a self-contained logging
unito The logs run in each hole included: temperature~ caliper,
resistivity and velocity.
The results of the geophysical logging are presented in Appendix E.
(iv) Borehole PhotGQraph~
Scheduled borehole photography to augment core logging data proved to
be impractical due to the inclination of the drill holes and the
fractured nature of the rock. In three of the diamond drill holes,
BH-6 and BH-8 at Watana, and BH-1 at Devil Canyon!l a "dummy 11 camera
unit wh1ch was lowered in the holes to check for any obstructions and
safe passage of the unit, becamE. lodged in the hole. The .. dummy" unit
was recovered in all cases, but it was not considered advisable to
l0wer the camera, as chances of it being lost in the hole or damaged
were very high.
(v) Instrumentation
To monitor the ground\\1ater and permafrost conditions in the bedrock,
piezometers and thermistor strings were installed in all three bore-
holes (BH-1, BH-2 and BH-4) at Devil Canyon (Figure 5.2); and BH-6 at
Watana (Figure 5.1).
The piezometers used were a pneumatic type assembly manufactured by
Petur Instrument Company of Seattle, WA. The pneumatic type piezo-
~eters were selected based on the fact that subfreezing temperatures
were likely to be encountered in the upper portions of the holes which
would cause blockage in conventional standpipe piezometers. Pneumatic
type piezometers are also quick and easy to read as well as being
accurate which is a prime consideration during winter months.
The thermistor strings were manufactured by Instrumentation Services
in Fairbanks, Alaska. The thermistor strings were each 250 feet long
with redundant thermistor points installed at 3, 6, 9, 12, 15, 18, 21,
25, 50, 75, 100, 125, 150, 175, 200 and 250 feet. A 40 strand cable
was used to connect the thermistors to the surface where a quick
connect plug on the cable was plugged into a switch box that in turn
was connected to a portable readout box. The system is design~d such
that two readings are obtained at each depth so readings can be cross
checked. Each thermistor point was initially calibrated in the
laboratory before installation and a computer program set up t0 cor-
vert readings to temperature, taking into account the correction
factors for each thermistor. An accuracy of +0.05°C was obtained with
this equipment. -
The installation details are shown on Figure 5.3 and 5.4.
(vi) Auger Drilling
Au£er dri 11 ing was conducted at both sites to expand the work done by
the previous investigators to define the potential borrow areas. At
5-4
Watana (figure 5.1), four holes were drilled in Borrow Area D and nine
in Borrot; Area E. Two holes were drilled at Devil Canyon (Figure
5.2). A summary of auger hole locations and depths are presented in
Table 5.2. ThP more extensive program which had been planned was
curtailed because of unexpected difficulties encountered in advancing
the auger through boulders~ cobbles, and hard ground conditions. Grab
samp 1 es \<Jere taken from Borrow Area H.
The program initially used a platform-mounted CME-45 rig that was
replaced by aCME-55 for the difficult_drl11ing.conditions. ~rilling
was performed using a hollow stem cont1nuous fl1ght auger str1ng,
having an 8-inch 0.0. and a 3-1/4 inch I.D., to a maximum depth of 35
feet. Material samples were collected c".::ltinuously in the upper 10
feet of the nole and then ·lt 5-foot intervals to full depth using a
split-spoon sampler. The sampling procedures consisted of drilling
the augers down to the required sampling depth, removing the inner
plug and stem, and advancing the split-spoon sampler, 18 inches into
the soil below the cutting head by driving it with a 140 lb hammer
falling freely 30 inches (Standard Penetration Test). The samples
were returned to the surface, 1 ogged by a geo 1 og i st and prepared for
transport and storage. In most cases, 4 to 6-inch long thin brass
liners we~··~ used inside the split-spoon sampler, which allowed
selectee samples to be capped and sealed. Following completion of the
hole; the auger string wa~ withdrawn and the hole backfilled with the
drill cuttings.
The legs for these holes are given in Appendix C-1. The properties of
the borrow materials are discussed in Section 6.
(vii) Seismic Refraction Surveys
Seismic refraction surveys (seismic lines) were performed on the river
banks at both dam sites, and. in the bor~row art~as and relict channel
near the Watana site to extend the previous studies. Eleven traverses
totalling 27,800 feet were run under this program, and the results are
presented in Appendix D. The locations of the lines are also shown on
Figure 5.1 for Watana and Figure 5.2 for De~il Canyon~
At the Watana dam site, four traverses were shot in the immediate dam
site. Two of these lines crossed the right abutment and the relict
channel area. A third line is located upstream of the proposed axis
on bo~h abut~ents, and the fourth investigated a topographic de-
pre5,S ·1 on a m1l e upstteam of the dam axis on the north side of the
~!ver. Borrow Areas D and E at Watana were explored by four seis~ic
llnes (two within each area) .
At Devil Canyon, the three seismic lines were run on the left (south)
b~nk of the riv~r across the small 1ake and adjacent slopes to inves-
tlgate. the overourden tllickness in the proposed saddle dam area and
the ex1stence of a possible shear zone.
5-5
(c) Laboratory Testing
Representative soil samples obtained from the potential borrow areas for
the Watana dam area were tested to determine their physical properties and
verify field classification. A total of 21 samples were tested to deter-
mine the soil's moisture content, Atterberg limits, grain size distribution
and Modified Proctor density. A summary of the testing program is given in
Table 5.2. All twenty-one samples were tested using the applicable ASTM or
AASHTO standard procedures. The results of the testing program are
summarized and the data is presented in Appendix C-2.
5-6
TABLE 5.1 -SUMMARY OF DIAMOND DRILLING ACTIVITY-1980
HOLE GROUND LENGTH ANGLE FROM
NO. LOCATION ELEVATION..z FT FT ORIENTATION HORIZONTAL PURPOSE
Watana
BH-2 Right 1,835 401.u N45E 55° Fingerbuster
Abutment shear zone
BH-6 Right 1,605 740.4 S45W 60° Potential
Abutment fault under
river
BH-8 Left 1,976 750.55 N60E 60° Powerhouse
Abutment geology,
andesite
flows
Devil Canyon
BH-1 Right 1,415 750.3 545W 67° Powerhouse
Abutment geology
BH-2 Right 1,214 656.2 N 60° Dam
Abutment foundation
BH-4 Left 1,353 501.0 S15W 60° Suspected
Abutment shaar zone
Note: Drill hole locations are shown on Figure 5.1 (Watana) and
Figure 5.2 (Devil Canyon)
TABLE 5.2 -SUMMARY OF AUGER DRILLING ACTIVITY-1980
Bo1:row Hole Depth
Area No. Ft. Purpose --
Watana D AH-D1 20 Impervious and semi-
AH-D2 29 pervious core material
AH-D3 30.5
AH-D4 15
E AH-E1 25 Filter and concrete
AH-E2 10 aggregate
AH-E3 20
AH-E4 20
AH-E5 10
AH-E6 26.5
AH-E7 5.5
AH-EB 6
AH-E9 8
Devil Canyon G AH-G1 23 Concrete aggregate
AH-G4 11
NOTE: Auger hole locationa are shown on Figure 5.1 (Watana) and
Figure 5.2 (Devil Canyon).
TABLE 5.3 -SUMMARY OF LABORATORY TESTING
TEST (PROCEDURE) NUMBER OF TESTS
Watana Dnm Site Borrow Area
Deadman River
D E H Creek Channel
Grain Size Distribution 8 8 2 2 1
t.ASTM~ D422-63)
Natc~al Moisture Content 8 8 2 2 1
(ASTM: 02216-71)
Liquid Limit 6 2 2
(ASTM: 0423-66)
Plasticity Index 6 2 2
(ASTi~: 0424-59)
Modified Proctor Density 1
(AASHTO T-180 Method "A")
(AASHTO T-180 Method "D") 1 1
NOTE: Laboratory test results are included in Appendix C-2.
t,_S§EN,!}
ACRES AMERICAN IN\.1 1980
t?i BH BOREHOLE
®AH AUG!!R HOLE
~ SEISMIC LINE
t J CROSS SECTION
.:_~wJ JC\NT MEACJREMF.NT STATION
BORROW AREA D
:-BORROW AREA E:
QUARRY
0
R€FERENeE U S ARMY CORPS OF ENGINEERS, 1979 { U!J
WATANA-1980 EXPLORATION MAP
\
®AH-02
NOTES
l) TOPOGRAPHIC CONTOURS ~RE
APPROXIMATE
2) SECTIONS SHOWN ON FIGURE 6 5
wv•~
t
l
\
I
FIGURE 5,1 ~t~~
R£f!RENCE u:i(;S, TAU<EETN4 ).IO'JNTAINS, (D-5l, ALASKA <li.:AORANGl£1
SEWARD MERI!lWI T 3Zil, nu:, 532 Alltl 3~
/
I
I
I
-'
I \ ®AH I
DEVIL CANYLN -1980 EXPLORATION MAP
~·~
r
LEGEND
ACRF.S AMERICAN INC, 1980
;.... 8H BCRE HOLE
®AH AUGER HVLE
~ 'iEISMIC UNES
1\ilCJ JOINT MEASUREMENT STATION
t j CROSS SECTION
NOlES·
I) 10POGRAPHIC CONTOURS ARE
APPROXIMATE
2) SECTION SHOWN ON FIGURE 6 13
2()0 0 ;.>0(1 400 wo ~~
SCAlE IN FEfT
CONTOUR INTERVAl. ~0 f£ET
DASHED (;t.)NTOVR 25 fEET
FIGURE 5.2 [i]
i
r i
t
l
!
I
I ..
LEGEND
Overburden
Rock
3/4-inch I.D.
joint PVC
grout
Thermistor
points
NQ-Borehole
To Readou
· surfac
overburden
( 2 . 98" Diam. )
Holes drilled in
PVC grou-t tube
to allow grout
to escape
--Packer inflation line
and piezometer readout tubes
Permafrost cement grout
Epoxy-filled
NX-size packer
Pneumatic
piezometer--r-~ ..
tip Slotted PVC
r----pipe to protect
piezometer
TYPICAL INSTRUMENTATION INSTALLATION
WATANA: BH-6
DEVIL CANYON: BH-2
NOT TO SCALE
_,._. ___ _
F:P~re=pa.:;:::;:r· e ... ~.d =By=: =;~~·~~cs:~~=~===··~::~~::-==-==-==-==-==,.=======-=-=1 A~~[~ R&M c:;CNSULTANTS, INC.
ENGI~fUiFIB. GI!OL.OGISTB PL.ANN&FIS SUI"fVEYCRS FIGUf~E 5.3
~----~~---------~~----------~--------------------------------------------------------~· ~-----------~--~
LEGEND
Overburden ~~~~
Rock lPtrtrf~iiW'
Foam seal
Ground
~-inch.r:n.
PVC grout tube
Thermistor
points
Packer inflation line and
piezometer readout tubes
Permafrost cement grout
2 0-foot slc~• ~ ed ---
NX-si:le slimline
packer
section.
Three rows 0~010-
inch slots
~-inch I.D.
grout. vent
Pneumatic
..,.._-piezorn.ete1::
tip
il"t.er sand
Grout tube
Note:
Two piezome~er/packer
:i :. s·tallat:i.·.;ns r11ere made
in BH~l
slotted
~~~~---section. Three rows
0.10 -.;.ncb slots
'IYJ::'ICAL INSTRUMENAT!ON INSTALLATION
DEVIL CANYON: BH-1 and BH-4
-------·-~,~~~c:::;, ....... ~ ------N-OT-To_s_cA_L_E ----------/ A~~-1 ~.
F.cepared By: R&M co-Nc::;'uL1"..L\NTS -
llNOINURS • O&ct.oa7s'T'a ,.·,. \NNI!FlS S~Rt~;:; rlGiURE 5. 4 I' '
._·--~--·---------------~--~----~··~ ·----------------·----·~------~
SECTION 6
RESULTS OF THE GEOTECHNICAL INVESTIGATIONS
6 -R£SULTS OF THE GEOTECHNICAL INVESTIGATIQNS
G.1 -Watana
As discussed in Section 3, the Watana dam site had been explored by previous
investigators (5, 6, 18, 19) .. This ~nformation ~as then ~x~and~d by the 1980
program using detailed geolog1c mapp1ng~ ~hree ~1amond ~r1l 1 ho!es~ auger holes
and seismic refraction surveys. In add1t1on, a1r photo1nterpretat1on was per-
formed, covering the entire_dam site and_reser~oir area. The lo~ation.of ~11
explorations are shown on F1gure 6.1. D1scuss1on of results of 1nvest1gat1ons
of overburden conditions, bedrock geology~ groundwater, permafrost, borrow
material and reservoir geology are presented in the following sections.
(a) Overburden Conditions
Overburden thickness in the dam site area ranges from non:xistent along
portions of the valley slope, to greater than 450 feet away from the valley
walls. The type of overburden varies from weathered rock and talus to
glacially detived tills, outwash, and lacustrine clays to organic ma-
terials. The type and thickness of overburden in the site area has been
delineated by gEologic mapping~ drilling, excavation of test pits and
seismic refraction surveys. A detailed discussion of soil conditions and
properties in selected borrow source areas is presented i~ Section 6.l(e).
An isopach map of overburden thickness is shown in Figure 6~2. In general,
the overburden on the valley walls and abutments at the Watana site is
thin, varying in thickness from 0 to about 10 feet. On the lower slopes,
in the V-shaped portion of the va1ley, overburden is almost nonexistent,
consisting primarily of talus~ Above the break in slope on the north siae
of the river, the overburden thickens and coNsists primarily of glacial
materia 1.
Borings in DH-1 through DH-5 were drilled to bedrock by the COE in th~
river channel within the dam area, and show alluvium thickness on the order
of 40 to 80 feet. The material consists of coarse sands, gravels and boul~
ders. Severa1 boulders more than thr·ee feet in diameter were encountered
during the investigation~ The relative density and distribution of the
material is not properly known. It is suspected that thes·e materials may
become unstable during a seismic event. rurther investigations wil1 ~e
neceszary to properly explore these deposits~
Severa1 local areas of thick overburden were encountered on both dam abut-
meryts during the various phases of investigation. Seismic line SW-2
(F1gure 6.1) shows a thickening of overburd~n to approxinately 100 feet
upslope of BH-2. A similar thick pocket of overburden was found on the
south abutme~t at DH-25 (COE, 19.78) (Figure 6.1) w~ere a depth of over 55
feet of gla.c1al and alluvial materials were drilled without reaching
bedrock. ·
Away from the valley, the overburden consists principally of glacial silts,
sands, gravels and boulders. Where drilled the contact between the over-
burden and bedrock is sharp. Seismic veloc~ty of the unconsolidated silts,
6-1
sands and gravels generally average 6,000 to 7,000 ft/sec whereas the
denser tills, boulders, and weatherea rock range oetween 13,000 to 14,000
ft/sec.
A deep bedrock depression has been delineatea on the north side of the
river extending from about 2,500 feet west of Deadman Creek northwest
toward Tsusena Creek. The evidence for this channel is based on seismic
refraction studies (14, 18, 20) and several drill holes as shown on Figure
6.1. The lowest bedrock elevation encountered in the channel was 1,775
feet or 454 feet below the surface (DR-22). The overburden in toe buried
channel consists of three major sequences of till, lacustrine and alluvial
(including outwash) materials.. At least two sequences of fine grained
lacustrine material have been encountered. In DR-13, the COE report~d
encountering a significant artesian condition. However, the source of the
artesian pressure and water pressure relief springs on the cliffs was not
addressed. In another boring, DR-22, a 200-foot interval of pervious sands
and gravels was encountered at elevation .2,000 (230 feet below r:round
surface). Discussions with the COE reveai,ed that during a falling head
permeability test on the intervai composed of these materials, takes as
high as 50 gpm/foot of head were recorded. Based on limited information on
the stratigraphy, it is very difficult to draw conclusions on whether the
till, glacial material or outwash deposits are continuous over large areas.
A reasonable assessment of the overall permeability of the ch~nnel
materials is not possible at this time. Further exploration in this area
is necessary.
(b) Bedrock Geology
(iJ Lithology
The Watana site is underlain by a series of sedimentary, volcanic and
plutonic rocks. These rocks have not been assigned formational names,
but rather have been given lithologic names for mapping and
correlation.
The dam site is primarily underlain by an intrusive d·ioritic body
w~ic~ ra~~es in composition from granodiorite to quartz diorite to
d1or1te (Figure 6.3, sheet 1). The volcanic rocks (dacite and
andesite) are generally finer grained equivalents of these intrusive
rocks with a few more silicic varieties (rhyolite). The sedimentary
ro~ks consist of tuffaceous siltstones, sandstones and graywackes.
Igneous Intrusives
The quartz diorite is light gray in color and is found primarily up-
s-tr~am fro~ t~e d~ cetlterline. Grain size is medium (1-5 mm) but is
var1able w1th1~.th1s range. The quartz diorite is composed of 60 to
80 ~erc~nt plagloclase feldspar with approximately 5 percent quartz.
Maf1c m1nerals are predominantly biotite with partially chloritized
hornb~ende. The texture is massive, with no planar structures. The
rock 1s hard, competent and fresh, except within the shear zones (see
6-2
Bedrock Structure). There is generally a very thin weathering rind on
exposed surfaces. Inclusions of argillite, volcanics and fine grained
diorite are found in this unit, particular·ly east of "The Finsu.
The diorite is dark grayish green, medium grained and massive. The
rock is 80 to 90 percent plagioclase feldspar witt1 10 to 20 percent
biotite. The diorite is hard, competent and generally fresh with a
very thin weathering rind on exposed surfaces. No inclusions have
been seen in the diorite. The quartz diorite and diorite appear to
occur in alternating zones on the order of several hundred feet wide.
One contact is exposed on the river and is gradational over about 20
feet with no fracturing, although ~t another outcrop, the contact is
coincident with a fracture.
Both the diorite and quartz diorite hive been intruded by a few felsic
and mafic dikes. The felsic dikes are fine grained granodiorite and
are less than two feet wide. Both deformed and undeformed dikes were
mapped$ The contact with the surrounding rock is tight. Neither the
dikes or the contacts are fractured; although some dik~~s have been
offset by he a 1 ed shears (see Bedrock ,St~ucture).
A mafic dike was mapped downstream of 11 The Fins" on the south abutment
at river level. The dike is approximately 5 feet wide and consists of
fine grained diorite. The dike is highly fractured and lies within a
ta 1 us-filled gu 11 y. The dike trends northwest-southeast, par all e 1 to
the major joint set. A large mafic structure (350 to 400 feet wide)
dioritic in composition intruded the quartz diorite in '~The Fins"
a\ The texture is porphyritic with a fine grained to aphanitic
ground mass. Based on texture, the rock is an andesite porphyry to a
diorite porphyry. To simplify terminology, the ter-m diorite porphyry
will be used. Phenocrysts consist of plagioclase feldspar and horn-
blende. Feldspar phenocrysts are medium grained and from 10 percent
of the rock at 11 The Fins 11 to 20 to 30 percent at outcrops on the south
bank. The hornblende phenocrysts are medium grained and comprise
about 5 percent of the rock. The rock is generally massive with rare
occurrence5 of compositiona1 layering.
The diorite porphyry becomes less porphyritic and more aphanitic near
the contacts with the quartz diorite. Inclusions with this unit con-
sist of rounded ~Jartz diorite and tabular argillite fragments from 1
to 6 inches long. Contacts with the inclusions are sharp and tight.
The diorite porphyry is fresh, hard and competent. The contact be-
tween the diorite porphyry and the quartz diorite is sheared at "The
Finsn; however, on the south bank, both rock types are separated by
?nly a few feet. Since the contact is covered, no evidence of shear-
lng could be seen. It is likely that the contact could be fractured.
Downstream from the diorite/quortz diorite, and approximately 3000
feet downstream from the proposed centerline, is a series of extrusive
rocks ranging in composition from rhyolite to andesite and basalt but
6-3
is predominantly andesite porphyry. Where exposed on the banks of the
river these rocks are complexly faulted~ Field relationships indi-
cate that there may be more than one episode of extrusive activity and
deformation. At this phase of mapping, no stratigraphic relationships
could be determined and so these rocks have all been included as one
unit: andesite porphyry.
The andesite porphyry is medium to dark gray to green with an
aphanitic ground mass and fine (less than 1 mm) to medium grained
feldspar phenocrysts. Inclusions of quartz diorite are found in the
andesite porphyry near Quarry A. Near the contact with the diorite,
the rack is a monzonite in composition but because of the aphanitic
texture is termed a latite. The latite is light to medium grayish
green with numerous inclusions of argillite and quartz diorite, the
contacts being sharp and t-ight. ·:he latite is flow banded with layers
striking northwest-southeast and dipping 15° we5t. The contact with
the diorite is coincident with the main 11 Fingerbuster 11 shear zone.
Other variations in this unit include rhyolitic, and basaltic units.
The mor-e mafic rocks appear to be prevalent toward the west.
The contact between the andesite flow and the diorite was encountered
in BH-2 and BH-8 (Figures 6.4 and 6.5). Similarly the COE borings
DH-21 and DH-24 penetrated andesite dikes on the 1 eft abutment. The
nature of the contact in BH-2 is unclear, in that a secondary shear
zone corresponds with this contact, resulting in poor quality rock.
The contact in BH-8 was intersected at a depth of approximately 50
feet. The rock in this zone was highly fractured and jointed with
clay seams extending over a distance of 10 to 15 feet. Core recovery
was on the order of 70 to 80 percent.
A sequence of tuffaceou~ siltstone and sandstones are exposed in the
cliffs ~pproximately 5,000 feet downstream of the dam site and are
overlain by the andesitic (basaltic) rocks (Figure 6.3). These sedi-
mentary rocks are composed essentially of volcanic debris, the silt-
stone being a medium gray, fine grained rock that exhibits some shaly
chtracter on weathering, while the sandstone has a buff colored
groJndmass with inclusions of feldspar, quartz, and argillite. The
rock in the area is generally sound and slightly weathered.
(ii) Bedrock Structure
Joints
Join~ data was recorded at all outcrops, as well as at 10 joint
stat1ons (WJ-1 through WJ-10) which were chosen for detailed joint
meas~rements (Fi~ure 6:3, sheet 2). At both outcrop and joint
stat1ons, the or1entat1on of major and minor joint sets were recorded,
a~ well. as ~he condition of the joint surface, spacing and any
m1n~r~l1zat1on or coating. At outcrops, three orientations were taken
of JOlnts from each joint set and an average reading recorded.
6-4
Joint stations were chosen at r~presentative areas having good three
dimensional exposure of major st.ructures,"The Fins 11 and 11 Finger-
buster11. Tsusena Creek, and in the major rock types: quartz dirrite, diorite~and andesite porphyries. At stations WJ-1 through 3, readings
were limited to 60 to 86 joints due to limited exposure. One hundred
joints were recorded at stations WJ-4 through WJ-10. FJr each sta-
tion, joint measurements were plotted on the lower hemisphere of a
Schmidt equal-area stereonet and con~oured at_3, 5, 7, 10 and 15 ~er
cent contour intervals. An example 1llustrat1ng the methodology 1s
presented on Figure 6.6a. Watana jo;nt stations are shown on Figures
6.6(b-k). A composite stereonet of 766 joints was also compiled ~nd
is included as Figure 6.6(1). Two major and four minor joint sets
were mapped at the site. Set I and Set II are major joints which
occur throughout the site area. Sets III and IV are minor sets which
generally ate 1 ess prominent than the major sets but may locally be
quite pronounced, while Sets V and VI do not show prominently over any
extent. Table 6.1 is a summary of joint set orientations, spacing,
surface condition and structural rela';ions at Watana.
Joint Set I is the most prominent set at Watana. The orientation is
about 320° (N40°W) throughout most of the site with dips from 65°
northeast to 70° southwest and averaging near vertical. Joint sur-
faces are planar to slightly curved and mostly smooth, with spacing
from one to two feet. Open joint surfaces in the andesite prophyry in
"The Fins 11 are pitted and rough where feldspar and hornblende
phenocysts have Jeen weath~red out. Minor carbonate coating was
observed on this set only at WJ-6 and WJ-10. The J?ints are generally
closed, except in shear and fracture zones. Set · Joints are parallel
to the major shear and fracture zones in the dam site area. Set I
joints show a consistent trend throughout the darn site from WJ-2
upstream to "The Fins 11
• Downstream from WJ ... 2, the trend changes to
335° (N25°W).
Joint Set II generally trends 45° (N45°E) and dips between 70° north-
west and 70° southeast. Spacing averages 6 inches to 1 foot. Sur-
faces are smooth and planar to slightly curved. Minor carbonate coat-
ing is found on this set at 11 The Fins" and at WJ-10. The river runs
parallel to this set between WJ-8 and WJ-5. No shearing has been
found associated with Set II.
Joint Set III is north-south trending with moderate dips to the east
and west. This set is generally present throughout the site but is
not as prominent as Sets I and II. Spacing is quite variable and can
range from 2 inches to 5 feet where present. Joint surfaces are
planar to slightly curved and smooth to rough. No mineralization is
assoc~ated with this set. Set III is parallel to the north-south
trend1ng shea~s found at "The Fins", Fingerbuster, WJ-10, WJ-8, and
WJ-7. West d1pping Set III joints predominate where the north-south
shears are west dipping as at WJ-2, 6, 7, 8 and 10 on the eastern and
central areas of the site. East dipping Set III joints predominate
where the north-south shears are east dipping as at WJ-1 and 9 on the
western are1 of the site.
6-5
Joint Set IV consists of numerous low angle (dipping less than 40°)
joints of various orient~tions. Spacing is highly va~iable ranging
from 1 inch to 10 feet w1th an average of 1 foot. Jo1nt surfaces are
irregular and rough wi~h no.mineralization or shear~ng as~oci~ted ~ith
them. The joint din d1rect1ons appear related to srope d1p d1rect1on
with joints on the :wrth abutment dipping south and those on the south
ab\Jtment dipping north. Set IV joints are possibly stress v-elief
joints resulting from glacial unloading. Joint Sets V and VI appear
to be only locally prominent.
Joint Set Vis oriented nearly east-west at 280° (N80°W). Set Vis
most prominent at the western end of the dam site in the uFinger-
buster11 area (WJ-9) and at wJ-1, 2 and 10.where "east-west" shear
zont;'S are more prevalent. Between the 11 Fi ngerbuster" and WJ-2, the
riv~r is parallel to Set V.
Joint Set VI has an
tween 60° northwest
allel to this set.
Set VI.
Shears and Fractures
average trend of about 65° (N65°E) with dips be-
and 60° southeast. No shears were observed par-
Between WJ-8 anJ WJ-10, the river is parallel to
Major and minor shears and fractures were mapped at river elevation in
the dam site area (Figure 6.3, sheet 2). Fractures were defined as
areas of very close to close spaced (less than 2 inches to 1 foot)
joints where no relativ~ movement has occurred. Fractures range from
6 inches to 50 feet in width but are generally less than 3 feet. On
the basis of mapping completed to date, it appears that several per-
iods of jointing occurred at the site, with most being formed prior to
the major shearing and some concurrent with or after the shearing.
Two forms of shears were mapped. The first are healed shears found in
t~e quartz diorite and diorite. These range from less than 1 inch to
about 1.5 feet and contain breccia which has been healed by fine
grained, igneous material. Offsets measured on these features where
they cross felsic dikes are up to 1 foot. The healed rock is hard and
competent. These minor features have two basic orientations -35°
(N35oE) dipping 45 to 70° east, and 300° (N60°W) dip~ing 65° south.
The second type of shear, wh~ch is more common, is found in all the
rock units and consists of planar areas of crushed rock (sand-size
grains) and gouge which is severely weathered. These areas are gen-
erally less than 6 inches wide, but can be more than 20 feet at the
m~jo~ shears. The crushed rock and gouge is generally but not always
w1th1n a zone of fractured rock from 1 to 2 feet wide. The amount of
offset on these shears could generally not be determined because of
lack of good markers.
Major shears and fractures are oriented on a northwest trend with
steep dips from 70° northeast to 80° southwes~ These features tend
to form deep gullies on the abutments as a resL1t of erosion of the
sheared and fractured rock. Minor shears and fractures are oriented
n~rt~-s01~th with moderate dips to the east and west, and east-west
d1~p1n~ ~teeply north and ~outh. These orientations are parallel to
maJor JOlnt Sets I and II and minor Set III.
6-6
Two major shear zones which were identified in previous studies and
were verified by this investigation are located upstream and down~
stream of the proposed dam. The upstream zone, called nThe Fins 11 by
the COE is exposed on the north abutment approximately 3,000 feet up~
stream ;f the proposed dam axis. The feature occurs in the area of
the quartz diorite and andesite porphyry c~ntacts. 11 The F~ns" con~
sists of a series of shears and fractures 1n an 800 foot w1de area.
The gullies formed by the shears and fractures are separated by narrow
intact rock bands or ribs, from 5 to 50 feet wide. The two primary
shears are northwest trending and dip 70o east. The shear at the
andesite porphyry/quartz diorite contact ~onsist~ of 10 feet of
crushed rock and gouge. The other shear 1s part1ally covered by
talus, but appears to be a maximum of 50 to 60 feet wide, estimated by
the width of the gully. It is likely that this area consists of
several smaller shears rather than one shear of this width. Quartz
and carbona~e veins (0.5 inches) in this zone crosscut the shear with-
out offset~ Upstream from the contact shear is a series of four
northwest trending shears in an 80 foot wide zone of open jointing.
East-west and north-south trending shears also occur in "The Fins 11
•
The dip and width of the east-west shears are uncertain. The north-
south shears are less than 1 foot wide and dip 57° to the west.
Slickensides on carbonate coating indicate an oblique sense of move-
ment. The north-south shears appear to project across the river in
the vicinity of the upstream cofferdam and align with gullies on the
south abutment. Another series of north-south striking shears also
occur across the river from 11 The Fins 11 • The COE has inferred a con-
tinuation of "The Fins 11 shear zone to the southeast. This area will
be investigated during the 1981 summer program. Th~ trace of the zone
to the northwest may correlate with a highly oxic'ized and sheared
granodiorite outcrop on Tsusena Creek. This out~ro0, approximately
325 feet wide, which has undergone hydrothermal alteration, is also
characterized by northwest, north-south and eastwest trending shears
with associated crushed rock and gouge. Other evidence which supports
a northwest continuation of 11 The Fins" is seen in the seismic refrac-
tion surveys on the north bank, which show a lower bedrock velocity
associated with the trace of this feature (14, 18, 20). The trace of
the feature also closely coincides with a morphologic depression.
The second major shear zone at the site, called the 11 Fingerbuster" by
the COE, is located 1,500 feet downstream of the proposed dam axis on
the north bank (Figure 6.3). BH-2, which intersected this feature,
dr;lied through approximately 100 feet of highly fractured, sheared
ro~k which contains clay seams and gouge, The major shear at the
"F1ngerbuster" is coincident with the andesite porphyry/diorite con-
~ac~. The shear trends northwest with a vertical dip. This feature
1s 1ntersectad by a vertical north-south shear. Both lie within a
rubble filled gully approximately 40 feet wide and diverge further up-
slope. Roc~ within this zone is highly fractured and moderately
weather~d w1th several 3 inch shears consisting of silty sand materi-
al. Sl1cks on the north-south ~~~ar indicate a vertical movement.
The extent ?f these shears will b determined during the 1981 summer
program. M1nor shears in the 11 Fingerbuster 11 trend northwest, east-
west and no~th-south. The east~west trending shears dip from 80°
~o~th to 80 north, parallel to the stretch of the river between the
·F1ngerbuster" and the dam centerline.
6-7
The minor shear zones are foUtld between "The Fins 11 and th1e 11 Finger-
buster11. Near the proposed dam centerline are a series of steeply
di pp1i 1 ~ {;orthwest trending fracture zones and north-south shears with
dips of 40° to 85° to the east. The shears average 1 to 2 feet wide.
Movement of the 40° dip shear was estimated to be about 1 foot based
on joints offset across the shear. Upstream on the south abutment is
another zone of predominatly northwest trending shears and fractures.
The extent of both this feature and the one at centerline will be
traced during the 1981 summer program.
(iii) Rock Quality
The Rock Quality Designation (RQD) was determined for all rock cores
and is graphically shown on the Summary Logs in Appendix B-1. The
rock quality encountered in the drilling was generall:~ good to ex-
cellent with RQD's averaging between 75 and 90 percent (see Table
6.2). In general, rock quality improves with deptn, with the upper 50
to 80 feet of the surface being weathered and more fractured. Below
this weathered zone, rock quality tends to improve with on1y localized
zcnes of fractured and sheared rock. These zones generally range in
thickness from 1 to 5 feet, but can be up to 30 feet.
The poorest quality rock was found in BH-2 which drilled through part
of the "Fingerbuster'' shear zo~e. This boring was sited within the
zone and directed N45°E at an incli~ation of 55°. As seen in the bor-
ing logs, the shear zone was intersected at an approximate depth of 70
feet and continued to an approximate hole length of 100 feet (vertical
depth 65 to 80 feet). The zone, which corresponds with the andesite/
diorite contact, consists of highly fractured, severely weathered
bretciated and sheared rock. Repeated grouting was required to main-
tain hole stability. Below this zone, rock quality improved with only
localized zones of low RQD's encountered around 200 to 210 and 250
feet depths, respectively.
In genera-, weathering appears to be primarily physical in nature,
with sand rock being affected to about 40 feet from the surface at th~
dam site. The weathering is light to moderiite in joints, with pene,..,
tration generally less than a few inches into the unbroken rock.
Sheared and fractured zones are considerably more weather~d, and many
of the shear zones exhibit chemical weathering and hydrothermal alter-
ation. However, the severest effects of chemical alteration apparent-
ly are limited to the immediate shear zones, so the overall rock mass
quality is quite good, and appears to be entirely ad~quate for con-
struction of large hydropower structures utilizing conventional
construction methods.
(iv) Rock Permeability
Wate~ pressure tests were performed in all of the borings, h0wever no
test1ng was performed below 650 feet in BH-6 or below 70 feet in BH-2
due to unstable hole conditions. Graphic representation of the calcu-
lated permeabilities are shown on the Summary Logs (Appendix B-1).
?v~~all~ rock permeability is relatively low, ranging from 1o-4 to
""0 em/sec. Water losses were somewhat higher in the shallower
6-8
portion of the holes, an~ ~ few shear zo~es, such as those encountered
in BH-2, took high quant1t1es of water w1thout return. However, these
zones tended to cave, and therefore could not be accurately tested.
(c) Groundwater
Tne groundwater regime in the bedrock is confined to movement al~ng frac-
tures and joints within the rock. Water levels, as measured dur1ng the
drilling program, ranged from 16 feet below ground surface in hole BH-8 to
147 feet in BH-6. Although very little data is currently available rela~
tive to the groundwater, it is assumed that the groundwater in the non-
permafrost areas of the north bank is a subdued replica of the topography
with groundwater g~adients bei~g towards ~he Susitna ~iver and i~s .
tributaries. Read1ngs of the 1nstalled p1ezometers ~1 11 be cont1nued 1n
1981 to better evaluate the ground water regime.
(d) Permafrost
A limited amount of data is currently available regarding permafrost
condition at the Watana site.
Ten thermal probes, consisting of 3/4 inch galvanized steel pipes filled
with diesel fuel, were installed by the COE (18) in boreholes on both sides
of the river to monitor ground temperatures. Readings over a 5 month
period using thermistors in several of these pipes showed permafrost condi-
tions on the south bank. All but hole DH-21, which was drilled beneath the
river, gave temperatures below freezing to the bottom of the hole. The
deepest hole was DH-28, drilled to a depth of 125 feet. Minimum
tEmperatures ranged around -0.6°C.
During the early phases of the 1980 program, an attempt was made to read
these instruments, and the results are summarized in Figures 6.7 and 6.8.
Most of the probes on the south bank were blocked with ice or showed sub-
zero temperatures at depths of 15 to 30 feet below ground surface; and it
is therefore evident that permafrost exists in the south bank at re.latively
shallow depths. Because of the ice blockage, and the shallow depth of in-
stallation of the probes, it was not possible to determine the depth of the
bottom of the permafrost. Temperatures within this shallow zone ranged
from -0.01 to -0.52°C. No evidence of permafrost was observed from probes
on the nvrth bank. However, it was determi~ed that ground temperatures are
within 0.5oC of the freezing point to considerable depths.
A~ger d~illing in Borrow Area D by both the COE and Acres indicates that
~1sco~t~nuo~s permafrost exists throughout the area. Visible ice was
1dent1f1ed 1n several of the soil samples to depths of 10 feet or more. On
the south abutment BH-8 (Acres, 1980), which had remained open from July,
was observed to 11 freeze back". It was first noted in September during the
geophysical ·logging that the hole was ••necked down" at about 175 feet and
~he temperature at that depth was less than 0°C. The hole was next checked
1n ~ovember and found to be completely frozen. In preparation for instal-
lat1on of_the 1980 instrumentation, warm water was pumped down the hole to
thaw the 1ce. At the start of the melting operation~ ice was encountered
6-9
at a depth of 50 feet. Melting proceeded to a depth of 170 feet where the
hole was blocked by caving.
A thermistor string was installed in BH-6 on the north bank to a depth of
250 feet. However, temperatures have not yet stabilized in the hole. It
is to be noted that this hole remained open and unfrozen from the time of
its completion in July until instrumentation was installed in November.
Therefore, the ho 1 e does not appear to penetrate a permafrost zone.
(e) Borrow Areas
The 1980 investigation program was planned to confirm the material sources
previously identified by the COE and to provide additional information as
to their geotechnical properties, thickness and areal extent. Primary
emphasis was placed on defining the core and filter material sources and
verifying the quantities of rock fill previously identified near the dam
site. Explorations included geologic mapping, auger drilling, seismic
refraction surveys, and laboratory testing. The location map for all the
explorations is shown in Figure 6.1. The boring logs are included in
Appendix C-1, the laboratory test program in Appendix C-2, and the seismic
refraction study in Appendix D.
(i) Rockfill Material
Two quarries previously designated Quarry A and Quarry B by the COE
(Figures 6.1 and 6.9) were investigated. Additional surficial mapping
was performed in Quarry A on the south bank and indicated the exposed
rock is primarily andesite overlying diorite. This differs from the
interpretation of the earlier exploration. Additional diamond core
drilling and detailed mapping will be reGuired to confirm the thick-
ness and extent of the various rock units. Quarry 8 was investigated
by additional surficial mapping and a seismic line across the central
section of the area (Figure 6.1). The data collected indicates that
overburden in this area may reach as much as 300 feet thick which
would preclude exploit~tion of the exposed rock face as a quarry.
(ii) Core Material -p~~ro~ Area 0
This borrow area was ·identified by the earlier investigations as a
primary source of impervious and semi-pervious material for the dam
construction The area is located 1.5 miles upstream of the dam axis
on the north bank (Figures 6.1 and 6.9). Four additional auger holes
and two additional seismic lines performed during the 1980 program
generally confirm the earlier findings.
Overburden throughout the area is very thick, ranging from 150 to as
much as 350 feet thick (14, 20). The material in this area is com-
posed of a surface 1 ayer of natura 1 organic gl"ound cover, then two to
three feet of boulders and organic silts underlain by glacial tills
compo~e~ of dense gravelly silty sands. The tills range from 15 to 25
feet t.hlck and usually overl·ie a clay to sandy gravelly clay.
6-10
Grain size distribution curves of the till samples tested in this
investigation (Appendix C-2) and the COE program (18) show that the
material is well graded, consisting primarily of silty sand with sol1'e
gravel and a trace of clay. The material is generally dense to very
dense in-situ, and has a natural moisture content ranging from 6.6 to
25.7 percent with an average of 11 percent. Moisture content was
found to be variable between samples from the same hole, as well as
from hole to hole. The finer fraction of the material is generally
non-plastic to very lo~ p~asticity (PI ~anges 2 to 12),. The sha~e _of
the compaction curves 1nd1cates that mo1sture content w1ll be cr1t1cal
in obtaining maximum density and strength during construction, and
that the shear strength of the material drops off rapidly with
increases of water content over the optimum water content.
(iii) Filter Material -Borrow Area E
This borrow area was identified as the main source of filter and con-
crete aggregate material by the COE (18). Borrow Area E is an allu-
vial deposit formed at the mouth of Tsusena Creek on the right bank of
the Susitna River, approximately four miles downstream of the dam site
(Figures 6.1 and 6.9). Nine auger holes ranging from 5 to 31 feet
deep were drilled in this area to expand the previous work (Appendix
C-1). As well, additional seismic refraction lines (18) were run to
confirm the thickness of the alluvial material and the limits of the
proposed Borrow area.
The auger drilling indicated a thin organic and silt layer varying
from 0.5 to 2.0 feet thick over most of the area. This layer is
underlain by 0.5 to 3.0 feet of silty sand to clean sand, below which
is a 6 foot thick layer of sandy gravel. The sandy and gravelly
materials are well rounded particles up to 4 inches in diameter and
are clean and well graded. The size of th3 particles appears to
increase below 10 feet, with variable cobble and bould~r content that
hindered the drilling. The water table in this area is near the base
of the sandy gravel layer from 7 to 16.5 feet below the ground
surface.
Two holes (AH-E8 and AH-E9) were drilled on a sand bar further up-
s~r~am on Tsusena Creek (Figure 6.1) in an attempt to expand the
l1m1ts of Borrow Area E and confirm the availability of additional
quantities of material. Both holes were terminated at less th~n 10
feet deep due to a high concentration of boulders. However, the over-
burden profiles compare favorably with the work from the main section
of t~e borrow area. The 1980 seismic line (SL-9) in the northwest
po~t1on of the area confirms that the alluvial materials vary in
th1ckness from 30 feet co as much as 200 feet locally, with an average
thickness of 30 to 50 feet.
Grain size distribution curves (Appendix C-2) of the split spoon
s~mples s~ow that the upper few feet of material consists of sandy
s1lt grad1ng dow~wards to silty sand. This layer is generally poorly
graded and relat1vely fine grained with 30 to 60 percent passing the
No. 200 sieve.
6-11
The. underlying material is classified as sandy gravel to gravelly sand
with traces of silt. The grain size distr1butions for this layer show
very good correlation with the results obtained by the COE for Borrow
Area E. Natural moisture content for the sandy silt layer ranges from
15.7 to 27.3 percent. The gravelly sand layer by comparison has
natural moisture contents ranging from 4.4 to 9.8 percent (all samples
were taken from above the water table).
All the new data is consistent with the earlier data gathered by the
COE. Based on the additional holes and seismic lines the borrow area
could be expanded upstr·eam along Tsusena Creek, with adequate quanti-
ties apparently being r~adily available. Further testing will be
performed in 1981 to confirm the material properties for use as
concrete agg~egate~
(iv) Other Potential Material Sources
During the course of the current and previous investigations within
the dam site area, several potential sources of materials, other than
those discussed above, were identified (Figure 6.9). However, consid-
erable additional investigation will be required to evaluate the type,
suitability and quantities of materials available from these areas.
The various source areas are discussed below in terms of the types of
materials which might be obtained from them.
-Sources of Rockfill Material
Considerable rock excavation will be required during construction
for the dam foundation, diversion facilities, underground power·-
house, penstocks and spillway. Depending on the quality of the
material and the construction schedule, some of it may be useful as
fill.
-Sources of Core Material
Based on reconnaissance mapping and exploration, three areas were
idertified as potential sources of core material. Several bag
samples were collected to aid in the preliminary definition of the
materials available in each area.
The first area, designated Borrow Area H, is located southwest of
Fog Lakes (Figure 6.9) and is approximately five to seven miles from
the dam site. The topography of this area is generally flat to
gently rolling. Most of the surface is covered by shallow swamps
and marshes indicating poor drainage and relatively impervious
Jnderlying materials. Slump exposures a1ong Fog Creek and the
Susitna River indicate the area is underlain by a relatively thick
1 ayer of silt, sand and grave 1 with some cobb 1 es and a trace of
clay. A large ice wedge was observed in a slump exposure on the
west end of the site, indicating that the till is frozen locally.
Grab samples were taken, and gradation curves are presented.
(Appendix C-2).
6-12
The second area is located to the east of Borrow Area D on Deadman
Creek, ole to two miles upstream from the confluence with the
susitna River and approximately three miles from the dam site.
Based on cliff and slump exposures along Deadman Creek and the mor-
phology of the site, three types of materials were identified in
this area. These materials are glacial outwash, ablation till and
lodgement till. The outwash consists of a relatively clean, medium
to coarse grained sand with some gravel, cobbles and boulders~ The
ablation till is composed primarily of silt and sand with minor-
amounts of gravel, cobbles and clay, while the lodgement till is a
sandy, clayey silt with some gravel and cobbles, generally very
compact.
The topography of this area is generally flat to gently rolling with
several old channels superimpcsed on the surface. These old chan-
nels are indicative of fluvial processes and it is therefore assumed
that much of this site is blanketed with a layer of outwash material
of variable thick~ess overlying a series of tills.
The third area is located on the west edge of Borrow Area D. A
review of the previous data suggests that the percentage of tills
and clay-rich mate1ial increases to the west. Further investigation
would be required to verify this, should additional fine grained
material sources be required.
-Sources of Filter Material
In the upper reaches of Tsusena Creek, the COE delineated two areas
designated Borrow Area C and Borrow Area F (Figure 6.9) which may be
suitable sources of filter material. To date only a limited amount
of investigation, consisting of test pits in area F ct~d three seis-
mic lines in area C, has been performed (Figure 6.1). Additional
investigations and testing will be required to verify the type and
quantities of materials in each area.
Based on surficial mapping and general reconnaissance in the vi-
cinity of the dam site, it would appear that the area surrounding
the confluence of Clark Creek and Tsusena Creek, approximately five
to six miles north of the dam site (Figure 6.8), may provide a
potential source of filter material. This area appears to be
composed primarily of alluvial materials and reworked glacial
outwash.
~ne samp!e of material was also collected from a gravel bar exposed
1~ th~ r1~er channel slightly upstream of the dam. The grain size
d1st~1bu~1on curve shows that this sample is a gravel in a sand
~at~1x w1t~ ~ few cobbles and few fines. Logs of DH-1 through DH-5
1nd1c~te s1m1l~r material at depth. Further investigation of this
mater1al for f1l~er, transition, aggregate or shell material is
warranted, and Wlll be conducted as part of the 1981 investigation.
6-13
(f) Reservoir Geology
Preliminary reconnaissance mapping of the Watana Reservoir was performed
for the 1980 field program. Principal rock types and general types of sur-
ficial material were identified.
The topography of the Watana Reservoir and adjacent slopes is characterized
by a narrow V-shaped stream-cut valley superimposed on a broad U-shaped
glacial valley. Surficial deposits mask much of the bedrock in the area,
especially in the lower and uppermost reaches of tha reservoir. A surfi-
cial geology map of the reservoir, prepared by the COE, distinguishes till~
lacustrine and alluvial deposits, as well as general rock types (18).
(i) Surficial Deposits
Generally, the lower section of the Watana Reservoir and adjacent
slopes are predominantly covered by a veneer of glacial till with
scattered outwash deposits. Two main types of till have been identi-
fied in the area; ablation and basa1 tills. The basal till is over-
consolidated, has a fine grained matrix (more silt and clay) and has a
low permeability. The ablation till has less fines and a somewhat
higher permeability. Outwash deposits c0nsist of cobbles, gravels,
and sands that exhibit a crude stratification and are free draining.
On the south side of the Susitna River, the Fog Lake area is charac-
teristic of a fluted ground moraine surface. Upstream in the Watana
Creek area, glaciolacustr·ine material forms a broad, flat plain which
mantles the underlying glacial till and the semi-consolidated Tertiary
sediments. This material consists predominantly of stratified, poorly
graded, fine grained sands and silts with lesser amounts of clay.
Significant alluvial deposits exist in the river valley a~d consist of
reworked outwash and alluvium. Glaciation of the area was accompanied
by the filling in of the Susitna River valley. Subsequent modifica-
tion by alluvial processes durin0 deglaciation resulted in the forma-
tion of floodplain terraces. Ice disintegration features such as
kames and eskers have been observed in the river valley.
Permafrost exists in the area, as evidenced by active ice wedges,
polygons, stone nets and slumping of the glacial till overlying perma-
frost. Numerous slumps have been identified in the Watana Reservoir
area, especially in sediments comprised of basal till, and in some
instances the Tertiary sediments. The majority of the slumps occur in
frozen glacial tills in the Watana Creek area and on an unnamed creek
between Deadman and Watand Creek. In addition, numerous areas of
frozen alluvium and interstitial ice crystals have been observed in
outcrops and drill hole drive samples.
(ii) ~drock Geology
As previously discussed, the Watana dam site is underlain by a diorite
pluton. Approximately three miles upstream of the Watana dam site, a
non-conformable contact between argillite and the dioritic pluton
6-14
crosses the Susitna River. An approximate location of this contact
has also been delineated on Fog Creek, 4 miles to the south of the dam
site. Just downstream of the confluence of Watana Creek and the
Susitna River, the be~rock consists of semi-consolidated, Tertiary,
sedimentary rocks (15) and volcanics of Triassic age (Figure 4.1).
These Triassic volcanics consist of metabasalt flows with minor thin
interbeds of metachert, argillite, metavolcaniclastic rocks and marble
( 5). From just upstream of Watana Creek to Jay Creek, the rock unit
consists of a metavolcanogenic sequence d(~minantly composed of meta-
morphosed flows and tuffs of basaltic to andesitic composition. From
Jay Creek to just downstream of the Oshetna River, the reservoir is
underlain by a metamorphic terrain of amphibolite and minor amounts of
greenchist and foliated diorite. To the east of the Oshetna River,
glacial deposits predominate.
The main structural feature of the W~tana Reservoir is a thrust which
trends northeast-southwest and is known as the Talkeetna Thrust (4).
This thrust fault crosses the Susitna River approximately eight miles
upstream of the Watana dam site. The dip of this fault is uncertain
as Csejtey and others (4) have interpreted it to have a southeast dip,
while Turner and Smith (16, 17) suggest a northwest dip. To date, no
evidence has been found for recent displacement along this fault. At
the southwest end of the fault, unfaulted Tertiary volcanics overlie
the fault (4). Evidence of possible faulting has been observed in the
sedimentary and volcanic rock of Jurassic age, north of Watana Creek
(4, 17). Investigations of the Tertiary sediments in Watana Creek by
members of the University of Alaska Geology Department did not,
however, uncover any direct evidence of faulting.
Additional work on the reservoir geology is planned for the 1981
program.
6-15
6.2 -Devil Canyon
This section discusses the geology and geotechnical conditions of the Devil
canyon site as investigated during the 1980 program and by earlier
investigators.
(a) Overburden Conditions
Dr~vil Canyon has steep walls which are generally covered by a thin veneer
of overburden. The overburden varies from a few )nches to several feet in
thickness. The overburden consists primarily of talus on or at the base of
the steep to vertical valley walls. On the flat upland areas above 1,300
feet, the slopes are covered by glacial till that varies from 5 to 35 feet
thick. An overburden isopach map constructed from seismic survey and
boring data is shown on Figure 6.11. On the ·left bank of the river
(south), there is a topographic depression paralleling the elongated lakes
in this region. The overburden in this area reachas a depth of more than
85 feet and consists principally of glacial material. A terrace or point
bar deposit is located approximately 900 feet upstream of the proposed dam
axis at the confluence of the Susitna River and Cheechako Creek. The
thickness of alluvial material approaches 350 feet (Figure 6.11). Over-
burden along this point bar thickens rapidly from 100 feet to more than 300
feet over a distance of less than 400 feet. This steep dropoff in bedrock
was identified in previous studies and requires further investigation.
(b) Bedrock Geology
( . ) \1 Lithology
The bedrock at Devil Canyon is well exposed along the canyon walls and
in scattered outcrops throughout the area (Figure 6.12). Bedrock con-
sists primarily of a Cretaceous argillite interbedded with graywacke
(Figure 4.1) which has been metamorphosed and intruded by felsic and
mafic dikes. The argillite is medium to dark gray, hard and slightly
weathered. The major ·:onstituents are quartz and biotite \vith minor
pyrite and organic materia·! (19). The argillite is very thinly bedded
with grain size generally very fine but ranging up to medium grained
depending on the proportion of sand-size particles. Where present,
sand grains are aligned parallel to the foliation.
The texture varies from massive and non-foliated to a well developed
foliation. Where present, the foliation ranges from slaty to
phyllitic and rarely schistose. The texture appears to be dependent
on the relation of bedding to fold axes (see Bedrock Structure).
In~er~edded with ~he argillite are thin beds of light gray graywacke.
Th1s 1s character1stic of turbidity deposits which is the inferred
origin of this unit (5). This rock consists of fine and medium sand
grains which are generally graded within the beds. The major consti-
~uents ~f the gr~ywacke are feldspar, quartz and biotite with minor
1ron ox1des, pyr1te and organic material (19). The contacts between
the argillite and graywacke beds are sharp and tight.
6-16
Approxim~tely 3,500 feet ~ou~heast of th~ d~m sit~, the argillite unit
is in contact with granod1or1te/quartz d1or1te (F1gure 4.1). The rock
is medium grained and consists of quartz, plagioclase feldspar and
biotite. The contact between the granodiorite/diorite and the argil-
lite is irregular with the granodiorite/diorite intruding the argil-
lite. The extent of the intrusion beneath the site ha£ not been
d~termined, although diorite was encountered in BH-2 (Figure 6.13;.
Dikes and veins have intruded all rocks in the site area. The argil-
lite co~tains numerous folded and faulted quartz veins and has been
intruded by both felsic and mafic dikes. The granodiorite/ diorite
appears to have been intruded only by mafic dikes. The felsic dikes
are light yellowish-gray to gray and consist of aplite, rhyolite and
other unidentified silicic varieties. The textures vary from aphani-
tic to fine grained. Mafic dikes are fine grained, datk gray, and
appear to be diorite to basalt (diabase) in composition.
Dikes ranae from less than 1 inch to 60 feet wide, but are generally
about 20 feet wide. Dikes strike from northwest to north with steep
to vertical dips. They generally form gullies, and occasionally
ridges where exposed in the canyon walls. There appears to be no
correlation between lithology and morphologic expression. Dikes which
form gullies tend to be very close to closely fractured. Some are
sheared at the contact with the surrounding rock. Numerous dikes have
been mapped in Devil Canyon. Steep slopes in the immediate area have
limited mapping; however, it appears likely that dikes will also be
found there. This area will be further investigated in 1981 using
technical climbers to map the slopes.
(ii) Bedrock Structure
The argillite at Devil Canyon has been subjected to more than one
period of tectonic deformation as evidenced by refolded folds and the
development of multiple foliations. Foliation is coincident with bed-
ding pla11es. Where two or more foliations are nearly parallel, the
rlsulting combined foliation can be quite pronounced with a slaty to
phyllitic appearance as seen in the dam si'te area. \~here two folia-
tions are oblique to each other, neither foliation predominates and
the rock appears massive.
The strike of the beddira plane foliation which varies from 035° to
090o (N35oE to East) is ~ubparallel to the river and dips from 45° to
89° SE (Figure 6.11). Slopes on the north bank tend to be parallel
w1th the bedding, dipping at about 60° and are steeper than those on
the south bank (45°).
As at the Watana site, joint measurements were taken at all outcrops,
as well as at four joint stations (Figure 6.12). Stations DCJ-1 and 2
were taken at river level on the south and north banks at the dam
site, respectively. Station DCJ-3 is also on the river approximately
3,000 feet downstream. DCJ-4 is on the north bank about 750 feet from
the river. All stations are in argillite. For each station, joint
6-17
measurements were p lott~d on the lower hemi spher·e of a Schmidt equa 1--
area stereonet and contoured at 3, 5, 7, 10 and 15 percent contour
intervals. Stereonets for each station are shown on Figures
6.14(a-d).
One major and three minor joint sets were mapped at Devil Canyon~
These sets appear to be simi 1 ar to those mapped by ~~PRS { 19). Tab 1 e
6.3 summarizes the joint characteristics. The major joint set, Set I,
strikes approximately northwest with an average dip of 85°NE. It is
prominent at all outcrops and joint stations. This set is planar with
a smooth to rough surface. On the left bank, on the upper canyon
walls, Set I joints are open as much as 6 inches; however, the
vertical extent of the openness is unknown.
Joint Set II strikes approximately northeast and dips 75° to 85° NW.
The spacing ranges from 3 to 15 feet. Like Set I, Set II also has
open joints on the south bank (Figure 6.12). These joints dip towards
the river and may be potential planes for slope failure.
Joint Set III is bedding plane foliation or cleavage. The joint
surface condition is variable from plane and smooth to irregular and
rougtL
Joint Set IV is a combination of several low angle joint sets. These
vary in orientation from northeast, east and northwest with dips less
than 30° to the northwest, south and northeast respectively. Surface
condition ranges from plane and smooth to irregular and rough.
Joint spacing in the borings ranges from less than one foot to 10 feet
with spacing and tightness increasing with depth. Iron staining is
common along the joint surfaces and numerous calcite "healed 11 joints
were also encountered.
Several fracture and shear zones have been mdpped along the canyon
walls and in the drill holes (Figure 6.12 and Appendix B-2). In
general, these zones are characterized by highly fractured and crushed
rock, moderate to high weathering depending on location, clay gouge,
higher permeability and core loss during drilling. With depth, these
zones become considerably narrower, tighter and more widely spaced.
The trend of these zones are approximately northwest and northeast,
parallel to joint Sets I and II. The 19o1 prooram will delineate
these zones in more detail. These zones are marked by highly frac-
tured and sheared rock with clay gouge. Of the three holes drilled,
the po~rest quality rock was encountered in BH-4 (Table 6.4), which
was dr1lled beneath the lake on the south bank. Although the quality
of th9 rock in this hole was not as high as the other holes, no evi-
d~nce could be found in the boring from any major shearing, although a
m~nor shear was encountered from 293 to 296 feet. Additional drilling
Wlll, however, be required in this area.
(iii) Rock Qualtsl
The overall n~ture of the rock is that of a very hard, brittle rock
mass, resembl1ng that of higher-grade metamorphic rocks. The jointing
6-18
and fracturing appears to be controlled more by the direction of
regional stress and foliation than by the bedding structure .. As at
Watana the weathering penetration is limited to the percolation
paths ~fforded by ope~ joints a~d fr11cture zo~es. A m~re complete
evaluation of weather1ng mechan1sms dnd exte.1c of chem1cal anJ
hydrothermal attention will be attempted in the 1981 program.
Indications to date are that the rock is suitable for construction of
large structures, although some deteriorated zones will require
significant remedial work.
(iv) Rock Permeability
The values computed from the water pressure tests show relatively low
permeabilities on the order of to-4 to lo-6 em/sec (Appendix
B-2). In most cases, the zones of higher permeability correlate with
the upper weathered zones and the more fractured zones at depth.
Examination of the data from tests performed in BH-4 showed minimal
water losses even in more highly fractured ones, indicating the
overall tightness of the rock mass.
(c) Groundwater
Groundwater migration within the rock is restricted to joints and frac-
tures. As described in Section 5, several piezometers have been installed
to define the site groundwater regime. Data collected thus far at the site
has been insufficient to accurately define the groundwater conditions;
however, it is assumed that the gro~ndwater level is a subdued replica of
the surface topography with the gradients being towards the river and
1 akes.
(d) Permafrost
Preliminary temperature measurements made in the borings showed no perma-
frost conditions on either side of the river. Additional monitoring of the
instrumentation will be carried out throughout the project to accurately
define a temperature profile.
(e) Borrow Areas
The 1980 investigations at the Devil Canyon site were designed to confirm
the concrete aggregate source near Cheechako Creek previously id~~tified by
the US~R. ~econnaissance mapping of the surrounding area was also conduct-
ed to 1dent1fy sources of impervious materials for the cofferdam and the
saddle dam.
(i) Concrete Aggregate
The previous investigations had identified the alluvial fan near the
Cheechako Creek confluence, approximately 1,000 feet upstream of the
proposed.d~m, ~s the primary source of concrete aggregate. However,
du~ to l1m1~at1ons on access at the site, only two auger holes were
dr1lled dur1ng the 1980 investigation.
6-19
Thes~ holes, located in the westerr side of the fan, were drilled to
depths of 11 and 23 feet respectivslyo Data frcm these holes indicate
that a thin mantle of organic material overlies three to four feet of
silty sand. Below the sand is a layer of sandy gravel with a trace of
silt and scattered boulders and cobbles that hinder the drilling pro-
cess. Seismic lines run by Shannon & Wilson for the COE (14, 18)
indicate that this layer is as much as 80 feet thick., extending to
approximately elevation 870 feet.
Results of the laboratory testing conducted by the USBR (19} indicate
that the material from this fan is of adequate quality for use as con-
crete c.Jgregate. The gravel p~rticles are stream worn and generally
rounded, with accompanying subangular sands. Petrographic analyses of
the sand and gravel indicates that the fan composition includes quartz
diorites, granites, andesites, d·iorites, dacites, metavolcanic rocks,
aplites, breccias, schists, phyllites, argillites, and amphibolites.
Generally the material is of good quality with less than 2 percent
deleterious constituents such as chert, muscovite, and argillite. The
part i c 1 es are generally fresh with 13 percent of the materia 1 tested
showing deterioration or weathering effects.
From the USB~ tests, there appears to be a d~ficiency of 3/4 to 1-1/2
inch gravel. however, this could be accommodated by the selective
processing of local morainal materials.
(ii) Impervious Material
Reconnaissance mapping of the areas adjacent to the canyon by this and
previous investigations has shown that the area is mantled with out-
wash and till materials several feet thick. In addition, the buried
channel area on the south abutment is filled with some 90 feet of gla-
cial material. This material was described during the field programs
as generally dense, well graded and composed of particles ranging in
size from rock flour to boulders. Th~s material may provide a source
of impervious fill, but will require testing to determine
suitability.
(iii) Additional Material Source
Two terraces have been mapped on the east side of Cheechako Creek
southeast of the proposed dam axis. The gravel in these terraces is
coarser than in the alluvial fan, but may provide additional granular
material after processing.
(f) Reservoir Geologl
The. Dev·i 1. Canyon Reservoir wi 11 be confined to the narrr)w canyon of the
Sus1tna R1ver. The topography in and around the reservoir is bedrock
controlled. Overburden is thin to absent, except in the upper reaches of
the proposed reservoi\~ where alluvial deposits cover the valley floor.
6-20
The large intrusive plutonic body which underlies the Watana site (see
Section 6.1) also extends beneath adjacent slopes. It is predominantly a
biotite granodiorite with local areas of quartz diorite and diorite. It is
light gray to pink, medium grained and composed of quartz, feldspar, bio-
tite and hornblende. The most common mafic mineral is biotite. When
weathered, the rock has a light yellow-gray or pinkish ye~low-gray color,
except where it is highly oxidized and iron stained. The grancjiorite is
generally massive, competent, and hard with the exception of the rock ex-
posed on the upland north of the Susitna River where the biotite
granodiorite has been badly decomposed as a result of physical weathering.
The other pri nc i pa 1 rock types in the reserve i r area are the arg i 11 i te and
graywacke, which are exposed at the Devil Canyon dam site. In summary, the
argillite has been intruded by the massive granodiorite and as a result,
large i~0lated roof pendants of the argillite and graywacke are found
locally throughout the reservoir and surrounding areas. The argillite/
grayWacke varies to a phyllite of 1ow metamorphic grade, with possible
isolateJ schist outcrops.
The rock has been isoclinally folded into steeply dipping structures whicn
generally strike northeast-southwest. The contact between the argillite
and the biotite granodiorite crosses the Susitna River just upstream of the
Devil Canyon dam site. It is non-conformable and characterized by an
almost aphanitic texture with an apparent wide chilled zone. The trend of
the contact is roughly northeast-southwest as it crosses the river. Sever-
al large outcrop areas of the argillite which are completely surrounded by
the biotite granodiorite are located in the Devil Creek area (Figure 4!1).
Preliminary joint measurements made in ttle reservoir area indicate struc-
tural trends similar to those encountered at the dam site (Table 6.3).
Joint spacing at these stations ranged up to 3 feet.
6-21
TABLE 6. ·1: \~AT ANA -· JOINT CHARACTERISTICS
Strike Dip Spac.ing
Joint Set (Range/Av) (Range/Av) (Range/Av) Surface Coating Remarks
I (excluding 294°-.345°/32n° 6~·0 NE-70°SW/90° 1"-15'/1-2' Planar to slightly Minor car-bonate Parallel to major
WJ-1 and-9) curved, smooth, shears
(WJ...-1 and 9) occasionally rough,
closed; but open in
fracture zones
WJ-1 and WJ-9 .310°-0 13 /3.35° 70°NE-70°SW/90° 1"-15/1-2' Same as above None Parallel to major
shears
II 20°-60°/45° 70°NW-70°SE/90° 3"-2t/6"-1' Planar to slightly Minor carbonate No shearing
curved, smooth
III 345°-25°/10° 50°-60°W Variable 2"-5' Planar to slightly None Parallel to minor
50°-85°[ curved, smooth to shears
rough
IV East-West Less than 40° Variable, Irregular, rough None No shearing
and others 1"-10 1
v 260°-325°/280° 65°N-70°S/ 61'-1' Planar smooth to Minor carbonab" Parallel to minor
mostly north rough shears
VI 60°-80°/65° 60°N\'i/60°SE 6"-4'/1/2' Planar to slightly Minor carbonate No shearing
curved) rough
BOREHOLE
NUMBER
BH-2
BH-6
BH-8
TABLE 6.2: WATANA -BOREHOLE ROCK QUALITY DISTRIBUTION
PERCENTAGE OF RECOVERED CORE IN SPECIFIC RQD RANGES
'0'-25~ 25-sm~ Sll-7:5~ 75-90~ ~0-95~ -
19 15 22 17 13
5 2 13 22 15
4 7 18 16 18
ROCK QUALITY CLASSIFICATION (MODIFIED FROM DEERE, 1963)
0-25%
zs-sm~
50-75%
75-9m~
90-95%
95-100%
Very Poor
Poor
Fair
Good
Very Good
Excellent
95-lOO~
14
43
38
TABLE 6.3:
Joint Set
St.rike Dip
(Range/Av) (Range/Av)
I 320° to 350R/ 78°NE to 77°SW/
335° 85°NE
II 030° to 060c 75° to 'd5°NW
III 035° to 090°/ 4~0 to 80°SE
80°
IV 040° to 060° 25° to 30°NW
90° 5°S
340° 20°NE
DEVIL CANYON -JOINT CHARACTERISTICS
Spaciny
(Ra~ Surface
1" to 2'/6" Planar, smooth to
rough, some open
6" to 13' /1' Planar, smooth
211 to 2' Planar to irregular,
smooth to rough
2" to 4' /1' Planar to irregular,
smooth to rough
Coating
!.ron oxide,
qua.rtz
Remarks
Parallel to dikes
and shears
Open on south bank,
minor shears
Bedding plane
foliation
BOREHOLE
NUMBER
BH-1
BH-2
BH-4
TABLE 6.4: DEVIL CANYON -BOREHOLE ROCK QUALITY DISTRIBUTION
PERCENTAG~ OF RECOVERED CORE IN SPECIFIC RQD RANGES
IT-2:5~ z5-scr 50-75~ 75-90~ 90-95~
2 2 9 21 15
3 1 7 14 20
1 8 '!6 22 16
ROCK QUALITY CLASSIFICAYION (MCDiFIED FROM DEERE, 1963)
0-25%
25-5m.;
50-75%
75-9m~
90-95%
95-100%
Very Poor
Poor
Fair
Good
Very Good
Excellent
95-,00~
51
55
37
!:..;~END
CORPS OF ENGINEERS, 1978 .... rP TEST PIT
®AP AUGER HOLE
f!)DH CORE DRILL HOLE
@DR ROTARY DRILL HOLE
ACRES AMERICAN INC., 1980
0BH BOREHOLE
®AH AUGER HOLE
~ SEISMIC LINES
OM. CORPS OF ENGINEERS ( 1975)
SW~CORPS OF ENGINEERS (1978)
SL ~ACRES AMERICAN INC.CI980)
t. j CROSS SECTION
NOTE : FOR LOCATION OF BORROW AR!:A C,
SEE FIGURE 6.9
REFERENCE US AflMY CORPS OF ENGINEERS, 1979 I 18 I
! ® ID .
r· :E
t
0 [J·' (';
!
I
l
l
Ai£AOMAN I CREEK I
I,
BORROW AREA D
NOTES
ll TOF<lGRAPHIC CONTOURS ARE
APPROXIMATE "
2l SECTIONS SHOWN ON FIGURE 6 o
CONTOUR INTERVAL 100 FEET
FIGURE6.1 [il
,... ____ _
~
DATA POINTS
• DRILL HOLE
.t. SEISMIC UNE STATION
----DEPTH TO BEDROCK CONTOUR APPROXIMATE
-BURIED CHA~NEL THALWEG
V MAJOR BEDROCK OUTCROPS
AS MAPPED
REf uS ARMY SUPPLEMEN~~'r~ OF ENGINEERS EASIBIUTY REPORT 1979.
NOTE: TOPOGRAI-HIC CONTOURS ARE
APPROXIMATE
1000 0 . . I~ 2:000 )001) ~
CONTOUR INTERfAL • 100 fEET
ISOPACH MAP
: /
i
\
I
j
!
i
AEI'EliENC£ '" . ' . '·' U.,oS, T<U.11E€TNA SEW~ll MERIDIAN T~U2NTAINS. {0•4) OU~ORANGLE
o N,fl5E •
WATANA-GEOLOGIC MAP
I ~ "'"'SV
I
l
S3l Sl4
NOTES:
I) ~IEL~ MAPPING UNDERTAKEN AT A SCALE
F 1·6,000 (AERIALPHOTOGRAPHS)
2) TOPOGRAPHIC CONTOURS ARE APPROXIMATE
SHEET I OF2 FIGURE 6.3 [i]
··•
QUARTZ DIORITE
!,EGEND
75
--A-
as ___.._
---
SHEAR ZONE WITH OIP
STRIKE AND DIP OF JOINTS
JOINT MEASUREMENT STATION
SHORELINE
DIKE
FRACTURED ZONE
SHEAR ZONE
--t-VERTICAL • --o\y-VARIABLE
_._VERTICAL
- -CONTACT APPROXIMATE
PROPOSED DAM AXIS
.. -
/ I
ANDESITE
PORPHYRY
-II
75 ~
NOTES;
I l GEOLOGIC MAPPiNG PERFORMED O"F
RIVER ICE, MARCH 1981 . '
2) JOINT MEASUREMENTS "!:TAILf.O IN
INSETS AS INDICATEC
3} NORTH TO BOTTOM OF SHEET
---~=---=-==----------~--------------W~A~T~A~N~A_::_-~G~EO~L~O~G~IC~· M~A~P~------------~SH~E~Er:_:z~oF:_:z_~F~IGU~R~E ~6.J3~~~~~~m!J
WATAN" ______ :_::~~\J;:,... ~· SITE -·--E_X_P_LO~R=A~T~IO~N~M~:A~FP
LEGEND
CORPS OF EN @ AP ;~~EEERS' 1975 a 1978 R HOLE
•i DH c ~ ORE DRILL HOLE
0DR ROTARY DRILL HOLE
IOM,SW I SEISMIC LINE
ACRES AMERICA '!' BH 8 N INC. 19&'J ORE HOLE
SL ~ SEISMIC LINE
f::, WJ JOINT ME STATION ASUREMENT
FIGURE 6.4 [1~1ml
)
l;,
\
• ittl If:; r --------------------------------------------------------------------
NORTH
-------
NORTH BANK
NORTHWEST
NORTH BANK
DH-21
BOTTOM 70j p;s
LOOKING U/S
SECTION B·B
LOOKING U/5
WATANA-GEOLOGIC CROSS SECTIONS
SOUTH BANK
SOUTHEAST
BH-B~
-8' GLACIAL TILL
•.ANDESITE
BH-B
DIO~IT£ CONTACT
"MOOtRATELY FllACMED
OIDRJTE • GRANODIORITE
BOTTOM 175' U IS
SOUTH BANK
SOUTH
.LEGEND
~ RIVER ALLUVIUM
D GLACIAL TILL
a SHEAR AND FRACTURE ZONES
D ROCK
NOTES-
I) VERTICAL AND HORIZONTAL SCALE t: I
2) SEColON LINES SHOWN ON FIGURE 6.1
2CC tOO 0 200 <400 ~
~CAl.£ IN F(CT
c
\"
t I)
l r
FIGURE 6.5 • ~
------~-----'
-------···---~ ·-------·-----------------------------~--------·----------:,------~-:---------------..~--_.~,.=-'!ir,,-.-'"·""""·:•-.-_,,,-&t!;;~'ii!':r\t&P .• IllliJI!':I!iil\f:fli~IIMMlli!IJII•IIaa::slll!!lli!I:J-'JRiMilli&•a•'aJ •••El!I-II.II••••••Jalll2lillllililllll .. li'•••'lll•••••••••rliltll!JJkll.lllftliJl31!-lll!JWil.!M!If:~ ~-~tUft. Jll''Jiilll.~ .. { .~~-.
w 270° +
180°
5
NOTES,:
1 . PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET,
2 . CONTOURS ARE NUMBER OF JOINTS
PER 17; OF AREA o
SAMPLE POINT PLOT'S
eoiNI S.TBI~E D.lf.
A N60°E 80°SE
B N30°W 90°
c N45°E 10°NW
D N75°W 30°NE
E N-S 80°W
l JOINT PLOTTING METHOD [BIR]
.__M---------··-----------FI_GU_RE_6._6a _ ____.
1\ u SET :m:
SET I
NOTES.~
SETJZr
SETY
180°
s
1. PLOTTING BY PROJECTION
OF PERPENDICULARS TO
JOINT PLANES ON SURFACE
OF LOWER HEMISPHERE.
POINTS ARE PLC.TED ON
AN EQUAL-AREA NET.
2. CONTOURS ARE NUMBER OF'
JOINTS PER 1% OF AREA.
3. NUMBER OF POINTS IS 86,
0
JOINT STEREOGRAPHIC PLOTS-WATANA
WJ-1 FIGURE 6.6b IBtR·i
N
oo
SET I
SETT'Z.(/ (~
NOTES:
180°
s
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLO!TED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA.
3. NUMBER OF POINTS IS 50a
SETm.
SET N
0
WATANA-JOINT CONTOUR PLOT
STATION WJ-2 FIGURE 6.6c ~~~~I
•,
SET I
I
T
() SET N:
180°
s
SET JI
NOTES:
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POIN'TS ARE PLOTTED ON AN EQUAL-
AREA NET,
2.
3.
CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA.
NUMBER OF POINTS IS 80.
WATANA-JOINT CONTOUR PLOT
STATION WJ-3 FIGURE 66d
~------~·-----------------------------------.
SET I
NOTES:
N oo
I
I
-1
SET I
SET I
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE,
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS t~E NUMBER OF JOINTS
PER 1% OF AREA.
3. NUMBER OF POINTS IS 100,
WATANA-JOINT CONTOUR PLOT
STATION WJ-4 FIGURE&Se I BIR I
r
NOTES:
~3
SET:JZ: ~
180° s
1~ PLOTTINB BY PROJECTION OF
PERPENDiCULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE,
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA,
3. NUMBER OF POINTS IS 100,
WATANA-JOINT CONTOUR PLOT
STATIO~J WJ-5 FIGURE 6.6f IBII II
NOTES:
l. .PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA.
3. NUMBER OF POINTS IS 100·
JOINT STEREOGRAPHIC PLOTS-WATANA
WJ-6 FIGURE 6.6g IIIR I
I
w 270°
SETR"
NOTES:
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA.
3o NUMBER OF POINTS IS 100.
SETI
L WATANA-JOINT CONTOUR PLOT ~~~ll~
STATION WJ-7 FIGURE 6.6h ll
-------~-------------------------------------------------~
SET JI
f'JOTES.:
@sETill:
I -,
·~ u
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE,
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA3
3. NUMBER OF POINTS IS 100,
WATANA -JOINT CONTOUR PLOT
STATION WJ-8
90° E
FIGURE 6.6i IIIR I
w 2700 SET lit
SETY
NOTES:
N oo
V~ SETnt:
180° s
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA,
3. NUMBER OF POINTS IS 100.
WATANA-JOINT CONTOUR PLOT
STATION WJ-9 FIGURE 6.6'j [ IIR I
~T.E.S.:
180° s
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE ~~MBER OF JOINTS
PER 1% OF AREA.
3. NUMBER OF POINTS IS 100,
WATANA-JOINT CONTOUR PLOT
STATION WJ-10
goo E
FIGURE 6.6 k IIIR].
-------------------------·---------------~-------------------.
N oo
SET E:
SET li
SETI
NOTES:
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA.
WATANA-JOINT CONTOUR PLO'T
COMPOSITE
SET Jr.
Q
/
SETI
FIGURE 6.6 L [i] ~--------------,------~~----------------------~~
SET :szi
SET l!
I
6 SET:JJZ:
SETI
NOTES:
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA.
WATANA-JOINT CONTOUR PLOT
COMPOSITE
SET I
FIGURE 6.J L ~IR I
oH-12
TEMPERATURE (oC)
4 -2 0 2
0 L---,---Jt---r-1 -r-
't~~r
60
~ 80
It
!1::
;j
II)
0 I !CO
(9
;,: g
1ii 120
~
Ul
0
140
160
200
~·
DH-~3
TEMPERA:rURt: { °C)
·2 o 2
r
DH-24
TEMPERATURE (°C)
-2 0 2
t .,...
4 0 2
DH-25
TEMPERATURE (°C)
4 Fi 8 10 12
~---.---._ .. ._.,,
DH-28
TEMPERATURE (°C)
0 2 4
NOTES
6
I ) READINGS TAI\EN JULY 30, 1980
2) BOREHOLE LOCATIONS SHOWN
ON i'"!!? ~.4
WATANA DAM SITE -
SUBSURFACE TEM PER.ATURE MEASUREMENTS • --------------------------------------------------~F~IG~U~RE~a7 __ um __ --~ ----·-· --~·--· ·-·-------------lllliiill----·----~-c.·-
1-w w ~
w
0
tl
0::
:::>
1/J
0 z 140 ::I
0
0::
(!)
;=
9 w 160 m
:t:
1-
0.. w
0
ISO
oR-Is
TEMPERATURE (OC)
0 2 4
+ I + ' ..L I
I + ' . _...
}
-+-
7
" i
........
l -r
t
l + ! -+-
l
I
l
'
i
'l
+
I
6 0
oR-19
TEMPI::RATURE (°C l
2 4
t
6 8 10 -2
WATANA-RELICT CHANNEL AREA
SUBSURFACE TEMPERATURE MEASUREMENTS
0 2
DR-22
TEMPERATURE (°C)
4 6 8 10 12
NOTES:
I) REA!:'INGS TAKEN JULY 30,
1980
2) BOREHOLE LOCATIONS
SHOWN ON FIG. 6.4
FIGURE6.8 .•
·-----·-----------lil'!N--··,4· ''"(l-~.-
\
I.N c
POTENTIAL BORROW A --------~=R:E~A~S--------~~. ------~,_.:.._:_.1L_I_!__!_ _ _l _ _.:~---(__PO WATANA-
~ PROPOSED \_j FOR INVES~~~T~~EA
-, -------------~~~, -I
DEVIL CANYOIJ-EXPLORATION LOCATION MAP
l,EGEND
USSR, 1958
® t
0 DH BORE HOLE
._.TP,S, TEST PITS AND TRENCHoS
CORPS OF E~'GINEERS, 1978
SW SEISMIC LINES ~
ACRES AMERICAN INC ' 1980
<!) SH BOP.~. HO..E
®AH AUGER HOLE
SEISMIC UNES
L';.DCJ JOINT MEASUREMENT STATION
tJ CROSS SECTION
NOIT)Es;OPOGRAPHIC CONTOURS ARE
APPROXIMATE 'GURE G 13 2) SECTION SHOWN ON F.
CCJilE IN HEt
. RVA 50 FEET CONTOUP tNTE L
DASHED CONTOUR 25 FEET
FIGURE 6.10 I ~~ll~ I
REFERalCE USGS, TALKEETNA MOUmAINS (0·5J,ALASKA QUADRANGLE,
SEWARD MERIDIAN_. T 321'1, RIE. S32 AND 33
----....-~ ... """""""''*·~
., .. -<-_......,.._·~--.... d._--
DEVIL CANYON-OVERBURDEN ISOPACH MAP
c
ill ··--
I:,_EG_El!D
,-~.., DRilL HOLE
A SEISMIC UNE STATION
DEPTH TO BEDROCK CONTOUR
APPROXIMATE
(] M~JOR BEDROCK OUTCROPS
NOTES
,) TOPOGRAPHIC CONTOURS ARE
APPROXIMATE
2) ISOPACH CONTOURS ARE IN "EET
BELOW GROUND SURFACE
CONTO~R NTERVAL 50 FEET
~ASHED C\JNTOUR 25 FE~T
FIGURE 6.11 ll~lm I
_ .. .,.
_____ ...,.,.*-'""""-"'---"'·-~"'......--~
REF&ENC£ U:iGS, TAU<££TNA MOUNTAINS IC·5), AlASKA CUAORANGU::,
SEWARD MERIOAN · T32N, RIE, 532, AND 33.
DEVIL CANYON-GEOLOGIC MAP
~·\
~
t..g~gNp
65 --'--STRIKE A!'lD C!PDI' EE:S
15 _...._
85
-0-
5TRIKE t.!'lD tiP r:?. JU:•t·s
STRIKE AND OIP OF OPE'; .!O''i"S
MAJOR t'•TCROPSOF f.w.:'2""£,
GRAYWACKE
DIY", FELSIC
SHEAR l.ONZ,
(DASHED WHERE INDEF1Nl"el
(:,DCJ·2 JOINT MEASUREMENT 5TA~>O'i
NOTES
I) GEOLOGIC MAPPING UNDERTAKEN
AT THE SCALE OF I 24,000
(AERIAL PHOTOGRAPHS)
2) TOPOGRAPHIC CONTOURS ARE
APPROXIMATE
3) MODIFIED FROM KACHAOOORIA~ ••. :074. c ·
"'
FIGURE6J21mrnl
I
! l
i
{
j
!
{
I t
"~[ NORTH
1400
1300
1200
ti uoo
"' ...
?;
5 1000
~
~ ... 900
800
NORTH BANK
700
600
soo
REFERENCES I. WPRS,l960
Z CORPS OFENGINEERS,I978
'5. ACRES J.MERICAN INC, 1980
BH-2
PROJECTED 200' 0/S
BOTTOM 290' U/S
LOOKING U/5
r--RIVER'Sl I EDGE
I
I o~-13
CH-I t PROJECTED)
SOUTH BANI<
DEVIL CANYON GEOLOGIC CROSS-SECTION
-...-
::lOUtH
,.,."
/"53' OVERBURDEN Of ,."-~sii.T AND BOU~DERS ,
ARGILLITE· PHYLLITE
\APPROXIMATE OVERBURDEN DEPTH
IN BURIED CHANNEL
BH.-4
BOTTOM 250' 0/S
FRACTURED
LEGEND
D GLACIAL TILL OR OVERBURDEN
c=JRoCK
~ SHEAR AND FRACTURE ZONES
a CONTACT
l:!Qlli_
1) VERTICAL AND HORIZONTAL SCALE I' I
2) SECTION LtN:::: SHO'NN ON FIGURE 6.10
\00 "" 0 100 200 ~ 2!:6 d
SCALE IN Ftn
FIGURE 6.13 ijt1ml
~.
t
1
\·· ! .
r
I
\
\
Q
M.OTE~.:
SET .m:
_!_
I
SET IYQ
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE,
PGiNTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA • .
3. NUMBER OF POINTS IS 93.
SETI
SETit 9
DEVIL CANYON -JOINT CONTOUR PLOT
STATION DCJ-1 FIGURE 6.14 a I uta' I
SETm
0 SETI2:
SETI
s
NOTES:
1. PLOTTING BY PROJECTION OF -
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA,
3. NUMBER OF POINTS IS 100,
SETN:
DEVIL CANYON-JOINT CONTOUR PLOT
STATION DCJ-2 FIGURE 614 b !IIR I
w
270°
I
,
NOTES:
SETJI
I
180°
s
1. PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON \N EQUAL-
AREA NET.
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA,
3. NUMBER OF POINTS IS 100,
SETI
DEVIL CANYON -JOINT CONTOUR PLOT
STATION DCJ-3 AGUREa14c !110 I
SET II:
G sETm
SETI
SETN
0
NOTES:
1~ PLOTTING BY PROJECTION OF
PERPENDICULARS TO JOINT PLANES
ON SURFACE OF LOWER HEMISPHERE.
POINTS ARE PLOTTED ON AN EQUAL-
AREA NET,
2. CONTOURS ARE NUMBER OF JOINTS
PER 1% OF AREA •.
3. NUMBER OF POINTS IS 100,
SET III
DEV,·L CANYON -JOINT CONTOUR PLOT
STATION DCJW94
9QOE
FIGURE 6.14d IIIR I
BIBLIOGRAPHY
BIBLIOGRAPHY
1. Billings, M.P., Structural Geology, Prentice-Hall Inc, New Jersey,
p 108-114, 1962.
2. ':sejtey, B. Jr., 11 Tectonic Implications of a Late Paleozoic Volcanic Arc in
the Talkeetna Mountains, Southcentral Alaska11
, Geology, Vol 4, No. 1,
pp 49 -52, 1976.
3. Csejtey, B. Jr., 11 The Denali Fault of Southern Alaska: The Case for Minor
Rather than Major Displacement 11
, Transactions American Geophysical Union,
Vol 61, No. 46, p 1114.
4. Csejtey~ B. Jr., Foster, H. L., Noklegerg, W. J., 11 Cretaceous Accretion of
the Talkeetna Superterrane and Subsequent Development of the Denali
Fault in Southcentral and Eastern Alaska", Geological Society of America,
Abstract with Programs, p 409, 1980.
5. Csejtey, B. Jr., Nelson, W. H., Jones, D. L.~ Silberling, N. J., Dean,
R. M., Morris, M. S., Lamphere, M. A., Smith, J. G., and Silberman,
M. L., 11 Reconnaissance Geologic. Map and Geochronology, Talkeetna ~lountain
Quadrangle, Northern Part of Anchorage Quadrangle, and Southwest Corner
of Healy Quadrangle, Alaska 11 , U.S._ Geological Survey Open File Report
78-558A, p 60.
6. D&~es and Moore, Subsurface Geophysical Exploration, Proposed Watana
Damsite on the Susitna River, Alaska, p 22, 1975.
7. Detterman, R. L., Plafker, G., Hudson, T., Tysdal, R.. ~., and Pavoni, N.,
nsurface Geology & Holocene Breaks Along the Susitna Segment of the
Castle Mountain Fault, Alaska", U.S. Geologi~al Survey MF-618, 1974.
8. Gedney, L. and Shapiro, L., Strl!ctura·1 Lineaments, Seismicity and Geology
of the Talk~etna Mountains Area, Alaska, U.S. Army Corps of Engineers,
1975.
9. Jones, D. L., Siberling, N. J., Csejtey, B. Jr., Nelson, W. H. and Bl0ome,
C. D., 11 Age and Structural Significance of the Chulitna Ophiolite and
Ad:1ining Rocks, Southcentral Alaska''s U.S. Geological Survey,
Professional Paper 1121-A, p 21, 1978.
10. Kachadoorian, R., "Geology of the Devil Canyon Damsite, Alaska'', U.S.
Geologi~al Survey, Open File Rern~t 74-40, p 17, 1974.
11. Kar~strom, T. N. V., 11 Quaternary Geology of the Keliai Lowland and Glacial
H1story of the Cook Inlet Region, Alaska", U.S. Geological Survey,
Profr;ssional Paper 443, p 69, 1964.
12. Pewe, 1. L., .. Quaternary Geology of A1ac;;ka 11 , U.S. Geological Sur·'tey,
Profe~sional Paper 835, p 145, 1975.
13. Richter, D. H. and Jones, D. L., "Structures and Stratigraphy of Eastern
Alaska Range, Alasra 11 , American Association of Petroleum Geologists,
Memoir 19, pp 408 -420, 1973.
14. Shannon and Wilson, Seismic Refraction Survey, Susitna Hydroelectric
f_roject, Watana and Devil Canyon Dam Site, 1978.
15. Smith, T. E., "Regional Geology of the Susitna -Maclaren River Area",
Alaska Division of Geological and Geophysical Survey, Annual Report,
pp 3 -6, 1974.
16. Smith T. E., Bundtzen, T. K., and Trible, T. C., 11 Stratabound Copper-Gold
Occurrence, Northern Talkeetna Mountains 11
, Alaska Division of Geological
and Geophysical Survey Open File Report 72, p 11, 1975.
17. Turner, D. L. and Smith, T. E., "Geochronology and Generalized Geology of
the Centeral Alaska Rarge, Clearwater Mountains, and Northern Talkeetna
Mountains", Alaska Div·;sion of Geological and Geophysical Survey Open
File Report 72, p 11, 1974.
18. U.S. Army Corps of Engineers, Upper Susitna River Basin, Alaska,
Hydroelectric Power Supplemental Feasibility Report, 1979.
19. U.S. Bureau of Reclamation, Engineering Geology Report, Feasibility Stage,
Devil Canyon Dam, Devil Canyon Project, Alaska GeologicReport No. 7, -
1960. ·-
20. Woodward-Clyde Consultants, Final Report -Susitna Hydroelectric Project
Seismic Refraction Survey, 1980.
21. Woodward-Clyde Consultants, Interim Report on Seismic Studies for Susitna
Hydroelectric Project, 1980.
A!JPENDIX A
SELECTED BIBLIOGRAPHY OF PREVIOUS INVESTIGATIONS
SELECTED BIBLIOGRAPHY OF PREVIOUS INVESTIGATIONS
Alaska Division Geolog·ic and GeophysiGal Surveys!! "Regional Geology of the
Susitna-MacLaren River Area", 11\nnual Re_P.f'·rt, 1973.
Anderson, R. E., 11 Pre1iminary Geochemistry and Geology, Littl2 Falls Creek
Area, Talkeetna Mountain Quadrangle 11
, Alaska Division Geological and
Geophysical Survey, Geochemical Report 19, 1969.
Anderson, R. E., "Geology and Geochemistry, Diana Lakes Area, Western
Talkeetna Mountains 11
, Alaska Division Geological and Geophysical Survey,
Report 34_, 1969.
Beikman, H. M., 11 Preliminary Geologic Map of the Southeast Quadrant of
Alaska", U. S. Geolo_[ical Survey Miscellaneous Field Studies Map MF-612,
1974.
Beikman, H. M., Holloway, D. D., and MacKerett, E. M., Jr., "Generalized
Geologic Map of the Eastern Part of Southern Alaska 11
, U. S. Geological
Survey, Open File Map 77-169-B, 1977.
Beikman, H. M., Prelimim .. t·y Geologic Map of Alaska, U.S. Geological
Survey (two sheets), ~978.
Bergs H. C., Jones, D. L., and Richter, D. H., uGrav"'na -Nutzotin Belt-
Tectonic Significance of an Upper Mesozoic Sedimen~ary and Volcanic
Sequence in Southern and Southeastel"n Alaska", U. S. Geological Survey,
Profession~l Paper 800-D, 1972.
Bilello, M. A., 11 A Winter Environmental Data Survey of the Drainage of the
Upper Susitna River, Alaska", ·CRREL 1ntern~al Report 332 (unpub1 ished),
1975,.
Capps, S, R., "The Southern Alaska Range", U. S. Geoloaical Survey,
Bulieti~ 862, 1935.
Capps, S. R., "Geo 1 ogy of the A 1 ask a Ra i i road Regi on 11 , ~~. Geo 1 ogi ca 1
Survey, Bu}_letin 907, 1940.
Chapin, T,, 11 The Nelchina -Susitna Region, Alaska 11 , U. S. Geological
§urvey, C~ll~tin 668, 1918. ·
Clark5 A. L., Clark, S. H., and Hawley, C. C., 11 Significance of Upper
Paleozoic Oceanic Crust in the Upper Chulitna District, Westcentral
Alaska Range'', U. S. Geological Survey, Professional Paper 800-C, 1972.
Cobb, E. H., 11 Metallic Mineral Resources Map of the Talkeetna Mountains
Quadrantle, Alaska'', U. S. Geological Survey Miscellaneous Field Studies
Map MF 370, 1972. . .
Collins, s. G., and Field, W. 0., 11 Glaciers of the Talkeetna Mountains~
Alaska", Mountain Glaciers of the Northern Hemisphere. Vol 2: Alaska
and Adjacent Canada, North Atlantic Islands, CRREL Report, 1975~
Coulter, H.\~., Hopkins, D. M., Karlstrom, T. N. V., Pewe, T. L.,
Wahrhaftig, C., and Williams, J. R., 11 Exteflt of Glacia.tions in Alaska 11
,
U~ S. Geological Survey Miscellaneous Geological ~nvestigation Map
I-415, 1965.
Csejtey, B., Jr., 11 Reconnaissance Geologic Investigations in the Talkeetna
Mountains, Alaska 11 , U. S. Geological Survey, Open File Report 74-147,
1974.
Csejtey., B., Jr., 11 Tectonic Implications of a Late Paleozoic Volcanic Arc
in the Talkeetna Mountains, Southcentral Alaska", Geology, Vol 4, No. 1,
1976.
Csejtey, B., Jr., et al., 11 Reconnaissance Geologic Map and Geochronology,
Talkeetna Mountain Quadrangle, Northern Part of Anchorage Quadrangle,
and Southwest Corner of Healy Quadrangle, Alaska 11
, U. S. Geological Surve~,
Open File Report 78-558A, 1978.
Csejtey, B., Jr., 11 The Denali Fault of Southern Alaska: The Case for f~inor
Rather than Major Displacement", Transactions American Geophysical Union,
Vol 61, No. 46.
Csejtey, B., Jr., and Miller, R. J., Map and table describing metalliferous
and selected non-metalliferous mineral deposits, Talkeetna Mountains
Quadrangle, Alaska, U. S. Geological Survey, Open File Report 78-558-B,
1978.
Csejtey, B., Jr., Nelson, W. H., Jones, D. L., Siberling, N.J., Dean, R. M.,
Morris, M. S., Lamphere, M. A., Smith, J. G., and Silberman, M. L.,
Reconnaissance Geologic Map and Geochronology, Talkeetna Mountains Quadrange,
Northern Part of Anchorage Quadrangle and Southwest Corner of Healy
Quadrangle, Alaska, U. S. Geological Survey, Open File Report 78-558-A, 1978.
Cspjtey, B., Jr., Nelson, W. H., Lamphere, M. A., and Turner, D. L. !j
·~:'·undhjemite in the Talkeetna Mountains, Southcentral Alaska, U. S.
Geological Survey Profe~sional Paper 1150, 1979.
Csejtey, B., Jr., Foster, H. L., and Noklegerg, W. J., "Cretaceous Accretion
of the Talkeetna Superterrane and Subsequent Development of the Denali Fault
in Southcentral and Eastern Alaska", Geological Society of America, Abstract
with Programs, 1980.
Dames and Moore, Inc., Subsurface Gee h sical Exploration-Proposed Watana
Damsite on the Susitna River, Alaska Department of the Army, Contract No.
DACW85-76-C-0004), 1975.
Davies, J., and Berg, E .. , "Crustal ~1orphology and Plate Tectonics in Southcentral
Alaska"!' Bulletin of the Seismological Society_<?f America, Vol 63, No. 2, 1975.
Detterman, R. L., Plafker, G., Hudson, T., Tysdal, R. G., and Pavoni, N.,
"Surface Geology and Holocene Brea'·~s Along the Susitna Segmert of the
Castle Mountain Fault, Alaska", U. S. Geological Survey Miscellaneous
Field Studies Map MF-618, 1974.
Detterman, R. L., Plafker, G., and Tysdal, R. G. 11 "Geology and Surface
Features Along Part of the Talkeetna Segment of the Castle Mountain -
Caribou Fault System, Alaska", U. S. Geological Survey Miscellaneous Field
Studies Map MF-738, 1976.
Ekdale, A. A., 11 Trace Fossil Evidence for Deep Water Sedimentation in
Cretaceous Arc-trench Gap, Southcentral Alaska" (abs), American Association
of Petroleum Geologists Bulletin, Vol 63, No. 3, 1979. ·
Ferrians, 0. J., Jr., Kachadoorian, R., and Greene, G. W., "Permafrost and
Related Engineering Problems in Alaska 11
, U. S. Geological Survey Professional
Paper 678, 1969.
Feulner, :~ .. J., 11 Water-Resources Reconnaissance of a Part of the Matanuska
-Susitna Borough, Alaska 11 , U. S. Geological Survey Hydrologic Investigations
Atlas No. HA-364, 1971.
Forb~s, R. B., Smith, T. E., and Turner, T. L., "Comp~rative Petrology and
Structure of the Maclaren, Ruby Range and Coast Range Belts: Implicati.ons
for Offset Along :he Denali Fault System 11 (abs.), Geological Society of
America Cordilleran Section, 1974.
Fuch, W. A., "Tertiary Tectonic History of the Castle fviountain -Caribou Fault
System in the Talkeetna Mountains, Alaska", Geological Society of American_,
Abstract Programs, Vol 11, No. 7, 1979.
Gatto, L. W., Merry, C. J., McKim, H. L., and Lawson, D. E., "Environmental
Analysis of the Upper Susitna River Basin Using Landsat Imagery 11 , CRREL
Report 80-4, 1980.
Gedney, C. and Shapiro, L., Structural Lineaments, Seismicity, and Geology of
the Talkeetna Mountains Area, Alaska, Geophysical Institute, University of
Alaska, 1975.
Gedney, L. and Van Wormer, J. D., "Some Aspects of Active Tectonism in Alaska
as seen on ERTS-1 {Earth Resources Technology Satellite-1) Irnagery 11
, U. S.
National Aeronautics and Space Administration Special Publication 327, 1973.
Harris, N. B., Late Tertiary Faults in Southcentral Alaska, Masters Thesis,
Stanford University, 1977.
Haugen, R. K., Tuinstra, R. L., and Slaugheter, C. W., "A Landsat Data
Collection Platform at Devil Canyon Site, Upper Susitna Basin, Alaska",
CRREL Special Report 79-2, AD A068508, 1979.
Jasper, M. W., "Geochemical Investigations Along Highway and Secondary Roads in
Southcentral Alaska", Alaska Division of Mines and Minerals, Geochemical
Report 7, 1966.
Jones, D. L., Si1bel"1ing, N.J., Csejtey, Bq Jr., Nelson, W. H., and Blome,
c. D., "Age and Structural Significance of Ophiolite and Adjoining Rocks in
the Upper Chulitna District, Southcentral Alaska", U. S. Geological Survey,
Profess·!onal Pa.Q_er 1121-A, 1980.
Kachadoorian, R., Hopkins, D., and Nichols, D., "Preliminary Report of Geologic
Factors Affecting Highway Co;ns tructi on in the Area Betwe~n the Sus i tna and
Maclaren Rive}"S, Alaska", U. S. Geological Survey, Open File Report 54-137s
1954.
Kachadoorian, R., and Pewe, T., 11 Engineering Geology of the Southern Half of
the Mt. Hayes A-5 Quandrangle, Alaska 11
, U. S. Geological Survey, Open File
Repo.rt 55-78, 1955.
Kachadcorian, R., "Geology of the Devil Canyon Damsite, Alaska", U. S. Geological
Survey, Open File Repm't 74-40, 1974.
Kachadoorian, R., and Moore, H. J., 11 Recornaissance of the Recent Geology of
the Proposed Devil Canyon and Watana Dam~;ites, Sus·itna River, Alaska",
Exhibit D-2~ U.S. Army Corps of Engineers_Report, 1978.
Karlson, R. C., Curtin, G. C., Codey, E. F., and Gormezy, L., "Geochemical Maps
of Selected Elements and Results of Spectrographic Analyses for Heavy
Mineral Concentrates from the Western Half of the Talkeetna Mountains Quadrangle,
Alaska", U. S~ Geological Survey, Open File Report 77-530, 1977.
Karlstrom(l T. N. V., 11 Quaternary Geology of the Kenai Lowlands and Glacial
History of the Cook Inlet Region, Alaska", U. S. Geological Survey,
Professional Paper 443, 1964.
Karlstrom, T. N. V., et al., 11 Surficial Geology of Alaska 11
:: U. S. Geological
Survey, Miscellaneous Geological Investigation Map I-357, 1964
Kaufman, M .. A., "Geology and Mineral Deposits of the Denali-MacLaren River
Area", Alaska Division Geological and Geophy?ical Survey, Report 4, 1964.
Krinitzsky, E. L., Earthquake Assessment in the Susitna Project, Alaska, U. S.
Army Waterways Experiment Station, 1978.
Lahr, J. C. and Kachadoorian, R .. , Preliminary Geologic and Seismic Evaluation
of the Proposed Devil Canyon and Watana Reservoir Areas, Susitna River,
Alaska, Informal Report to the U. S. Army Corps of Engineers, 1975.
Lahr, J. C., Detailed Seismic Investigation of Pacific-North American Plate
Interaction in Southern Alaska, PhD Dissertation, Columbia University,
1975.
Lathram, F:. H., and Albert, M. R., ''Significance of Space Image Linears
in Alaska in First International Conference of New Basement Tectonics
Proceedings, Salt Lake City~ Utah, 1974 11
, Utah Geological Association_,
Publication 5, 1976.
Lathr·am, E. H., and Reynolds, R. G. H., "Preliminary Space Image Lineament
Mpas of Alaska", U. S. Geological Survey, Open File Report 76-341, 1976.
McGee, D. ~., and Henning, M. W., 11 Reconnaissance Geology--Southcentral
Talkeetna Mountains, Alaska'', Alaska Division of Geological and
Geophysical Surve~, Open File Report 103, 1977.
Miller, J .. M., Bel on, A. E., Gedney, L. D., and Shapiro, L. H., 11 A Look
at Alaskan Resources with Landsat Data 11
, International S~osium on Remote
Sensing of the Environment, Proceedings 10, Vol 2, 1975.
Mil1er, R. J., Cooley, E. F., O'Leary, R. M., Gormezy, L., Csejtey, Bq Jr.,
Smith 9 T. E., and Cleveland, M. N., "Analyses of Geochemical Samples from
the Talkeetna Mountains Quadrangle, Alaska", U. S. Geological Survey,
Open File Report 78-1052, 1~78.
Miller, R. J., Curtin, G. C., and Csejtey, B., Jr., "Map Showing Geochemical
Distribution and Abundance of Selected Elements in Stream Sediments and
Heavy Mineral Concentrates, Talkeetna Mountains Quadrangle, Alaska 11 ,
U. S. Geological Survey, Open File Report 78-558, E, F, G, H, I. J, K, L,
M, N, 0, 1978.
Moffit, F. Has 11 Headwater Regions of Gulkana and Susitna Rivers, Alaska",
U. S. Geological Survey, Bulletin 498, 1912.
Nelson, S. W., and Reed, B. L., "Surficial Geologic Map of the Talkeetna
Quandrangle, Alaska 11
, y. S. Geological Survey, Miscellaneous Field Studies
MF-870J, 1978.
Pewe, T. L. (Ed.), 11 INQUA Conference: Guidebook to Central and Southcentral
Alaska", VII Congress of the International Association for Quaternary
Research, 1965.
Pewe, T. L., "Quaternary Geology of Alaska", U. S. Geological ?urvey,
Professional Paper 835, ~975.
Reed, B. L., "Disseminated Tin Occurrences Near Coal Creek, Talkeetna
Mountains D-6 Quadrangle~ Alaska 11 , U. S. Geological Survey, Open File
Report 78-77, 1978.
Reed, B. L., and Nelson, S. W., "Geologic Map of the Talkeetna Quadrangle,
Alaska", U. S. Geological Survey, Miscellaneous Field Studies Map MF-870-A,
1977.
Reger, R. D., 11 Reconnaissance Geology of the Talkeetna-Kash~tdtna Area~
Susitna River Basin, Alaska", Alaska Division of Geological and Geophysical
~urveys, Open Fi 1 e Report 107 A, 1978.
Richter, Do H., and Jon~s, D. L.1 11 The Structure and Strati graph~' of Eastern
Alaska Range, Alaska", American Association Petroleum Geologists Memoir 19,
1973.
Richter, D. H., 11 Geology of the Portage Creek-Susitna River Area 11
,
Alaska Division of Geqlogical and Geophysical Surveys Report 3, 1964,
Richter, D. H., and Mason, N. A., Jr., 11 Quaternary Faulting in the Eastern
Alaska Range 11
, Geological Society of America Bulletin, Vol 82, 1971.,
Rieger, S., Schoephorster, D. B., and Furbush, C. E., "Exploratory Soil
Survey of Alaska'~, Soil Conservation Service Report, 1979.
Rose, A. W., "Geology of an Area on the Upper Talkeetna River, Talkeetna
Mountains Quadrangle'', Alaska Division of Geological and Geophysical
Surveys, Report 32, 1967.
Sayles, F. H., "Procedure for Estimating Borehole Spacing and Thaw-water
Pumping Requirements for Artifically Thawing the Bedrock Permafrost at
the Watana Da.msi te", U. S. Army Corps of Engineers Report ( CRREL L, 1979.
Shannon and Wilson Inc., Seismic Refraction Survey -Susitna Hydroelectric
Project, Watana and Devil Canyon Damsites, 1978.
Silberling, N. J., Jones, D. L., Csejtey, B., Jr., and Nelson, W. H.,
''Interpretive Bedrock Geologic Map of Part of the Upper Chulitna District,
(Healy A-6) Alaska 11 , U. S. Geological Survey, Open File Report 78-545, 1978.
Smith, T. E., Bundtzan, T. K., and Trible, T. C., "Stratabound Copper-Gold
Occurrence, Northern Talkeetna Mountains, Alaska", Alaska Division of
Geological and Geophysical Surveys, Miscellaneous Paper 3, 1975.
Smith, T. E., and Turner, D. L., "Maclaren Metamorphic Belt of Central
Alaska 11
, Geological Society of America ~abs.), Cordilleran Section Vol 6,
No. 3, 1974. ·
Smith, T. E.2 and Lamphere, M. A., uAge of the Sedimentation, Plutonism and
Regional Metamorphism in the Clearwater Mountains Region of Central Alaska",
Isochron/West, No. 2, 1971.
Steele, W. C., and LeCompte, J. R., "Map Showing Interpretation of Landsat
Imagery of the Talkeetna Mountains Quadrangle, Alaska", U. S. Geological
Survey, Open File Report 78-558-D, 1978. -
Texas Instruments, Inc., "Aerial Radiometric and Magnetic Reconnaissance
Survey of the Eagle-Dillingham Area, Alaska 11 , Report GJBX -113-78, 19/8.
Turner, D. L., Sm·ith, T. E., and Forbes, R. B., "Geochronology and Offset
A 1 ong the Dena 1 i Fault Sys tern", Abstracts w·i th programs 70th Annua 1 Me;eti ng,
Cordil1erian Section, Geological Society of America, Vol 6, No. 3, 191'4.
~
Turner, D. L., and Smith, T. E., .. Geochronology 3nd Generalized Geology
of the Central Alaska Range, Clearwater Mountains, and NortheY'n
Talkeetna Mountains 11
, Alaska Division of Geologi~_9l and Geophysical
Surveys, Open File Report 72, 1974.
u. s. Army Corps of Engineers, Hydroelectric Powe~ and Related Purposes -
Upper Susitna River Basin, Appendix, Part 1, Section D, 1975 and 19784
U. s. Bureau of Reclamation, 11 A Report on the Potential Development of
Water Resources in the Susitna River Basin of Alaska'', U. S. Bureau
of Reclamation, Alaska District, 1953.
U. s. Bureau of Reclamation, "Devil Canyon P~oject, Alaska -Feas~bility
Report", U. S. Bureau of Reclamation, Alaska District, 1960.
U. S. Bureau of Reclamation, 11 Engineering Geology Report, Feasibility
Stage, Devil Canyon Dam, Devil Canyon Project 11
, Alaska ~Geologic Report 7,
1960.
U. S. Bureau of Reclamation, "Engineering Geology of the Vee Canyon Damsite,
Veen Canyon Project Susitna River, Alaska 11
, U. S. Bureau of Reclamation,
Alaska District, 1962.
U. S. Bureau of Reclamation, "Laboratory Tests of Foundation Rock Cores
from Devil Canyon Damsite, Devil Canyon Project-Alaska 11
, Concrete
Laboratory Report C-933, 1978.
~~ahrhaftig, C., "Quaternary Geology of the Nenana River Valley and Adjacent
Parts of the Alaska Range•·, U. S. Geological Survey, Professional Paper
~3-A, 1958.
Wahrhaf'i:ig: C., and Black, R. F., "Engineering Geology Along Part of the
Alaska Railroad", U. S. Geological Survey, Professional Paper 293-8, 1958.
VanWormer, J.D.~ Davies, J., and Gedney, L., "Seismicity and Plate Tectonics
in Southcentral Alaska 11
, Bulletin of the Seismological Society of AmE:=rica,
Vol 64, 1974.
Yould, E., "The Susitna Hydroelectric Project", Northern Engineer·ing, Vol 8,
No. 3 -4, 1976.
APPENDIX 8
DIAMOND CORE DRILLING
Prepared By: R&M Consultants, Inc.
APPENDIX B-1
WATANA REPORTS
-----------=~~·-~~----------------------~ __________ ,~o~~!J£' ~--------------------~
R&M CONSULTANT&. INC.
ACRES AMERICAN INCORPORATED
CONSULTING ENGINEERS
BUFFALO , NEW YORK
............ ••~••••.,.• •t.afll!iN• .. -.w•v••aa1e
ANCHORAGE • ALASKA
.._ _____________________ ........ ,,.----------·-----------1
DRILLING REPORT
SUSITNA HYDROELECTRIC PRO.JECT HOLE NO, BH-2
SHEET NO. l OF 13 tor ALASKA PC\NER AUTHORITY
SITE t·:ATANA NORTH ABUTMENT JOB NO. P5701.05 ~ACRES) 052504 (R&M)
CONTRACTOR. THE DRILLING COMP~"Y STARTED 11:30 P.M. __ J_u_l_.y __ -_l-;;;.....4 ___ l98:::..:0:::.___
-------------.FINISHED 4:00 PM. July 27 _198~0'--
DRILLING
METHOD
LOCATION:
SOIL CASING ADVJ¥,._1=CE=R...._ _______ CASiNG DIAM. NW ( 3 • 5 r: O...::.•.:::.D..:.. ~) ---
NO-3(1.75") ROCK _D,;_I..;..AM__.;.;O;._N;._D___;..CO..;...R_B~D...;.R=I=LL=-------CORE D lAM.
LATITUDE N 62° 49 r 33. 281"
DEPARTURE w 148° 3 3 I 9 .15 7"
BEARING -----:4::-::5::?11°~---
INITIAL DIP 556 ..
OTHER DIPS-------
ELEVATIONS: DATUM
DRILL PLATFORM ..... --------
GROUND SURFACE __ 1..;..8;_3...;.S_f:..-:-t:::.:·::.----
ROCK SURFACE __ 1_8_2_6_. _8....;f=-t;:;.;·:----
BOTTOM OF HOLE --=1~5.;::;.;06:::..::·;..::5~ft.:::..·=----
WATER TABLE 1765 ft •
. NOTE: All denths are aloncr hole. (7-28-80)
DEPTH
( ft)
0.0
ROCK TYPE
Overburden ,
DESCRIPTION:
Soil containing fragments of green igneous rock,
fine to medium grained with small white crystals.
Grades downward to residual, highly weathered
bedrock.
0.0 -10.0' No samples taken.
. LENGTH ccYRE.
OF REC fft~ ( RQD.)
'' -
10.0 Andesite Greenish to dark bluish-gray, fine to medium
grained groundmass with white plagioclase
phenocrysts. Flow structures. Very hard. Fresh
to slightly weathered. Joint spacing very close
t~ close. Joint and fracture surfaces rough,
w~th Iron-oxide st&ining, often thin clay
.co .. ;tings. Disseminated sulfides throughout.
16.7 Gouge. Core loss 0.2' ~
Rahaim .., Hagen (RaM) APPROVED
LOGGED SUUtmary by Feldman DATE
SY APPROVED
(ACRES) DATE ..
'
Run 1 · 100
10.0 (5G)
to
15.0
Run 2 96
~15.0 (50)
to
20.0 I
Run 3 100
20.0 " (66)
to
25.0
Run 4 100
25.0 (0)
to
25.5
(R 8M)
(ACRES)
ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~~~~~~
CONSU • '11NG ENGINEERS "aM car.-u!..TANT• INC:. L. 111 • ••---••'~'• ............ _ au\..., .......
BUFFALO ! NEW YORK ANCHORAGE , ALASKA
DRILLING AEPCRT
BlJ.ITNA HVDRDBLECTRIC PACI.JECT
for ALASKA Pt:WER AUTHCJ:I"V
HOLE NO. BH-2
SHEETNO. 2 OF...ll.
SITE WATAUA NO?Pf ABUTMENT JOB NO. P5701.05 (ACRES} 052504 {RBIM)
DEPTH
(ft)
1 25.5
ROCK. TYPE
Ander3ite
{cent • d)
DESCRIPTION:
29. 6 Fracture with clay.
40.5 -60.8 M~fic and ultramafic inclusions.
Calci~e coatings common on fracture surfaces.
(55.7-60.8)
LE~In caffE.
OF REC.
RUN (RQD)
R 5
25.5
to
30.5
100
(42}
R 6 lOO
30.5 (42)
to
35.5
R 7 100
35.5 (74)
to
40.5
R 8
40.5
to
45.7
100
(73)
R 9 102
45.7 (92)
to
50.5
R 10
SO.!J
1;u
55.7
R 11
55.7
to
60.8
_1..,00" J
(92)j
86.
(73)
60.8 -71.2 Incompetent, hi~hly fractul.e(L Many R 12 100
fractures healed wi~.:h carbonate. 60.8 (62)'
(62.2) Faint slickensides.
to
63.7
R 13 100
63.7 (72)
to
66.9
66.9 ------~----------~~----~!.~-----------··· ---~--------------------------~~--~~
DRILLING I=IEPORT
SU.ITNA HVDADI!LECTRIC PRD..JECT
tor ALA ilK A PCWER AUTHORITY
srrE ___!:T.A'fANA NORTH ABUTMENT JOB NO. PS701. OS
HOLE NO. BH-2
SHEET NO.. 3 OF: 13
(ACRES) OS2S04_1.R8rM)
LENG1H Xt-
OEPTH OF COte.. REC. ROCK TYPE OESCRI PTION:
(ft) RUN CRQD)
~~~+--------------r--·------------------------------------------~----~--~
66.9 Andesite
(cent 'd)
90.2
71.2-72.0 Altered. Clay zone.
7L.2 -81.0 Highly fractured and sheared,
loss 4. 7'. Highly weathered and altered.
caving, core badly ground during drilling.
loss 5 .3'.
core
Hole
Core
81. 0 -97.8 Highly fractured thrt~ughout,
moderately hard to soft and friable locally,
moderately to slightly weathered, more competent
than rock above.
'
R 14
66.9
to
68.9
R 15
68.9
t:O
71.2
R 16
71.2
to
72.0
R 17
72.0
to
75.S
R 18
7S.S
to
77.5
R 19
77.5
to
81.0
100
(SO)
113
(73)
7S
(0)
26
(0)
3S
(0)
, 1 66
(46)
R 20 100
81~0 (71)
to
84.S
R 21 100
84.5 (0)
to
85.0
R 22 100
8S.O (77).
to
90.2
1 l
~-----------~----~----------------~--------------------------------------~
t-----~\
ACRES AMER:CAN INCORPORATED +-...
CONSU ' TING ENGINEERS ll'a·~ ~TANT• INC. '-. ·----••T• ,..,.,. ... ,... •~'-v•vo••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
8U81TNA HVDRC.LECTRIC PRD.JECT
for ALASKA PCJWIEJ:I AUTHCRITV
HOLE NO. BH-2
SHEET NO. 4 OF 13
SITE WATANA ~TH ABUTMENT JOB NO. P5701.05 (ACRES) 052504 (RBIM}
~----~----------,--~----------------------------------------------~------~ l. Eni\;IM cdfE.
I
DEPTH
(ft)
90.2
l
}
l
l
I
ROCK TYPE
Andesite
(cont'd)
l
1
DESCRIPTION:
(92.0 -95.0) Core loss 0.5'.
(95. 0) Brecciated zone with clay and carbonate.
Soft.
(96.8) Slickensides
97 • 8 -121.0 Highly fractured and sheured, core
loss 8.4'. Zone is highly altered and weathered
throughout, moderately hard to soft and friable,
clay gouge and slickensides throughout.
Permeated by carbonate.
(101.8 -109.6)
Calcareous clay
fragmeuts.
Shear zone.
gouge with
Core loss
angular
7 • 2 I •
rock
OF REC.
RUN (RQD)
R 23 100
90.2 (O)·
to
92.0
R 24
92.0
to
95.0
R 25
95~0
to
96.5
100
(47}
R 26 100
96.5 (32)
to
97.8
R 27
97.8
to
100.1
R 28
1C0.1
to
101.8
R 29
101.8
to
108.0
35
(0)
53
(0)
3
(0)
R 30 19
108.0 (0}
to
109.6
R 31 97
109.6 (36)
to
115.~2
115.2 ----~--__ , ____ _. ___________________ ~~~------~~-----L---L__j
I ~-ACRES AMERICAN INCORPORATED ... ~,----..J -'''-------------t
IIJ&M ~TANT. INC. CONSULTING ENGINEERS ...... ---•noe .......... _ .u\ov•va••
BUFFALO , NEW YORK ANCHORAGE ,AlASKA
DRILLING REPORT
8UBITNA HVDADELECTRIC PRD.JECT
for AL.:4SKA PDWE~ AUTHCRITV
HOLE N 0 . ..:B:.:.:H::....-~2 --
SHEET NO. 5 _OF. 13
SITE WA~ANA .:"!~RTH ABUTMENT JOB NO. P5701. 05 (ACRES) 052504 (R&M)
?)EPTH l ROCK TYPE DESCRIPTION:
LENGTH c~E.
OF REC.
RUN CRQDJ {-ft:) ~-~~---------------+------·-----------------------------------------~~--~~~--4
115.?. Andesite
(cout'd)
118.2 Andesite and
Diorite
(Transitional
Zone)
144.4
I
(118.2) Highly oxidized.
Light green to gray, fine grained andesite (as
described above) interlayered with light to dark
green, fine to medium grained diorite (with
hornblende, plagioclase, biotite, orthoclase).
Rock types alternate throughout. Locally
competent, slightly weathered. Very close joint
spacing, numerous healed fractures. Iron
staining on fracture surfaces. Calcite present
in joints and fractures.
121.0 -141.9 1 Highly fractured and sheared
locally. More competent than rock abov~,
slightly to moderately weathered, with iron
dtaining on joint surfaces.
(123 -128.4) Possible shear zone.
(131.0-134.8) Cor~ loss 0.2'.
141.9 -167.9 Highly fractured and
moderately hard to soft and friable
Generally incompetent, slightly to
weathered, iron stained throughout.
sheared,
locally.
highly
(141. 9 -153. 7) Shear zone, core loss greater
than 3 feet.
R 32
115.2
to
118.2
R 33
118.2
to
12.l. 0
R 34
121.0
to
125.7
R 35
125.7
to
128.4
R 36
128.4
to
131.0
R 37
131.0
to
134.8
R 38
134.8
to
139.8
R 39
139.8
to
141.9
R 40
141.9
to
144s4
80
{30)
82
(54)
89
(70)
100
(30)
100
(54)
95
(0)
100
(84)
100
(0)
80
(60)
~------=--~.-----------------·------------------------------------------------~
I
. ~~~----------------~·<------~
ACRES AMERICAN INCORPORATED ~----~---~~---------!
IIIAM ~1'ANT•f!. t~. CONSULTING ENGI~JEERS ·----··'I'D .L ....... _ •u•v•va•ca
BUFFALO , NEW YORK ANCHORAGE , AlASKA
DRILLINB REPORT
SUBITNA H'VDADELECTRIC PJ:ID.JECT
for ALASKA POWER AUTHORITY
HOLE NQ._BH_-_2,__
SHEETNO. 6 OF~
SITE WATANA NORTH A.BUTMENT JO 8 NO. P 57 01 • OS (ACRES). 052504 (R&M)
DEPTH
(ft)
144.4
151.0
170.5
ROCK TYPE
Andesite-
Diorite
(cont'd)
Diorite
OESCRI PTION:
lENGTh XI OF COKE. REC.
RUN (RQO)
(144.4 -148.0) No core recovered.
through raved section.
Triconed R 41 Tri-
144.4 conec
to
148.0
R 42 33
(148.0 -151.0) Very hard but incompetent. Core 148.0 (0)
loss 2.0'.
Greenish gray, very fined to medium grained with
porphyritic texture. Visible compositional
zoning. Moderately hard to soft, moderately
competent to weak and friable locally. Fresh to
slightly weathered with iron staining on joint
surfaces. Carbonate common throughout. Joint
spacing very close to wide. Numerous fractures
cemented with calcite.
(151.0 -153.7) Highly f:cactured and weathered,
with 0.9' clay seam. Core loss 0.9'.
(155.7-158.2) Core loss 0.5'.
(158.2 -159.5) Highly fractured and weathered.
Extensive oxidation within fractures.
160.2-167.9 Core loss 0.4'.
167.9 -170.5 Abundant calcite within fractures
and joints. Rock becoming more competent.
to
151.0
R 43 67
151.0 (0)
to
153.7
R 44 100
153.7 (20)
to
155.7
R 45
155.7
to
158.2
80
(0)
R 46 100
158.2 (20)
to
160.2
R 47 80
160.2 (20)
to
162.2
:a 48 88
162.2 (51)
to
167.9
R 49 100
167.9 (92)
to
170.5
! ____ _. ______ ---~,--~--------------------------------------~----L---J
~------------------------------------~------------------------------------~~---
ACRES AMERICANINCORPOR~ED ~~~~~~~~~-~~~~~~~~
C .,. G ENGINEERS "aM CDI'.-u!..TANT•, INC. ONSUL1 IN •-----••Te JIILAococa-•uawavaaa
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING AEPCRT
8U81TNA HVDADELECTRIC PRC.JECT
tor ALASKA t:ICWEI=I AUTHORITY
r :0 L E N 0. -=B;.:;;H.....;-2=----
SHEET NO. 7 OF 13
SITE WATANA NORTH ABUTMENT _ JOB NO. P5701. OS (ACRES) 052504 {RSM)
DEPTH
(ft)
170.5
201.0
ROCK TYPE
Diorite
(cont'd)
DESCRIPTION:
170.5 -172.5 Altered. Coarse grained, friable,
highly fractured and sheared. Chloritized.
L.ENCm-t :%
OF COKE.
. REC~ ~UN {RQO/
R 50 100
170~5 (47)
to
172.5 -175.8 More competent. Fine to medium 175.8
grained, joint spa<~ing moderately close.
Numerous fractures healed with calcite.
175.8-1/7.0 Sheared, incompetent, calcareous.
177.0 -16.4 Light green to light blue-gray.
Very ha:d, competent, fresh. Joint spacing
~ 1erately close with occasional calcite
fillings. Minor sulfide mineralization
throughout.
(177.0-181.0) Core loss 0,4'.
(191 -196.4) Core loss 0.7'.
Highly 196.4 197.4 Alteration zone.
Core loss 0.3'. weathered, sheared.
R 51 100
175.8 (0)
to
177.0
R 52 90
177.0 (87)
to
181.0
R 53 100
181.0 ,100)
to
182.8
R 54 100
182.8 '100)
to
186.9
R 55 100
186.9 ,100)
to
189.2
R 56 100
189.2 ,100)
to
191.0
R 57 89
191.0 (74)
to
196.4
R 58 94
.\96 .4 ( 48)
to
201.0
ACRESAMERICAMiNCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS
BUFFALO , NEW YORK
DRILLING REPORT
..-aM caP.-u!..TANT• INC.
.......... .-L .. t•T• ........ ,..-au\.w•va••
ANCHORAGE ~ALASKA
HOLE NO.
SHEET NO.
BH-2
8 OF. 13
SU81TNA HVDR(~:lELECTRIC PRCI.JECT
for ALASKA PCJWER AUTHCIRITV
SITE WATANA NOR·rH ABUTMENT JOB NO. P5701. OS (ACRES) 052504 (RaM)
DEPTH
(ft)
ROCK TYPE
201.0 Diorite
(cont'd)
237.7
DESCRIPTION:
205.0 -205.3 Highly fractured.
207.1 -209.3 Brecciated, healed.
0. 4' .
214.4-218.5 Core loss 0.3'.
Core loss
223.7 -228.7 Medium grained. Joint spacing
close. Iron staining and calcite on fracture
surfaces. Core loss 0.2'.
228 · 7 -230.7 Joint spacing moderately close,
~ rock more competent.
230 · 7 -241.0 Altered, bleached. Soft. Joint
spacing close, slightly to ~oderately weathered.
Penetrative (to approximatel, 1 em) iron staining
along joints. Sulfide mineralization.
LENGTH •f.,
co'tfE. OF REC. RUN CRQD)
R 59 100
201.0 (54)
to
203.8
R 60 100
203.8 (30)
to
207.1
R 61 82
207.1 (41)
to
209.3
R 62 100
209.3 (88)
to
214.4
R 63 93
214.4 (93)
to
218.5
R 64 100
218.5 (92)
to
223.7
R 65 96
223.7 (78)
to
228.7
R 66 100
228.7 (82)
to
232.5
R 67 100
232.5 (90)
to I
237.7
ACRES AMERICANJNCORPOR~EO ~~~~~~~~~~~~~~~~~
C G E GINEERS _.AM CDr.u!.TANT• INC. ONSULTIN N ·----··,.· ........... _ .ut.v .... , ... .
BUFFALO ~ NEW YORK ANCHORAGE ,AlASKA
DRILLING REPORT
~USITN.A HVDRDELECTRIC PRD.JECT
for ALJ~SKA PCIWER AUTHORITY
HOLE NO. BH-2
SHEET NO. 9 OF. 13
SITE WATANA NORTH ABUTMENT JOB NO. P5701. 05 (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
237. 7 Diorite
(cont 'd)
276.1
OESCRI PTION:
241.0-241.9 Altered, very soft, slick clay.
~41.9 -252.2 Highly fractured and altered.
Contains numerous soft, friable zones ~hroughout
with calcareous clay commo~. Many joints weakly
healed with carbonate. Zone is generally
incompetent (possible shear zone).
252.2 -25 7. 2 Slightly more competent.
257.2 -
friable.
clay.
262.2 Rock weakened and slightly
Fractures filled with carbonate and/or
262.2 -285.8 Light green to white. Very hard,
competent, fresh. Joint spacing very close to
close, calcite and pyrite on joint surfaces.
(265.0-271.0) Core los~ O.Sl.
l ENG'fl>J cdffE.
OF REC.
RUN (RQD)
R 68 105
237.7 (57)
to
241.9
R 69 111
24,1. 9 (20}
to
247.2
R 70 104
247.2 (38)
to
252.2
R 71 100
252.2 (82)
to
257.2
R 72 96
257.2 (80)
to
262.2
R 73 100
262.2 (71)
to
265.0
R 74 93
265.0 (75)
to
269.0
R 75 90
269.0 (90)
to
271.0
R 76 100
271 .. 0 (100)
to
276.1
~11 '---
CONSULTING ENGINEERS IIIII AM CCif.-...J!.TANT. ~INC. .,......... ---..--••Ta ........ ,.. ... au\.va va••
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILL.ING REPORT
RUBITNA HYDROELECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
HOLE NO._B_H_-2_. __
SHEETNO. 10 OF~
SITE WATANA NOR~ ABUTMENT JOB NO. P5701 . OS {ACRES) 052504 (RfiM)
DEPTH
(ft)
ROCK TYPE
276.1 Diorite
(cont'd)
315.4
DESCRIPTION:
R 77 100
276.1 (89)
to
280.6
R 78 98
280.6 (87)
to
285.8
285.8 -287.8
Core loss 0. 1' .
Highly fractured, incompetent. R 7 9 gs
301.1 -306.1 Core loss 0.4'.
306.1 -310.0 Joint spacing moderately close to
wide.
285.8 (40)
to
287.8
R 80 100
287.8 (91)
to
291.1
R 81 100
291.1 (80)
to
296.1
R 82 100
296.1 (94)
to
301.1
R 83 92
301.1 (80)
to
306.1
R 84 100
306.1 1100)
to
310.2
R 85 100
310.2 (88)
to
315.4
ACRESAMER!CANIWCORPOR~ED ~~~~~~~~~~~~~~~~~
G E -"' EERS .-.aM car~TANTIIi INC. CQNSULTJN NGIN -_ •----..,., • .,. ooL&ou••-•u\ov•vo••
BUFFALO , NEW YORK ANCHORAGE ,AlASKA
DRILLING REPORT
SUBITNA HVDRCELECTRIC PRD~ECT
tor ALASKA PD\.'\IER AUTHCRITV
HOLE N 0 . ...;;;;B;.:.:H;_;-2=-----
S HEET NO. 11 0 F ..ll
SITE WAT&"'ilA NORTH ABUTMENT ,_ JO 8 NO. P5701~05 (ACRES) 052504 (R&M)
DEPTH
(ft)
~OCK TYPE
315.4 Diorite
(cont 'd)
351.0
LENGTh
OESCRI PTION: • or:
RUN
R 86
315.4
to
320.6
322.0 Highly altered zone. Friable. R 87
320.6
to
325.3
R 88 I
325 .. 3
to
328.0
328.0 -348.6 Alteration zone, joint spacing R 89
very close to m~derately close, moderately hard f328. o
to soft and fr1.able locally. Sulfide mineral-I to
ization tJg:o~ghout. l'.!i-!!O!" <;~l<;i,t~ ~Htd chlsrite 332.4
on joints.
R 90
(328.0, 331.4) Slickensides. 332.4
to
(334. 4 -335.8) Highly altered and friable. 337.5
R 91
337.5
to
341.0
R 92
341~0
to
341.4
R 93
341.4
I to
1346.6
348.6 -362.5
to very hard.
wide.
R 94
Fresh to slightly weathered, hard 346 .6
Joint spacing moderately close to to
351.0
-..~..
co'rtE.
REC.
(RQD)
100
(98)
100
(91)
100
(85)
100
(62)
100
(90)
100
(97)
100
(100)
100
(100)
100
(84)
~----------~~~-~----------------------~
ACRES AMERICAN INCORPORATED ~!.-----------~
S JIIII&M ~TANT. 11\Jc:. CONSULTING ENGINEER ·-----· .. T· .L ....... -au\.veva••
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING AEPCRT
auarrNA HVDACJBLECTRIC PRCJ.JECT
tor ALASKA POWER AUTHORITY
HOLE: N 0. _B...;;..;H....;-2;;.__~
SHEET NO. 12 OF.Jd.
SITE WATANA NORTH ABUTMENT JOB NO. P5701. OS (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
351.0 Diorite
(cont'd)
362.5 Diorite ~~d
Andesite
396.3
DESCRIPTION=
R 95 100
351.0 {96)
to
356.0
R 96 100
356.0 (100)
to
361.0
R 97 92
Intermixed, transitional rock types. Pale green 1361.0 (92)
or_ white, to gr~y.. Phaneritic ~o aphanit·:·-"·1 to
texture. Fresh w~th some alterat~on zones ab !366. o
noted below. Hard. Joints very closely spaced.
361. 0 -366.0 Core loss 0. 4' .
362.5 -363.5 Quartz vein.
370.3-381.0 Calcite and sulfides in joints.
•
(375.8-318.0) Core loss 0.3'.
386.2 -386.3 Highly altered and soft.
386.8 ... 401. u Hard, fairly competent.
spacing very close to close. Numerous
joints throughout.
R 98
366.0
to
370 .• 6
R 99
370.6
to
375.8
R 100
375.8
to
381.0
R 101
.381.0
to
386.2
100
(100)
100
(100)
94
(87)
100
(65}
t
______ ._------------~---------------------------------------------~-· . II I
ACRES AMERICANINCORPOR~ED ~~~~~q·~~~~~~~~~~~~~·-~~~~~
CONSULTING ENGINEERS !!.~~~!~~.!!~!~
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING REPORT
BUBITNA HYDROELECTRIC PRD.JECT
for ALASKA PCWER AUTHCIRITV
SITE WATANA NORTH ABUTMENT JOB NO. P5701. 05
HOLE N 0 . .;;;;B=H-....;;2::...-..--
S HEET NO . .J:.L_ 0 F. 13
(ACRtiS) 052504 (R&M)
t.E···-Y.r
DEPTH ROCK TYPE DESCRIPTION: O'f', CUKE.
( )
REC. ~~-t---r·-------------+------------------------------------------+-R_U_N~~CR~Q~O~)
396.3 Diorite and
Andersite
(cont'd)
401.0 End of Hole
R 104
396.3
to
398.8
R 105
398.8
to
401.0
100
(80)
100
(100)
...___......._ __ -.!. _________ ,. ______ ~·__J
ACRES AMERICAN INCORPORATED
LEGEND
~ -ANDESITE
t] DIORITE
CORE RECOVERY a RQD(0/0 )
0 20 40 eo so 100
RQ 0 --I
CORE RECOVERY,
CORING INTERVAl:
SUMMARY
BEDROCK LOGS
HOLE NO. BH -2 DATE JULY 1980
LOCATION ___.;N __ O:...;.R_.,._H:___A_B_U_T_M_E:....:...N--T_-_W_~_~_A....:.N--A _____ _
,_; u.
z
0
~ > 1.1.1
-l
1.1.1
0 i835
20
40
60
120
140
PERMEABILITY
(X) em/sec.
10-s 10-3 10-1
CORE RECOVERY a R.o.D.
0/o
20 40 60 80
NUMBER OF
JOINTS PER
10FT.
5 10 15 20 REMARKS
TOP OF ROCK
GOUGE
CLAY
SLICKS
CLAY
SliCKS
SHEAR ZONE
SHEAR ZONE
SHE.~R ZONE
BRt;. ..... ..;IA
MAFIC a ULTRA-
MAFIC INCLUSIONS
HIGHLY FRACTURED,
ALTERED a
MINERALIZATION
SHEAR ZONE
(HOLE CAVING)
HIGHLY FRACTURED
WEATHERED AND
IMCOMPETENT
(HOLE C.WING)
WEATHERED, SHEARED
FRACTURED ZONE
220
240 ALTERED a
MINERALIZED
HIGI1LY FR.tGTURED,
ALTERED a
MINERAUZED
260
280
HIGHLY FRACTURED
CALCAREOUS ZONE
300
320
340
ANDESITE
ANDESITE
8
DIORITE
l
1
i
l
I DIORITE I I
I
1
l
I
ACRES AMERICAN 1NCORPORATED
BEDROCK LOGS
HOLE NO. BH-2 DATE JULY 1980
LOCATION NORTH ABUTMENT-WATANA
-t-= u.. -t: 0 -~ PERMEABILITY CORE RECOVERY NUMBER OF
:1:
~ > (Xl em/sec. ~~~ a R.o.o. JOINTS PER
Q. Ul % 10FT • w ...l
0 w !o-5 to-3 to-1 20 40 oo eo 5 10 15 20 REMARKS
z
I"' 7
I~ I' .
360
. ;'!! !-1
~ ~ QUARTZ VEIN
" <
380 ~ !'
I~ L. (/ f.!i ALTERED
400 1506.5 ''"'
:.J..
END OF HOLE
,_ -
-
1-DiORITE
a
ANDESITE
SUMMARY OF WATER PRESSURE TEST RESULTS
Borehole Number
Location
B.H. - 2
Watana
Ground Surface Elevation 183S
Static Water Level
Dip of Hole
St\ckup
De 8th Tested
From To
(feet) (feet)
23.9 40
38.9 55
53.9 70
Greater than 70 1 below surface
55°
Non~
Gauge Dur·ation Flow
Pressure of Test Rate
(Esi) (min) (gpm)
20 20 .32
26 10 . 18
30 20 . 42 to 2. 5
Coefficient o'f
Permeability
(em/sec)
2.26 X 1 () -5
9.80 X 10-6
1.98 X ''10-s
to
1.17 X 10 -4
ACRES AMERICAN INCORPORATED ~J~ -A~~[~ CONSULTING ENGINEERS R&M CONSULTANTS, INC. • ._.. ..... _ •••~••••.,• • .._ .. ,...,..._ ...,•w••a••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
SUSITNA HVCRCEL.l!CTI=IIC PRC.JECT HOLE NO. B .• H .• 6
ALASKA PCWF.!R AUTHORITY SHEET NO. 1 OF~ for
SITE Watana North Abutment JOB NO. P5701.05 (ACRES) 052504 (R&M) -
CONTRACTOR _The Drillin~ ComEany STARTED 07 : oo .-.M. June 26 19 80
.FINISHED -.M. July 9 19 80
DRILLING SOIL casing As,l~lan~e;~: CASING DIAM. NW ... {.i_" I .D ·l
METHOD ROCK Diam0nd C~re Drilling CORE DIAM. NQ .,...3..:.. (1.75")
LOCATION= LATITUDE N62° 49' 24. 891 ELEVATIONS: DATUM
DEPARTURE Wl48° 32' 21.862 DRILL PLATFORM
BEARING 225° GROUND SURFACE 1605 ft.
INITIAL DIP -60° ROCK SURFACE 1598.1 ft.
OTHER DIPS_ BOTTOM OF HOL.E 963.8 ft.
WATER TABLE 1458 ft.l2-06-80
NOTE: All depths are along hole.
LENGTH o/o
DEPTH ROCK TYPE DESCRIPTION: OF CORE.
REC.
(ft) 1'UN CRQOJ
" I ,.f..±::)
0.0 Overburden Brown sandy gravel with cobbles and boulders .
8.0 Quartz Diorite Pale green to gray biotite, hornblende., Quartz Run l 74
Diorite. Mafics approximately 30%, medium 8.0 (74)
gr.r:A.ined, non£oliated. Slightly to moderately to
W~!a the red . Joint spacing very close to 10.7
moderately close. Iron staining present along
some joints, occasional healed fractures. [Run 2 93
[10.7 (74)
8.0-10.7 Core loss 0. 7'. Ito
[ls.o
16.5 Quartz Light tan to light grey, hornblenje, Quartz ~un 3 102
Monzordte Monzonite. Fine to medium grained, nonfoliated. 15.0 (57)
Slightly to highly weathered, locally friable, to
and porous. Iron staining and solution cavities 19.6
common. Rock generally incompetent. Jo,int
spacing very close to close. Run 4 83
~9.6 {0)
17. :~ -18.0 Highly fractured. to
23.8
19.6 -27 Highly fractured, core loss 0. 7' . ~un 5 100
24.5 Granodiorite Pale green to biotite hornblende
23.8 (0) gray quartz
Granodiorite. Mafics approximately 20%.
'-o0 aver3ge 26.8 Fine to medium grained. Moderately hard to very
R. RAHAIM ..., J. HAGAN (RaM) APPROVED (RaM)
LOGGEID SUMMARY -L. A COMB DATE
BY APPROVED (ACRES)
(ACRES) DATE
l ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~···~~~
A~~, I~ · coNsu• ·:rtNG ENGINEERS 111aM caNl<'ULTANT• aNC. &..-.,..,...... ..-... .... '-"• •&..••••-au'.n.t•vo••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
BUBITNA HVDRDI!LECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
HOLE NO. _B..;;..H_-6~
SHEETNO. 2 QF_22
SITE Watana North Abutment ,_ JOB NO. P5701. 05 (ACRES) 052504 (RSIM)
DEPTH
(ft)
55.5
ROCK TYPE
Granodiorite
(cont'd)
OESCRI PTION:
hard, fresh to slightly weathered. Limonite
staining and clay residue on some joint surfaces. R 6
Joint spacing very close to moderately close with 26 ·8
joints orien·ted approximately 40° to 55 ° to core to
axis. Occasional highly fractured zones 0.1' to 30 •0
1. 1' thick, with clay gouge. Healed fractures
throughout. R 7
30.0
26.8 -30.0 Core loss 0.5' .
29.5 -30.0 Highly fractured
Clay filling common.
40.5 -45.0 Core loss 0.2'.
45. 0 -49. 1 Highly fractured zone.
and weathered.
to
32.8
R 8
32.8
to
37.8
R 9
37.8
to
40.5
R 10
40.5
to
45.0
R 11
45.0
to
49.1
49.1 -51.4
clay gouge.
Shear zone, highly fractured with R 12
~9.1
rto
~0.4
85
(78}
100
(67)
100
(74)
l loo I
(78}
95
(91)
100
(66)
100
{31)
R 13 100
so. 4 (0)
to
51.4
~ 14 100
~1.4 (85)
to
55 .. 5
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU 1 ':TING ENGINeERS liii&M CCif......._TANT• INC.
. 1.. I;;. ·----··T· ·L····-•'-'"'"•voa•
BUFFALO
1
NEW YORK ANCHORAGE ,ALASKA
DRILLING REPORT
HOLE NO. BE-6
SHEET NO. 3 OF. 20 SUBITNA HVDADI!LECTRIC PAD.JECT
tor ALASKA POWER AUTHCRITV
SITE Watanil North Abutment JOB NO. P5701. 05 (ACRfS) 052504 (RSM)
DEPTH
(ft)
55.5
84.2
ROCK TYPE
Granodiorite
(cont'd)
OESCRI PTION:
LENGTH c~E.
OF REC.
RUN CRQO)
R 15 100
55.5 {53)
to
59.3
R 16 100
59.3 (79)
to
63.2
65 · 3 -75.3 Highly fractured and sheared zone R 17 100
slight to highly weathered, moderately hard to 63.2 (52)
soft and friable locally. Joint spacing very to
close to close. Hole caving during drilling. 66. 5
(65. 5) Very friable.
(66.5 -67.3) Core loss 0.8'.
R 18
66.5
to
67.3
0
(0)
R 19 100
67.3 (0)
to
67.7
R 20 100
67. 7 (59)
to
70.4
(71.5 -73. 0) Shear zone, slickenslides and clay R 21
gouge. 7 0.4
to
75.3
75.3 -149.4 R 2
2
t
Competent, hard to very hard fresh 75.3
o slightly weathered. Joint spacing very close to
to wide. 80.3
104
(59)
100
(88)
R 23 100
80.3 (92)
to
84.2
i---··---.......,..~ ,.------------~ ACRESAMERICANINCORPOR~ED~~~~-~~~~~~ ~~~~~~~~~~~
CONSUL.:TJNG ENGI ... 1EERS ~-M cc:tN!!IU!..TANTS,'INC. ~I ~~ ........... ..... .... T.. IID'LA,.Ma .. eu•v•..,a••
BUFFALO , NEW YORK ANCHORAGE , Al-ASKA
~----------------------~~-----------~--------~.--------------------------~ DRILLING REPORT
BUOITNA HVDRD.LECTRIC PAD.JE:CT
for ALASKA PDWER A~~THDAITV
SITE Watana ~r.th Abutment JOB NO. P570l. OS
OEPTH
81.2
111.7
ROCK TYPE
Granodiorite
(cont 'd)
1 DESC~IPTION•
I
89.3 ... 94.6 Core loss 0.2'.
98.5-100.3 Core loss 0.1'.
108.2-111.7 Core loss 0.1'.
HOLE NO. __ BH_-_6 __
SHEETNO. 4 QF2Q..
(ACRES) 052504 (RSM)
L.ENG11-I .%
OF CortE.
REC.
RUN (RQO)
R 24 100
84.2 (96)
to
89.3
R 25
89.3
to
94.6
96
(85)
R 26 100
94.6 (92)
to
98.5
R 27 94
98.5 (89)
to
100 .. 3
R 28 100
100.3 (75)
to
101.5
R 29 100
101.5 (100)
to
102.5
R 30 100
102.5 (83)
to
103.1
R 31 100
103.1 (71)
to
108.2
R 32 97
108.2 (97)
to
111.7
ACRES AMERICAN JNCORF-"~ORATED t-------1~~\'v L----·-----------f
CONSULTING ENGINEERS !!.!..~ c:!'~!~~J'!l.!~
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DR~LLING REPORT
SUBITNA HVQRCELECTRIC PRD.JECT
for ALASKA PDWER AUTHORITY
SITE Watana North· Abutment JOB NO. P5701. OS
HOLE NO. BH-6
SHEETNO. 5 Of.l.O
{ACRES) 052504 (RSsM) .
-% DEPTH LE~"NI f'i CotfE. OF REC.
(ft) RUN (RQO)
OESCRI PTION: ROCK TYPE
~~~--------·-----+----,------------·----------------------------+----~~~
111. 7 Granodiorite
(cont 'd)
145.6
112.7-122.1 Core loss 0.4'.
R 33
111.7
to
112.7 i
R 34
112.7
to
117.2
R 35
117.2
to
122.1
R 36
122.1
to
127.2
R 37
127.2
to
128.7
R 38
128.7
to
130.8
R 39
130.8
to
135.8
R 40
135.8
to
140.8
R 41
140.8
to
145.6
100
(91)
93
(9})
98
(98)
100
(100)
100
(100)
100
(100)
100
(86)
100
(78)
104
(98)
ACRES AMERICAN INCORPORATED t-------~~ .... ~-------···-
CONSULTING ENGINEERS
BUFFALO , NEW YORK
III&M CChr....._TANT• lflt.IC. .,..._._ .-.L.C.IaTa •LAflrll.... •u\.v•vo••
ANCHORAGE ,AlASKA
DRILLING REPORT
BUBITNA HVr:JACELECTRIC PRD.JECT
for ALASKA PDWER AUTHORITY
HOLE NO. BH-6
SHEET NO. 6 OF. 20
SITE Watana North Abutment JOB NO. P57r,.L.OS (ACRES) 052504 (RBIM)
DEPTH
(ft)
ROCK TYPE
145.6 Granodiorite
(cont'd)
190.0
OESCR! PTION:
149.4-149.6 .Highly fractured.
152.5, 154.5 Altered, weathered zones, friable.
160.6 -187.0 Highly altered and weathered.
Moderately hard to soft and very friable locally.
Joint spacing very close to close. Minor sulfide
mineralization and carbonate throughout.
165.6-175.2 Core loss 0.3'.
LE~ Y.t
OF COHE. REC-.
RUN (RQO)
R 42 100
145.6 (90)
to
150.6
R 43 100
150.6 (78)
to
155.6
' R 44 100
155.6 {92)
to
160.6
R 45 100
160.6 (78)
to
165.6
R 46 98
165.6 (61)
to
170.0
R 47 96
170.0 (46)
to
175.2
R 48 100
175.2 (33)
to
179.8
R 49 100
179.8 (73)
to
184.9
187 • 0 -240.3 Generally hard and fresh except R 50 100
for very slight weathering along joints and 184.9 (88)
fractures. to
190. 0
I
~---------------------------------r------------------------~X-' -----------
ACRES AMERICANINCORPOR~ED ~~~~-~~~~~--~~~~~~
CONSULTING ENGINEERS !!.!..~~'!~~.!!.~!~
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING J:IEPDRT
HOLE NO._ B)l-6 _
S!'EETNO. 7 OF: 20
BUBITNA HYDROELECTRIC PRC.JECT
for ALASKA POWEf/1 AUTHCit:IITV
SITE Watana North Abutment JOB NO. P5701. Q.L..(ACRES) 052504 (RSM)
~----~------------~----------------------~--·= LENCmt .,i I
OF COME.
DEPTH ROCK TYPE DESCRIPTION: REC.
RUN (RQD) -----T--------~---+--------------------------·--------------------~----~~~
190.0 Gral'Odiroite
(co~., ·d)
235.4
210.0 -215.0
215 . 4 -215 . 7
weathered.
R 51 100
190.0 (100)
to
195.1
R 52 100
195.1 {100)
to
200.2
R 53 100
200.2 (88)
to
205.0
R 54 ltJO
205.0 (100)
to
210.0
Core loss 0.3'. R 55 94
210.0 (96)
to
215 .. 0
Highly fractured and moderately R 56 100
215.0 (90)
to
220.0
R 57 100
220.0 (100}
to
225.2
R 58 100
225.2 (98)
to
230.1
R 59 100
230.1 (100)
to
235.4
.
~~-------------------------,--------~~~----------------------------------------,
ACRES AMERlCANINCORPOR~ED ~~~~~~~~·~~~ ~~~~~~~~~~~
CONSU ,.J.IN·G ENGINEERS JII&M car~TANTa,l..::. I. ...... ~ .-.. .... ,.. ,.._ANN•-•u•v•vaa•
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPORT
BUSITNA HYDROELECTRIC PRD.IECT
for ALASKA POWER AUTHORITY
HOLE NO. BH-6
SHEETNO. 8 OF~
SITE'~ Watana North Abutment JOB NO. P5701. 05 (ACRES) 052504 (R&M)
DEPTH I
(ft)
ROCK TYPE
235.4 Granodiorite
(cont'd)
DESCRIPTION:
···-~ L E~ I" COKE.
OF REC.
RUN (RQD)
R 60 100
235.4 (100)
to
240~3
~;40 3 260 0 T · t · 1 · d l . R 61 l 02 ' · - . rans1 1ona zone 1nto un er y1ng
quartz diorite. Contains thin altered friable 240 · 3 (gG}
zones locally. Numerous very thin veins of to
calcite throughout. 245.5
(256.0 -256. 7) Highly altered,
Clay filling (possible shear zone).
(256.8) Slickensides.
very friable.
R 62
245.5
to
249.7
R 63
249.7
to
255.0
R 64
255.0
to
260.0
100
(95)
100
(89)
102
(84)
1------~--------------+------------------------------------------------~----~--~
260 Quartz Diorite
280.3
Light green, to pink and gray hornblende Quartz
Diorite. Fine to medium grained nonfoliated
with approximately 30% mafics . G~nerally hard
and fresh, clay and pyrite crystals common on
fractured surfaces. Occasional thin (less than
0.1') calcite veins and healed joints throughout.
Joint spacing close to moderately clo~e.
273 -273. 7 Altered zone., friable, sandy locally.
275 -325.6 Generally hard, fresh and competent.
Joint spacing close to moderately close.
R o5 100
260.0 (100)
to
265.1
R 66 100
265.1 (100)
to
270.2
R 67 100
270.2 (81)
to
275.0
R. 68 100
275.0 (96)
to
280.3
ACRES AMERICAN INCORPORATED 1-----·-·~'------------f
CONSU' :TING ENGINEERS IIII&M ccr.-J@..TANT•· INC. I.. •-....... ...._._ •• T. •L.ANIIIII-eui.v•va••
~--------------------------~------~--------------------~---1 Ci=IILLING ~EPORT "
BUFFALO~ NEW YORK ANCHORAGE ,ALASKA
BUSITNA HVDI=tDI!LECTRIC PRD .. JECT
for ALASKA PCWER AUTHDRI·rv
SITE \.J'atana North Abutment JOB NO. P5701. OS
DEPTH
(ft)
ROCK TYPE
280.3 Quartz
315.4
Diorite
(cont'd)
OE!j..;Rt PTION:
284.6-290.6 Core loss 0.2'.
HOLE NO. BH-6
SHEETNO. 9 OF.l..Q..
(ACRES) 052504 (R&M)
-··q
L Ef?\;J, n c~E.
OF REC.
RUN CRQD)
R 69 100
280.3 (100)
to
281.6
R 70 100
281.6 (100)
to
284.6
R 71 95
._._;-r• b 9 ')OA ~ ( 5)
to
286.6
R 72 98
286.6 (98)
to
290.6
R 73 100
290.6 (100)
to
295.6
1R 74 1oo
295.6 (96)
to
300.7
1R 75 100
300 .. 7 (100)
[to
~os.o
iR 76 100
305.0 (100)
to
t310.2
iR 77 100
810.2 (96)
Ito
1315.4
ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~ ~~~~~~~~~~~
CONSULTiNG ENGINEERS ~~~'!'~~.!!\.!~
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
CRILLING REPORT
BUr.JITNA HVDAOI!LECTRIC PRD.JECT
for ALASKA PCWER AUTHORITY
HOLE N 0 . ...;;B:;;.;.;H;;...-..;;..6 --
SHEET NO. 10 Or 2Q..
SITE Watana North Abutment JOB NO. P570l. 05 {ACRES) 052504 (Rf2M)
DEPTH
(ft)
ROCK TYPE
315.4 Qua,rtz
l2_ss.9
Diorite
(cont'd)
OESCRtPnON:
LE~ Xt
OF COKE.
REC.
RUN (RQO).
318 · 6 -320.1 Altered zone, chalky, bleached, R 78 100
friable along joints. 315.4 (96)
to
320.6 -325.6 Core loss 0.2'.
325.6 -332.7 Highly fractured and
soft and friable. Core loss 3.0'.
altered, very
320.6
R 79
320.6
to
325.6
R 80
325.6
to
330.2
R 81
330.2
to
332.7
R 82
332.7
[to
337.9
96
(80)
78
(70)
20
(0)
98
(77)
342.0 Altered zone, friable, weakly healed with R 83 104
carbonate. 337.9 (90)
to
342.9
343.0 -343.2 Highly fractured. CoLe loss 0.2'. iR 84 100
342.9 (97}
to
348.8
1R 85 104
f348.8 (100)
352. 9 -362.5 Highly fractured, friable, soft.
[to
353.8
R 86 100
353.8 (96)
to
358.9
,..,
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS ~!.'!!~~!~~!.\.!~
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPORT
&UBITNA HVDI=IOELECTRIC PRC.JECT
for AL~SKA POWER AUTHORITY
HOLE N 0. __::.BH=--~6;:..__
SHEETNO. 11 OF20
SITE Watana North Abutment JOB NO. P5701. OS (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
358.9 Quartz
400.6
Diorite
(cont'd)
OESCRI PTION:
LENGTH 2t OF CowE. REC.
RUN (RQI;))
R 87 100
358.9 (52)
to
363.9
367.9 Highly fractured, friable, soft. R 88 107
363.9 (98)
to
368.2
368.2 -373.2 Core loss 0.2'. R 89 96
368.2 (96)
to
373.2
374.5, 377.0, 380.4, and 382.0 Highly fractured, R 90 100
friable, soft. 373.2 (77)
to
378.4
382 -490.5 Generally hard fresh and competent. R 91 100
Joint spacing close to wide. 378.4 (94)
to
(383.3-388.3) Core loss 0.1'.
383.3
R 92 98
383.3 (98)
Ito
388.3
I !P 93 100
388.3 (100)
fto
~93.3
~ 94 100
393.3 (92)
to
~98.3
iR 95 100
~98.3 (100)
Ito
400.6
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONS U1 J'.lNG ENGINEERS naM CC'If......_TANT• INC. '-.... ~ ...._ .. , • .,. IIL.ANtrt•-au\.v•va••
BUFFALO , NEW YORK ANCHORAGE , A-LASKA
DRILL.INGI REPORT
BU.ITNA HVDACI!LECTRIC PAD.JECT
for ALASKA POWER AUTHORITY
SITE __ w_a_ta_n_a_ .. _L.;ro_r_t.._h_Ab...;.---._u~tm_e_n_t ___ _ JOB NO. P5701 o 05
HOLE NO. BH-6
SHEET NO. ··12 OF. 20
(ACRES) 052504 (RfiM)
LEM:.In cdfE.
DEPTH ROCK TYPE OESCRI PTION: OF REC.J
(ft) RUN ( RQ. o>. · ~~~~------------~·----------------------------~-------------+----~~~
400.6 Quartz
440.4
Diorite
(cont'd)
R 96
400.6
to
403.4
R 97
403.4
to
406.2
1R 98
406.2
to
411.1
IR 99
kt11.1
[to
kt16.3
R 100
1416.3
[to
421.1
R 101
~21.1
Ito
~25.6
;R 102
~25.6
Ito
~30.2
~ 103
430.2
to
~35.4
~ 104
~35.4
f-0
440.4
100
(100)
100
(100)
100
(100)
.
100
(100)
100
(100)
100
(100)
100
(98)
100
(100)
100
'100)
ACRES AMERICAN INCORPORATED t-----.-1~~--------~
CONSULTING ENGINEERS llt&M ~TANT• 1M:. •--•••••• .......... T. •LA•,.•-•u1.wava••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING AEPORT
SUBITNA HVCRCIELECTRIC PI=ID..JECT
for ALASKA POWER AUTHQf.~ITV
HOLE NO. BH-6
SHEET NO. 13 O.F. 20_
SITE Watana North Abutment JOB NO. P5701. 05 (ACRES) 052504 (R8M)
DEPTH
(ft)
ROCK TYPE
440.4 Quartz
r
l477.8
Diorite
(cont'd)
OESCRI P1"10N:
454.5 -454.9 Highly fractured
sulfide mineralization. '
friable, minor
46l.6 Fractured zone.
463~2 -464
loss 0 .I+' •
Mineralized zone, very soft, core
476.2 -476.4 Fractured zone.
L .... -~ ~~I, COHE.
Bl~a.J REC.
I'VA (RQO)
R 105 100
440.4 {100)
to
445.6
R 106 100
445.6 (100)
·to
450.4
R 107 101
450.4 (91)
to
455.8
R 108 100
455.8 (100)
to
458.2
R 109 100
458.2 (100)
to
463.2
R 110 13
463.2 (0)
to
464.0
R 111 100
464.0 (100)
to
468.4
R 112 100
468.4 (100)
to
471.3
R 113 100
473,.3 (98)
to
477.8
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU ,.,..ING ENGINEERS llt&M caf.u!.TANT• INC. L-1 .,.. ........ ...._ .... ,..s •L•••• .. •u .. vavaM•
BUFFALO
1
NEW YORK ANCHORAGE , AlASKA
DRILLING REPORT
BUSITNA HVDI=WQII!LECTRIC P-RCI.JECT
for ALASKA POWER AUTHORITY
H0LE NO. BH--6
SHEET NO. 1 4 OF. 2 0
SITE watana North Abutment JOB NO. P5701.05 (ACRES) 052504 (RS&M)
DEPTH
(ft)
ROCK TYPE
477.8 Quartz
Diorite
(cont'd)
520.2
DESCRIPTION:
479.1 Slickensides.
LENGTH cO'.fE.
OF REC.
RUN (RQO)
R 114 100
477.8 (96)
to
480.3
R 115 100
480.3 (92)
to
485.3
485 · 3 -490.5 Core barrel mislatched during R 116 73
drilling. Had to pull rods and redrill; core 485.3 (73)
loss 1.4'. to
490.5
490.5 -650.0 Generally fresh, hard, competent. R 117 100
490.5 (100)
to
495~5
498.5, 502.1 Joints filled with calcareous clay. R 118 100
495.5 (90)
to
500.5
R 119 100
500.5 (78)
to
505.6
R 120 100
505.6 (100)
to
510.6
R 121 100
510.6 (100)
to
515.6
R 122 100
515.6 (100)
to
520.2
~R~AME~~NINOO~OR~ED~~~~-~~0~~=~·-~~~~~~~~~~~~~~~~~~~~--~
CONSULTING ENGINEERS ~1!..~~~'!~~.!!.1-!!'!::
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
BU.ITNA HVDACII!LECTRIC PRD.JECT HOLE NO. __ BH_-_6 __
tor ALASKA PCIWER AUTHORITY SHEETNO. 15 OF.-?9_
SITE Watana North Abut."llent JOB NO. P5701.05_(ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
520.2 Quartz
550.4
Diorite
(cont'd)
DESCRIPTION:
520.2 -521.0 Slightly friable. Core loss 0. 1 1 ~
.. -·~ L ErN I , COKE.
OF REC.
RUN (RQD)
R 123 98
520.2 (83)
to
525.6
R 124 104
525.6 (92)
to
530.4
530.5 -532.5 Altered zone, soft, clayey; hole R 125
caved during drilling. 530~4
100
(50)
533.5 -539.5 Core loss 0.8'.
539.5-547.5 Core loss 0.4'.
tc
531.8
R 126
531.8
to
532.0
R 127
532.0
to
533.5
R 128
533.5
to
539.5
R 129
539~5
to
544.6
R 130
544.6
to
547.5
R 131
547.5
to
550.4
100
(0)
.
100
{67)
87
(87)
96
(86)
93
(66)
100
(83)
~--~--------L--~·----------------------------L-~--~
ACRESAMERICANINCORPORMED~~~~~~~~~~~~~~~~~
Co .. •ISUL,.ING ENGINEERS III&M car~TANT• INC. I': ,f ·----••,.• •t.A .. __ au\.v•va••
BUFl-:ALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
&U.ITNA HYDROELECTRIC PRD.JECT
·tor ALASKA POWER AUTHORITY
HOLE NO. BH-6
SHEETNO. 16 Qf.lQ_
SITE Watana North Abutment JOB NO .• P5701 .. 05 (A~RES) 052504 (RSM)
DEPTH
(ft)
ROCK TYPE
550.4 Quartz
592.8
Diorite
(cant' d)
OESCRI PTION:
562.7, 565.0 Slickensides.
565.7 -570.7 Core loss 0. 8 1 •
(569.0) Highly fractured and sheared,
gouge.
572.3-573.1 Brecciated, clay gouge.
clay
LENGTH cdfE.
OF REC.
RUN (RQD)
R 132 100
550 .. 4 (88)
to
555.4
R 133 100
555.4 (98)
to
560.4
R 134 100
560.4 (100)
to
565.7
R 135 84
565.7 (80)
to
570.7
R 136 100
570.7 (77)1
to
575.9
R 137 100
575.9 (94)
to
580.7
R 138 100
580.7 (86)
to
585.8
R 139 100
585.8 (84}
to
590.8
590 · 8 -592.8 Core barrel mislatched during R 140
drilling, had to pull rods, core loss 0.5. 590 .8
75
(75)
to
592.8
ACRES AMERICANINCORPOR~ED ~~~~~~--~~~~~~~~~~
CONSULTING ENGINEERS ~~~'!'~~!\.!~
BUFFALO
1
NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
8UBITNA HVDADELECTRIC PRD.JECT
for ALASKA PDWEA AUTHORITY
SITE: Watana North Abutment JOB NO. P5701.05
HOLE NO._B_H_-6 __
SHEET NO. 17 OF. 20
(ACRES) 052504 (RBIM}
. e:···-~
DEPTH ROCK TYPE DESCRIPTION: ~·-~~,, CoteE. OF REC ..
(ft) RUN {RQD) ~~~r-------------4-------------------·-----------------------~~--~~~
592.8 Quartz
631.8
Diorite
(cont'd)
613 -615 Altered and friable,
healed joints. Core loss 0. 9' .
625.2 -630.2 Core loss 0.2'.
R 141. 100
592.8 (.80)
to
597.8
R 142 100
597.8 (83)
to
602.6
R 143 100
602.6 {65)
to
608.3
R 144 100
608.3 (97)
to
611.5
soft, numerous R 145
611.5
to
615.4
77
(.64)
R 146 100
615.4 {96)
to
620.2
R 147 100
620.2 (100)
to
625.2
R 148 96
625.2 (92)
to
630.2
R 149 100
630.2 (88)
to
631.8
r.
ACRES AMERICAN INCORPORATED ...,.._ ____ ....Jol"~
CONS • -r1 G ENGINEERS JII&M car.-.P-TANT• INC. U 1... I N •-----••'~'• "''-A .... II-•u\.v•va•a
BUFFALO
1
NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPORT
SUBM"NA HVDRCIELECTRIC PRD.JECT
for ALASK~ PD\IVER AUTHORITY
HOLE NO. BH-6 --
SHEET NO. 18 OF~
SITE watana North Abutment JOB NO. P5701.05 t~CRES) 0525104 (RBIM)
DEPTH
(ft)
631.8
650
ROCK TYFE
Quartz
Diorite
(cont 'd)
Granite
OESCRI PTION:
646.7 Joint filled with crushed rock.
Light gray to white, fine to medium grained,
nonfoliated with approximately 5% to 10% mafics.
Hard, fresh and competent. Minor sulfide
I miner· a lization throughout. Numerous healed
fract.ures and joints, carbonate coating on joints
common. Joint spacing close to moderately close
with joints orientFi approximately 40° to 60° to
core axis.
LENGTH OF
RUN
R 150
631.8
to
636.7
R 151
636.7
to
640.5
R .152
640.5
to
645.6
R 153
645.6
to
650.0
R 154
650.0
to
655.8
R 155
655.8
ta
660=6
R 156
660.6
to
665.,8
R 157
665.8 .
to
670.8
IR 158
670.8
to
676.0
.,.
cafE.
REC.
(RQD)
100
(.90)
100
(~00)
100
(94)
100
(100)
100
(92)
100
(63)
1or
(6 7)
100
(88)
100
(77)
I
1.676.01 ,__, _ _,__ ____ ,_,,_~--------·_,_ _______ _L _ _L _ _J
-
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
JII&M ~TANT8 If~«:. CONSUI...TiNG ENGINEERS
BUFFALO , NEW YORK
DRILLING REPORT
....... -........ ,.T. .._ANflta-•u'-v•.,c••
ANCHORAGE ,ALASKA
BUBITNA HVDRDELECTRIC PRD-..ECT
for ALASKA PDWER AUTHORITY
HOLE NO. ~B_H-_6 __ _
SHEETNO. 19 OF.2Q...
SITE Watana North Abutment JOB NO. P570~. OS (ACRES) 052504 (RSM)
DEPTH
(ft)
ROCK TYPE
676.0 Granite
(cont'd)
717.7
DESCRIPTION:
686.2 -712.2 Shear zone, joint spacing very
close to close, moderately hard to soft and
f:iable locally. Rock generall)o' less competent,
m~nor sulfide mineralization throughout.
Carbonate common.
686.2-687.9 Core loss 0.4'.
(686.2, 690.0, 695.7, 699.3, 704.0, 708.2)
Slickensides with clay gouge, soft, friable.
LEI'f\:tfM
OF
RUN
R 159
676.0
to
680.6
R 160
680.6
to
685.4
R 161
685.4
to
687.9
R 162
687.9
to
692 .. 5
R 163
692.5
to
697.5
R 164
697.5
to
702.5
R 165
702.5
to
707.4
R 166
707.4
to
712.2
R 167
712.2
to
717.1
.,.
C~E.
REC.
CRQD)
100
(.98)
100
(94)
84
(80)
104
(89)
104
(74)
100
(92)
100
(67)
100
(94)
102
(100)
ACRES AMERICAN INCORPORATED ~------}2!_~~!\
CONSULTING ENGINEERS ~~~"~!~~.!! .. !~
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
~------------------~----~------~-------------------------------------~ DRILLING REPORT
SUBITNA HVDADELECTRIC PAD.IECT
for ALASKA POWER AUTHORITY
SITE Watana North Abutment JOB NO. P 57 01. OS
DEPTH 1 ROCK TYPE DESCRIPTION:
(ft)
717.1 Grantie
(cant' d)
722.0 -727.1 Core loss 0.1'.
7 40.4 +---------+-End of hole
HOLE NO. BH-6
SHEETNO. 20 Of.l.Q_
(ACRES) 052504 (R&M)
lENGTH cclfE.
Of REC.
RUN {RQD)
R 168 104
717.1 (92)
to
722.0
R 169 98
722.0 (881
to
727.1
R 170 100
121 .1 I <1oo>
to
730.5
R 171 100
730.5 (96)
to
735.4
R 172 100
735.4 (80)
to
740.4
LEGEND
~ QUARTZ D:ORITE
[j} QUARTZ MONZONITE
lv I I GRANITE
t:s--~'1 DIORITE
CORE RECOVERY S RQD(0/0 )
o zo 40 60 eo 100
ACRES AMERICAN IN COR PO RATED
BEDROCK LOGS
HOLE NO. BH -6 DATE JULY 1980
LOCATION NORTH ABUTM-=EN;...;.T_,__-_W.:..:.A~:I.:..:..A...,_N::.:...A;.:__ ____ _
-r= u.. -::
li: w
0
,....: u.. -z
0
~
Gi
...1 w
0 1605
PERMEABILITY CORE RECOVERY a R.O.D.
0/o
zo 40 60 80
NUMBER OF
JOINTS PER
10FT •
5 JO 15 20 REMARKS
+--+--+--+--+--+--1--TOP OF ROCK----------.. QUARTZ
20
40
60
80
100
120
140
160
180
200
220
240
260
280
340
HIGHL.Y fRACTURED
SHEAR ZONE
SHEAR ZONE
HIGHLY FRACTURED
ALTERED,
WEATHERED Z6NE
HIGHLY FRACTURED a WEATHERED
ALTERED ZONE
ALTERED ZONE
HIGHLY FRACTURED
HIGHLY FRACfURED
HIGHLY FRACTURED
HIGHLY ALTLERED
AND WEATHERED
FRACTURED
AND ALTERED
HIGHLY FR
AND ALTERED
DIORITE
QUARTZ
MONZONITE
GRANO-
DIORITE
QUARTZ
DIORITE
I
l
I t
{
l
l
!
ACRES AMERICAN INCORPORATED
BEDROCK LOGS
HOLE NO. BH-6 DATE JULY 1980
LOCAT,,JN NQRTH ABUTMENT -WATANA
t
Ul
0
360
460
480
520
540
560
580
600
640
660
680
CORE RECOVERY NUMBER OF a R.O.D. JOINTS PER
% 10FT.
20 40 60 80 5 10 15 20 ~T-~~~+-~==~~~---J
l;t-t-t-t-t--1------__j HIGHLY FRAClURED
HIGHLY FRACTURED,
MINERALIZED
SQFT1 MINERAUZED
FRACTURED ZONE
SUCKS
CLAY
CLAY
CLAY , ALTERED
~LICKS
GOUGE
HEALED u.JINTS 1
ALTERED
QUARTZ
DIORITE
GRANITE
ACRES AMERICA.N INCORPORATED
HOLE NO.
LOCATION
-t -z ~
.!: 0
!;i :1:
1-> a. LLI
ILl .J
0 liJ
700
720
-·
740 963.8
740.4
BEDROCK LOGS
BH -6 DATE JULY 1980
NORTH ABUTMENT -WATANA ----~~~~-----------
PERMEABILITY CORE RECOVERY NUMBER OF
li~ a R.a.o. JOINTS PER ()0 cm/s!c. 0/o 10FT •
I0-5 I0-3 10-1 20 40 60 80 5 10 15 20 REMARKS
+ +i • 1'" GO.l!Gr: -
~ : ~~~~ +
~ f+
I~ ft.
If.
END OF HOLE
-
I
I
!--
'
-FRACTURED LOCALLY
t-QUARTZ
.DIORITE I
SUMMARY OF WATER PRESSURE TEST RESULTS
Borehole Number
Location
B.H.-6
Watana
Ground Surface Elevation 1605
Static Water Level 147 feet ~elow Surface
Dip of Hole 60°
Stickup None
DeEth Tested Gauge Duration
From To Pressure of Test
(feet) (feet) (Esi) (min)
33.9 50 16 to 18 10
48.9 65 22 to 24 10
63.9 80 28 to 30 10
78.9 95 35 to 36 10
93.9 110 41 to 44 10
108.9 125 48 to 50 10
123.9 140 54 to 58 10
138.9 155 61 to 62 10
153.9 170 66 to 68 10
168.9 185 76 to 78 10
183.9 200 82 to 84 10
198.9 215 92 to 98 15
Coefficient of
Flow Rate Permeability
(gEm) (em/sec)
1.93 X 10-4
10.8 1.76 X 10-4
6.4 to 8 9.77 X 10 -5
To _4 1.22 X 10
2.4 3.44 X 10-5
2.2 2.97 X 10-s
2.9 3.64 X 10-s
4.4 5.11 X 10 -5
To _5 5.29 X 10
3.7 to 3.8 4.28 X 10 -5
4.3 4.65 X 10-5
4.0 4.02 X 10 .. 5
1.3 1.25 X 10 -5
.. c:;
1. 7 1.54 X 10'"'
To _
5 1.49 X 10
Borehole BH-6 Watana -(Continued)
DeEth Tested Gauge Duration Coefficient of
From To Pressure of Test Flow Rate Pe1rmeability
(feet) (feet) (~si) (min) CsEm) ~em/sec)
213.9 230 98 to 104 10 1. 4 1.22 X 10 -5
To -5 1.18 X 10
228.9 245 108 15 1.75 1.44 X 10 -5
243.9 260 114 25 1.0 7.96 X
,..
10-0
258.9 275 125 25 1 .2 9.00 X 10-6
273.9 290 125 45 1 .. 2 9.00 X 10 -6
288.9 305 130 145 .54 3.94 X 10-s
303.9 320 140 25 4.9 3.40 X 10-s
318.9 335 140 10 6.2 4.31 X 10 -5
333.9 35'J 200 10 10 to 30 5.36· X 10 -5
To
1.61 X 10-4
348.9 365 200 50 .31 to 14.7 1.66 X 10 -6
To _5 7.89 X 10
363.9 380 204 10 15 to 30 7.93 X 10-S
To _4 1.59 X 10
378.9 395 202 10 15 to 30 7.99 X 10 -5
To
1.60 X 10-4
393.9 410 204 10 6.6 3.49 X 10-s
408.9 425 202 10 3.75 2.00 X 10-5
423.9 440 202 10 5.7 3.03 X 10-s
438.9 455 200 15 11 to 30 5.90 X 10-S
To
1.61 X 10-4
453.9 470 200 10 11 to 30 5.90 X 10-5
To
1.61 X 10-4
Borehole BH-6 Watana -(Continued)
De8th Tested Gauge Duration Coefficient of
From To Pressure of Test Flow Rate Permeability
(feet) (feet) Cesi) (min) CsEm) (em/sec)
468.9 485 202 15 11 to 30 5.86 X 10 -5
To _4 1.60 X 10
483.9 500 200 10 11 to 30 5.90 X 10 -5
To _4 1. 61 X 10
498.9 515 202 15 7.8 4.15 X 10-5
513.9 530 204 15 7.5 3.96 X 10-s
528.9 545 195 15 5.2 2.84 X 10-5
543.9 560 205 15 3.8 2.00 X 10 -5
558.9 575 200 15 1.45 7.78 X 10 -6
573~9 590 ·195 10 5.2 2.84 X 10-5
588.9 605 200 15 8.5 4.56 X 10-5
603.9 620 205 10 2.95 1.55 X 10-5
618.9 ti3f; . 203 10 3.35 1.78 X 10 -5
633.9 650 198 20 .. 55 2.97 X 10 -6
ACRES AMERICAN INCORPORATED
CONSULTING ENGINEERS
BUFFALO , NEW YORK
!
-----------~~~-----------------------
R&M CONSULTANTS, INC. .............. • ......... T. •L.AN ... aaa; BWMVD1I!'Oae
ANCHORAGE 1 ALASKA
..
DRILLING REPORT
SUSITNA 1-'riVCRDELECTRIC PRC.JECT
tor ALASKA POWER ALJTHORITV
SITE watana South Abutment JOB NO. P5701.05
HOLE NO. _B_H_-_8 __
SHEET No.__2:.._ OF 19
{ACRES) 052504 (R&M)
CONTRACTOR The Drilling Company STARTED 1:00 P .M. __ 7..;...c/-=2=9;;.___"-_l9 80
------------.FINISHED ____ M. 8/9 19 80
DRILLING
METHOD
LOCATION:
DEPTH
(ft)
SOIL Casing Advancer CASING DIAM. __ .;;.:NW.;;.;....__...;4:;..."--=.I.:..o D=:..:..-o __
ROCK Diamond Core Drilling CORE DIAMo NQ-3 (1. 75")
LATITUDE N62° 49' 11.686
DEPARTURE Wl48° 32' 17.664
ELEVATIONS: DATUM
BEARING 600
INITIAL DIP __ ..:::.6.::..0° ___ _
OTHER DIPS-------
ROCK TYPE DESCRIPTION:
DRILL PLATFORM -------·-
GRDUt~D SURFACE __ l ..... 9_7 __ 6 _f;;;;.;t;;;;.;•~---
ROCK SURFACE 1964 ft o
BOTTOM OF HOLE --=1.;;;.;32;;;..;6~£.....,t..a.... __ _
WATER TABLE 1960 ft o
•;.
LENGTH CORE.
OF RE'C. &t~ (RQO.J
0.0 Overburden 0.0-1.0 Organic materials.
8.0-
13.8
1.0 -8.0
boulders,
sampled.
Brown
grading
Weathered bedrock.
sandy
into
gravel
angular
with silt and
cob!>les. Not
r-----~--------------+------------------------------------,----------~----~-·-
13.8 Porphyritic
Andesite
Pale tan to gray, very fine to fine grained
groundmass with numerous light colored
Run 1 71
13.8 (10)
33.8
phenocrysts. Generally hard to very hard,
friable locally. Slightly to moderately
weathered with iron staining on joint surfaces
and penetrative staining and weakening up to 1 em
immediately adjacent to joints. Less weathering
with depth. Joint spacing very close to close.
Occasional joints healed with carbonate.
13. 8 -28. 8 Core loss 2 0 0' .
13.8 ~ 33.8 Moderately to highly weathered,
friable locally. Penetrative iron staining
throughout.
(13.8 -18.0) Some t'esidual interstitial sand
and silt.
_ Hagen -Rahaim (R a M)
to
18.0
Run 2 91
18.0 (22)
to
23.8
Run 3 94
23.8 (54)
to
28.8
Run 4 100
28.8 (30)
to
33.8
L.~~GED _summary by Feldman, Acomb
APPROVED __________ (R SM)
DATE
APPROVED
DATE
--------(ACRES)
---------(ACRES)
ACRES AMERICAN INCORPORATED ~-----~ ~J~'--------------t
..-aM car.-.....~TANTe INC. CONSULTING ENGINEERS ·---__ ,.,. .............. _ .... \..,,.va••
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING REPORT
SUBITNA HYDROELECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
HOLE N 0. _..;B;.;..;H.;...-..;;..8 __
SHEET NO. 2 OF.l9
SITE Watana South Abutment JOB NO. P5701. OS (ACRES) 052504 (RaM)
DEPTH
(ft)
33.8
49.6
68.0
ROCK TYPE
Diorite
DESCRIPTION:
LE'!GfH Y.t OF COKE. REC.
RUN (RQD)
33. 8 -49. 6 Rock becoming fu<:,re
Slightly to moderately weathered
staining on joint surfaces.
33.8 -38.8 Core loss 0.3'.
competent.
with iron
..
Run 5
33.8
to
38.8
Run 6
38.8
to
43.9
Run 7
43.9
to
45.6
94
(40)
100
(61)
100
,(0)
(48.3 -50.6) Sandy clay material along contact Run 8 73
with underlying diorite. Soft and friable. Core 4.5.6 (0)
loss 1.5 feet. to
49.6
Pale pink to greenish gray, fine to medium Run 9
grained crystalline rock. Non-foliated, 49.6
approximately 20% to 30% mafics. Generally hard to
to very hard, fresh to slightly weathered, ·with 52.5
iron staining on some joint and fracture
surfaces. Carbonate common throughout. Joint
spacing very close to moderately close.
Occasional joints healed with carbonate.
49.6 -65.0 Moderately weathered and altered
with some bleaching. Locally soft, clayey zones.
59.5 -63.6 Dark gray fine grained basalt dike
containing ~elusions of brecciated altered
diorite, and carbonate veins. Core loss'O.l'.
Run 10
52.5
to
56 • .5
Run 11
56.5
to
.59.5
Run 12
59.5
to
63.6
Run 13
63.6
to
68.0
86
(0)
100
(28)
113
(67)
98
(29}
100
(64}
ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS !!.~~~!~~.!!,_!~
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
SUBITNA HVDRDELECTRIC PRD.JECT
for ALASKA PDWER AUTHCRITV
SITE Watana South Abutment JOB NO. P5701. 05
DEPTH
(ft)
68.0
ROCK TYPE
Diorite
(cont'd)
DESCRIPTION:
76.0 Thin altered zone.
77.7 -89.0 Highly fractured.
slickensides.
HOLE NO. BH-8
SHEET NO. 3 OF 19.
(ACRES) 052504 (RaM)
LENG111 XI OF COKE.
RUN
. REC.
( RC30)
Run 14 104
68.0 (100)
to
73.0
Run 15 100
73.0 (43)
to
77.7
Some faint Run 16 103
77.7 (57)
to
80~7
Run 17 100
80.7 (57)
to
84.0
Run 18 100
84.0 (64)
to
89.3
Run 19 100
89.3 (43) 89.3-91.6 Highly fractured, friable locally.
to
91.6
Run 20 96
91.6 (60) 91.6-96.6 Core loss 0.2'.
to
96.6
Run 2 1 100
96.6 (100)
to
101.0
Run 22 100
101.0 (83)
to
106.2
106.2
ACRESAMERICANINCORPOR~ED ~~~~-~~~~~~~·-~~~--~~~~~~
CONSULriNG ENGINEERS ~&M CCII'~TAN"\1"'. INC. .,..,...... ...._ .... Ta •1..••••-•u'-v•v••~
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING REI=IORT
SUSITNA HYDROELECTRIC PAO.JECT
for ALASKA PCI~VER AUTHORITY
HOLE N 0 . .;;;.B;;;;.H -...;8;.._, __
SHEET NO. 4 OF 19
SITE Watana South Abutmefit JOB NO. P5701. OS (ACRES) 052504 (R&M)
~--------,----------~--------------------------------------------~----~~~~
DEPTH
(ft)
106.2
148.0
ROCK TYPE
Diorite
(cont 'd)
DESCRIPTION:
116.1-121.1 Core loss 0.1 1 •
123.0 -124.0 Highly fractured zone.
altered and bleached.
1~9. 0 Faint slickensides.
135.6-140.8 Core loss 0.2'.
Slightly
140 · 0 Rock generally fresh to bottom of hole.
140.8 -142.9 Prominent joint sets
35° to core axis. Core loss 2.1'.
146. 0 Slickensides.
at 25° and
LE~ ~ Of CORE. REC.
RUN (RQD)
Run 23 100
106.2 (100)
to
111.0
Run 24 100
111.0 (92)
to
116.1
Run 25 98
116.1 (98)
to
121.1
Run 26 100
121.1 (94)
to
126.1
Run 27 100
126.1 (100)
to
131.1
Run 28 100
131.1 (96)
to
135.6
Run 29 96
135.6 (88)
to
140.8
IRun ~,u 86
140.8 (43)
to
142.9
tRun 31 100
142.9 (88)
to
~48.0
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS !!.!.':!.~~!~~.!!1.!~:
BUFFALO , NEW YORK ANCHORAGE , Al-ASKA
l------------------.......ot-----------=~·~------------1 DRILLING REPORT
SUOITNA HVDROI!LECTRIC PRC.JECT
for ALASKA POWER AUTHORITY
HOLE NO. BH-B
SHEET NO. 5 0 F ..12_
SITE Watana South Abutment JOB NO. P5701. os (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
148.0 Diorite
(cont'd)
189.2
DESCRIPTION:
157.7-167.5 Core loss 0.6'.
171.9 -173.6 Altered and brecciated
clay and sand filling. Soft and
Calcareous. Core loss 0.6 feet.
185.9 -194.2 Core loss 0.61.
zone with
friable.
l ENGTI1 Xr OF CottE. REC.
RUN (RQD)
!Run 32 100
148.0 (98)
to
152.6
!Run 33 100
152.6 (100)
to
157.7
Run 34 96
157.7 (96)
to
162.7
!Run 35 92
162.7 (63)
to
167.5
!Run 36 100
~67.5 (70)
to
171.9
Run 37 87
171.9 (52)
to
1iZ6.5
Run 38 98
~76.5 (91)
to
181.0
!Run 39 100
~81.0 (100)
to
~85.9
Run 40 91
185.9 (88)
to
~89.2
ACRESAMERICANINCORPOR~ED ~-~~~~~~~~~~~~~~~~
CONSU ,·:rlNG ENGINEERS ••u"M cat..uLTANTe INC. . L.. • ..,,_,_ --••T• ,.., .. .,.,._ e1.1\.v•vaae
BUFFALO , NEW YORK ANCHORAGE ,A~ASKA
DRILLING REPORT
BUBITNA HYDROELECTRIC PRD.IECT HOLE NO. _B_H_-_8 __
SHEET NO. 6 OF.l9 tor ALASKA POWER AUTHCRITV
SITE Watana South Abutment JOB NO. P5701. 05 _(ACRES)__91?-_")4 __ (RaM)
~_,_,_, __ "P""-!..,...-4 -•/. L EM:ffl't cO'tfE.
DEPTH
(ft)
189.2
225.4
ROCK TYPE
Diorite
(cont' d)
OESCRI PTION: OF REC.
RUN (RQD)
!Run 41 94
~89.2 (88)
to
~94.2
!Run 42 100
tl.94.2 {98)
to
199.2
Run 43 100
P-99.2 (100)
to
201.0
Run 44 100
~01.0 (100)
to
206.2
206.2 -211.0, 213.0 Some alteration and minor Run 45 100
sulfide mineralization. ~06.2 (92)
221.2 -225.4 Some hydrothermal
locally fractured and friable.
to
211.0
Run 46 100
211.0 (90)
to
215.1
Run 47 100
215.1 (95)
to
~19.3
~un 48 100
~19.3 (84)
to
~21.2
alteration, ~un 49 102
~21. 2 (98)
to
~25.4
'
ACRESAMERICANINCORPOR~ED ~~~~--~~-.. ~~-~~~~~-~~~~-3
CONSULTING ENGINEERS !!.~!.~ '=l.~T~~.!!,,!~ J
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPDRT
BUBITNA HVDRDELECTAIC PRCI.JECT
for ALASKA POWER AUTHCRITV
HOLE NO. BH-8
SHEET NO. 7 OF.l9
SITE __ w....;;a:..:;t.::a::.na~S:..;.o..:::u..:::th~Ab;;;;;;..;;;;u~tm~e;;.;;n.;..;t;;..._,_ __ _ JOB NO. P5701.05 (ACRES} 052504-(R&M)
DEPTH
(ft)
ROCK TYPE
225.4 Diorite
(cant' d)
270.1
DESCRIPTION:
230.6 -235. 6 Core loss 0. 2' .
' -.,. L ErN'" cafE.
OF REC.
RUN {RQD)
Rtm 50 100
225.4 (100)
to
230.6
Run 51 96
230.6 {96)
to
235.6
238.0 Slightly altered, bleached and somewhat Run 52 100
softer. 235.6 ( 91)
245.6-251.0 Core loss 0.1 1 •
251 • 0 Thin clay seam.
161.5, 270.0 Highly fractured zones.
to
240.9
Run 53
240.9
to
245.6
Run 54
245.6
to
251.0
Run 5!:
251.0
to
255.2
Run 56
255.2
to
260.1
Run 57
260.1
to
265.1
Run 58
265.1
to
270.1
100
{100)
98
(87)
100
(93)
100
(100)
100
(84)
100
(90}
-----------------------------·-----------------~--~~~
~----~--------------------------~~---------------------------------------
ACRES AMEffiCANINCORPOR~ED ~~~~~~-~-~ ~~~~~~~~--~~~
CONSU • '!lNG ENGINEERe "aM cor.-....11!.-TANTe INC. '-\:) ·----teTe .,._,..., ... _ •u\.v•T•••
BUFFALO
1
NEW YORK ANCHORAGE , ALASKA
DRILLING J:IEPDRT
BUSITNA HYDROELECTRIC PRD.IECT
for ALASKA POWER AUTHCRITV
HOLE NO. BH-8
SHEET NO. 8 OF 19
SITE Watana South Abutment JOB NO. P5701. 05 (ACRES) 052504 (RaM)
DEPTH
(ft)
ROCK TYPE
270. 1 Diorite
(cant' d)
308.8
DESCRIPTION:
LENGTH ccaE.
OF REC.
RUN (RQD)
Run 59 100
270.1 (88)
to
275.3
Run 60 100
275.3 (100)
to
280 .. 2
Run 61 100
280. 2 (100)
to
284.4
284.4-287.8 Core loss 0.1'.
Run 62 97
284.4 (94)
to
287.8 -291.0 Mislatc.h
drilling. Core badly
0.8 fee·t.
287.8
of core barrel during Run 63
gr:ound. Core loss 287.8
to
291.0
75
(69)
Run 64 100
291.0 (100)
to
296.1
Run 65 100
296.1 (98)
to
300.8
Run 66 100
300.8 (97)
to
303.7
307.8 -308.8
weathered, soft.
Highly fractured, moderately Run 67 100
303.7 (100)
to
308.8
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
M&M caNrJIULTANT., 1~. CONSUl,TING ENGiNEERS ·----··,.· ........... _ ..... .., ...... ..
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
SUBITNA HYDROELECTRIC PRCI..JECT
for ALASKA POWER AUTHORITY
HOLE NO. BH-8
SHEETNO. 9 OF: 1 9
SITE Watana South Abutme~ JOB NO. P5701. OS (ACRES) 052504 (RSM)
DEPTH
(ft)
1308.8
318.8
340.0
348.4
ROCK TYPE
Diorite
(cont'd)
Granodiorite
Diorite
DESCRIPTION:
LENGTH eO'FtE.
OF REC.
RUN (RQD)
!Run 68 100
308.8 (93)
to
313.2
!Run 69 100
313~2 (100)
to
318.2
Pale green to pink and gray, fine to medium !Run 70
grain.ed crystalline rock. Non-foliated with 318.2
100
(94)
approximately 20% mafics. Hard to very hard, to
fresh and generally competent. Joint spacing 3 21.5
close to moderately close. Occasional carbonate
coating.
324.5 Thin felsic dike.
326.9-330.8 Core loss 0.1 1 •
332.4-332.8 Felsic dike.
iRun 71 100
321.5 (100)
to
326.9
!Run 72 97
326.9 (97)
to
330.8
~un 73 100
330.8 (90)
to
335.8
Run 74
Gray to p:3:;l.e green and pink, fine to medium ~35 . 8
grained cry·stalline rock. Non-foliated with 20% to
100
(93)
to 30% mafics. Hard to very hard, fresh. s40 •1 Generally competent. Minor sulfide mineraliza-
tion. Joint spacing very close to moderately ~un 75
close. Occasional joints he-:1led with calcite. s4 o.l
341. 0 -344. 0 Highly fractured zone.
343.2 -375.5 Localized dikes and veins of gray,
fine grained andesite.
to
B43.2
~tm 76
343~2
Ito
~48.4
100
(58)
100
(92)
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS ~~~ c:::!'~'!'~!!'.!!'"!~
BUFFALO , NEW YORK ANCHORAGE 1 AL.ASKA
DRILLING REPCRT
BUBITNA HVDAD.LECTRIC PAD.JECT
for ALASKA POWER AUTHDRITV
SITE Watana South .Abutment _ JOB NO. P5701. OS
DEPTH
(ft)
ROCK TYPE
348.4 Diorite
(cont'd)
384.0
DESCRIPTION:
364.2-365.5 Core loss 0.1'.
HOLE NO. BH-8
SHEETNO. 10 Qf.l9
(ACRES) 052504 (R&M)
LENGTH cdfiE.
OF REC.
RUN (RQD)
R 77 100
348 .. 4 (71)
to .
351.8
R 78 100
351.8 (100)
to
356.8
R 79 100
356.8 {100)
to
360,9
R 80 100
360.9 (67)
to
364.2
R 81 92
364.2 (92
to
3€5.5
R 82' 100
365.5 (90
to
370.5
R 82 100
370 . .: (90
to
375 . .:
R 84 100
375.: (96)
to
380.4
R 85 100
380.4 (94)
to
384.0
r---------~~·~-r----------------------~
ACRES AMERICAN INCORPORATED ~"'------------1
CONSULTING ENGINEERS JltAM CDr..U..TANT. INC. ·----••T• ..._,..,.,._ •u'i.v• ... a••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
-DRILLING AEPORT
SUBITNA HVDRD.LECTRIC PRC.JECT
for ALASKA POWER AUTHORITY
SITE Watana South Abutment JOB NO. P5701. 05
DEPTH
(ft)
ROCK TYPE OESCRI PTION:
HOLE NO. BH-8
SHEET N0.--11 OF. 19
(ACRES} 032504 {Rt2M)
LE'!GTh XI OF COKE. REC.
RUN (RQD)
384.0 Diorite
(cont'd)
384.0 -386.0 Possible
friable with clay and
joints.
shear zone, soft and R 86
sand infilling along 384.0
102
(46)
406.0
friable.
426.4
408.7 Alteration
Core loss 0.4 feet.
zone, soft, and
to
389.0
R 87 100
389.0 (86)
to
393.4
R 88 100
393.4 .{100)
to
397.7
R 89 100
397.7 (96)
to
402.3
R 90 93
402.3 (45)
to
407.8
R 91 100
407.8 (58)
t.~o
411.9
R 92 100
411.9 (96)
to
417.1
R 93 100
417.1 (90)
to
421.0
R 94 100
421.0 (96)
to
426.4
ACRES AMERICAN INCORPORATED 1-------J ~t1L...----------~
CONSULTING -NGINEERS ~~taM car~TANT• INC. t:. •-flaaaa --••T• ,.._.,.., ... _ a~o~\.vavo••
BUFFALO , NEW YORK ANCHORAGE ,AL.ASKA
DRILLING REPORT
HOLE NO. BH-8
SHEETNO. 12 OF.19.
SUSfrNA HVDADELECTAIC PAC.JECT
for ALASKA PCJWEA AUTHORITY
P5701. OS ::'\CRES) 052504 (RBIM)
~----~------------~--------------------------------------------~-----P~~ LENGTH c~E.
SITE Watana South Abutment JOB NO.
DEPTH
(ft)
426.4
465.4
ROCK TYPE
Diorite
(cont'd)
OF REC.
RUN (RQO)
DESCRIPTION:
430.4 to 436.0 Hit;aly fractured and altered R 95
zone, friable with some chloritized joints. Core 426.4
100
(65)
lo.;;s 0. 7 feet.
( 435.6) Shear zone, rock brecciated
gouge, very soft. Core loss 0.2'.
with clay
to
431.0
R 96
431.0
to
433.6
R 97
433.6
to
436.3
107
(35)
93
(33)
440.0 -443.5 Highly fractured and sheared zone. R 98
Core loss 0.3 feet. 436.3
98
(79)
446.0-451.0 Core loss 0.7 feet.
to
44.1. 0
R 99 94
441.0 (70)
to
446.0
R 100 86
446.0 (90)
to
451.0
R 101 100
451.0 (100)
to
456.2
R 102 100
456.2 (IOOJ
to
461.0
R 103 100
461.0 (100}
to
465.4
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU • ·:riNG t~NGINEERS llllllaM car~TANT• INC. L. ~ c,.._.... .-t. .... ,.. •t..a•••,.. au\.v•~a•a
BUFFALO, NEW YORK ANCHORAGE ,ALASKA
-;
DI=IILI..ING REPORT
BUBITNA HYDROELECTRIC PRD.JECT
for ALASKA POWER AUTHCIRITV
HOLE N 0. _B;;;..;H;;;...-..;;.8 __
SHEET NO. 13 OF. 19
SITE watana south Abutment JOB NO. PS7o1. o~(ACRES) o525o4 (RaM)
~----~----------~~----------------------------
DEPTH
(ft)
ROCK TYPE
465.4 Diorite
(cont 'd)
499.9
OESCRI PTION:
476.6 -476.9 .Altered zone soft, friable.
491.5 -495.0
0.2 feet.
Altered zone, soft, core
LENGTH OF
RUN
R 104
1465 0 4
to
[467 0 2
~ 105
1467.2
to
~70.2
tR 106
~70a2
to
475.4
tR 107
~75.4
to
480.6
1R 108
~80.6
to
481.7
tR 109
481.7
to
485.5
tR 110
485.5
to
490.0
loss IR 111
~90.0
to
~95.0
-._,_
cafE.
REC.
(RQO)
100
(89}
100
(100)
100
(90)
100
(90)
100
(100)
100
{81)
100
(100)
96
(90)
R 112 J.OO
r1;95.0 (100)
to
~99.9
..
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS III&M CCF....._TANTB INC.
• .._....... eeeL. .. I•T• ...... .,,.... •u\.vsva••
ANCHO~AGE ,ALASKA BUFFALO , NEW YORK I
DRILLING REPORT
HOLE NO. BH-8
SHEETNO. 14 OF..ll-
SUBITNA HVDADELECTRIC PRD.IECT
for ALASKA POWER AUTHORITY
SlTE Watana South Abutment JOB NO. P5701. OS JACRES) 052504 (RSM)
DEPTH ROCK TYPE OESCRIP'riON: LEPN'"TH cO'.fE. OF REC.
(ft) ·-------------;-------------------------------------------4~R_U_N~~(R~Q~O~) -,
465.4 Diorite
(cont'd)
546.3
505.2 -520. 6 Altered zone, bleached,
sulfide mineralization.
510.2-515.6 Cor:e loss 0.1'.
(515.6-518.6) Soft and friable.
R 113 100
~99.9 (96)
(to
·sos 0 2
minor tR 114
~05.2
to
510.2
tR 115
510.2
to
515.6
iR 116
515.6
to
520.6
lR 117
520.6
to
525.7
R 118
525.7
to
530.8
iR 119
530.8
to
536.1
iR 120
536.1
to
541.1
iR 121
~41.1
to
S46.3
104
(78)
98
(72)
100
(80)
100
(98)
100
(92)
100
(57)
100
(94)
100
(100)
r ACRESAMERICANINCORPOR~ED ~~~~~~~~J~~;~~--~~~~~~~~~~
CONSULriNG ENGINEERS III&M CCI1.-.J@..TANT., INC.
·-----laTa ............ _ OJUa~o~•v ... .
BUFFALO
1
NEW YORK ANCHORAGE , AI..ASJ<A
DRILLING REPORT
HOLE NO. BH~8
SHEET NO. 15 OF 19
SUBITNA HVDACJELECTRIC PRC.JECT
for ALASKA POWER AUTHQRITV
SITE Watana South Abutment JOS NO. PS701. OS (ACRES) 052S04 {RS!M}
DEPTH
(ft)
R()CK TYPE
546.3 Diorite
(cllat'd)
585.6
DESCRIPTION:
L.E~ ~ OF COKE. REC.
RUN {RQO}
R 122 100
S46.3 (100)
to
SS1.2
551.2 -552.6, 664.0 -556.4 Highly fractured R 123 zones. SS1.2
100
(50)
to
SS2.6
R 124 100
S52.6 (SO)
to
S56.4
R 125 100
556.4 (42)
to
561.2
R 126 100
561.2 (100)
to
566.2
R 127 100
566.2 (89)
to
571.6
571.6 -596.0 Altered zone, sulfide mineraliza-~ 128 100
tion. 571.6 (95)
(580.0 -580.5, 587.6) Highly altered soft
friable with some carbonaceous clay fill~ng. and
to
575.4
lR 129
575 .. 4
to
580.5
1R 130
580.5
to
535.6
'.
100
(100)
100
(96)
\
ACRES AMERICAN INCORPORATED t-----.....J~'-------~---------1
CONSU • ·rtNG ENGIN.Et"."RS III&M carJ.IkJ!..TANTa, INC. 1.. .&:.;, .,........ ...-~ .... ,."' •t..••••-euliifv•vo••
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPORT
HOLE NO. BH-8
SHEET NO. 1 6 OF. 19
BUBITNA HVDRCII!LECTRIC PRD.JEf'...:T
for ALASKA POWER AUTHCRITV
SITE Watana South F.butment JOB NO. P5701. 05 {ACRES) 052504 {RaM)
DEPTH
(ft)
ROCK TYPE
585 .. 6 Diorite
(cont'd)
626.2
DESCRIPTION:
L ENGTf-1 7.t
OF COKE.
REC.
RUN (RQD)
-
R 131 100
585.6 (76)
to
590.7
(592.2) Brecciated zone. Core loss 0.1'. R 132 98
590.7 (77)
to
596.0
R 133 100
596.0 (82)
to
601.0
..
R 134 100
601.0 (80)
to
604.0
R 135 102
604.0 (94)
to
609.0
60~-~ -634.0 Highly fractured zone, with clayey R 136 9~
f Ll1ng along some joints, numerous joints healed 609.0 (50)
with carbonate. Core loss 0.1 1 • to
(619.6, 633.3) Slickensides.
612.4
R 137 100
612.4 (56)
to
617.6
R 1.:~ 100
617 .. ) (56)
to
621.0
R 139 100
621.0 (62)
to
626.2
ACRESAMER!CANINCORPOR~ED ~~~~-~~~~~~~~~~~~~
CONSU ' "'"lNG ENGINEERS III&M CCJf..u!..TANT• If'«:. 1-1 e,.....,.._ ....._ .. ,?'fS .... ,..., ... _ eu\.v•v•••
BUFFALO J NEW YORK ANCHORAGE I AL.ASKA
DRILLING REPDRT
BUBITNA HVDRCJBLECTR'C PRC.JECT
for ALASKA POWER AUTHORITY
HOLE NO. BH-8 .
SHEET NO. 17 OF..12...
SITE. Watana South Abutment JOe NO. P5701. 05 (ACRES) 052504 {RSM)
DEPTH
(ft)
ROCK TYPE
626. 2 Diorite
(cont'd)
669.4
DESCRIPTION:
643.5 -648.8 Medium to coarse
brecciated rock with clay gouge, friable
locally, partially healed with carbonate.
grained
and ~oft
L ENG11-t cclfE.
OF REC.
RUN (RQD)
R 140 100
626.2 (69)
to
628.8
R 141 100
628.8 (75}
to
634.0
R 142 100
634.0 (98)
to
639.3
1R 143 100
639.3 (95)
to
643.5
1R 144 100
~43.5 (94)
to
648.8
[R 145 100
~48.8 (100)
to
~53.8
R 146 100
653.8 ( 1oo> I
to
659.1
~ 1.47 100
659.1 (94)
to
~64.1
R 148 100
664.1 (100)
to
669.4
ACRESAMERICANINCORPOR~ED ~~·~~~~~~~~~~~~~~
CONSU ' 'TING ENGiNEERS II'&M CCf.-u&..TANTa INC. I.. ·-···---··~· ........... _ eu\.veYDRB
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
~-------------~------~~~~------~--------------------------------------~ DRILLING ~EPDRT
BUBITNA HVDPIDELECTRIC PRD.JECT HOLE NO. -BH-8 _
SHEETNO. 18 OF.19 for ALASKA. PDWEA AUTHORITY
SITE Watana South Abutment JOB NO. P5701. OS {ACRES) 052$.94 (RaM)
LE"·-~
DEPTH ROCK TYPE DESCRIPTION: of''" COftE. REC.
(ft) RUN ( RQD)
I 56~9~.~4-r-D-i_o_r-~·t-.a-------+--~-6-9_4 ______ 6_4--------------------------~--~--~~-----l· 49 ·9---4
o . -7 .7 Localized clay filling along~
, (cont'd) joints. Core loss 0.3 feet. 669.4 (91)
713 .. 1
690.2 -693.0 Mislatch of core barrel
drilling, core badly ground. Core loss 0.4
during
feet.
to
674.7
R 150
674.7
to
679.9
R. 151
679.9
to
685.2
tR 152
1685.2
to
690.2
iR 153
690.2
to
693.0
iR 154
~93.0
to
698.0
iR 155
k398.0
to
703.1
R 156
703.1
to
708.5
~ 157
~08.5
to
713.1
100
(94)
100
(98)
100
(100)
86
(86)
100
(74)
100
(73)
100
(74)
100
(100)
---·--------------------------------~--------------------------------------~-
ACRES AMERICAN INCORPORATED ...,__ ___ _.0 ~11..__ __________ --t
CONSULTING ENGINEERS III&M car.-....1!.-TANT• INC. , ' ·----•aTe .......... -... \.vllvallll
A~CHORAGE ,ALASKA BUFFALO , NEW YORK
DRILLING REPORT
HOLE NO. BH-8
SHEETNO. 19 OF..l.9...
BUBITNA HVDADELECTRIC PAD.JECT
for ALASKA PCWER AUTHCAITV
SITE Watana ~outh Abutment JOB NO. P5701. 05 (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
713. 1 Diorite
(cont 'd)
750.5
OESC.RIPTION:
LENGTH ·2r
OF Cot<E.
REC.
RUN (RQD)
713.1 -719.4 Mislatch of core barrel during
drilling, core badly ground, core loss o. 6 feet R 158 90
some carbonaceous clay along joints. 713.1 (59)
to
719.4
719 · 4 -724 · 7 Altered zone, bleached, locally R 159 96
soft and friable, pitted. Core loss 0.2'. 719.4 (79)
.
749.4 Soft, 1:riable zone.
End of Hole
to
724.7
R 160 100
724.7 (98)
to
729.3
R 161 100
729.3 (100)
to
734.3
R 162 10~
734.3 (98)
to
739.3
R 163 104
739o3 (90)
to
744.3 t 164 100
44,3 (80)
to
740,,-J
R 165 100
749.4 (82)
to
750.5
LEGEND
~ ANDESITE
~ DICRirE
CORE RECOVERY a RQO !0/0 }
o 20 40 so ao 100
ACRES AMERICAN IN COR PO RATED
Bt:DROCK LOGS
HOLE NO. BH-8 0!\I'E JULY 1980
LOCATION SOUTH ABUTMENT -WATANA
-...,:
1.1. -
80
100
----:---1
220
PERMEABILITY CORE RECOVERY a.R.a.o.
0/o
20 40 60 80
NUMEER OF
JOINTS PER
10FT;
5 10 IS 20 REMARKS
HIGHLY
WEATHERED
CLAY -SAND --------+
FRACTURED "ZONE
DIKE
ALTERED
FRACTURED
SLICKS
SLICKS
FRIABLE
CLAY
FRACTURED ZONE
FRACTURED ZONE
SOFT1 FRACTURED
DIKt;
DIKE
ANDESITE
DIORITE
ACRES AMERICAN INCORPORATED
9EDROCK LOGS
HOLE NO. BH-8 DATE JULY 1980
LOCATION ___:;S..:;..O_U_T_H_;,__A_B_UT_M...;_. _EN;._T_-_W __ A_T...;_A.......;N~A...;.._ ____ _
:X:
1-
Cl.
1.1.1
0
360
420
440
460
600
620
...,: u.
z
0
fi
Gj
..J
1.1.1
PERMEABILITY NUMBER OF
JOINTS PER
10FT •
5 10 15 20 REMARKS
SHEAR ZONE
SOFT, FRIABLE
ALTERED ZONE
HIGHLY
FRAC'rURED
--1--11--1--1--_. LOCALIZED CLAY
FILLING
LOCALIZED DIKES
ALTERED,
Mll\!ER~LIZED
ALTERED
MINERALIZED
HIGHLY
FRACTURED
DIORITE
ACRES AMERICAN I~JCORPORATED
BEDROCK LOGS
HOLE NO. BH-8 DATE JULY 1980
LOCATION SOUTH ABUTMENT-WATANA
...: u..
1-' u. 0 -~ PERMEABILITY CORE RECOVERY NUMBER OF :r
1-' > (X) em/sec. ~~~~ a R.Q.D. JOINTS PER
0.. I.IJ 0/o 10FT • I.IJ ..J
0 I.IJ to-5 Jo-3 10-20 4Q 60 80 5 10 15 20 REMARKS
z
700_ 7
I ,,
720 I
r-r-·-r-1\.-II I SOFT, FRIABLE 1-
I<
DIORITE
740 1~.
,..
1326 I • SOFT, FRIABLE
END OF HOLE
760
I
SUMMARY OF WATER PRESSURE TEST RESULTS
Borehole Number
Location
B.H. - 8
Watana
GroL:nd Surface Elevation 1976
Static Water Level 15 feet (vertical}
Dip of Hole 60°
Stickup None
DeEth Tested Gauge Duration
From To Pressure of Test
(feet) (feetl (Esi) (min)
31.9 48 20 13
46.9 63 25 20
61.9 78 31 5
76.9 93 38 10
91.9 108 45 15
1C6.9 123 51 20
121.9 138 57 10
136.9 153 64 5
151.9 168 70 9
166.9 183 77 10
181.9 198 84 10
196.9 213 90 10
226.9 243 104 8
241.9 258 110 6
256.9 273 116 5
271~9 288 50 6
286.9 303 50 7
301.9 318 50 6
316.9 :~33 142 5
Flow
Rate
l.s_pm)
4.55
2.1
.34
4.0
6.2
3.2
.8
3.2
6.6
3.0
.38
1.2
3.7
10.3
7.5
7.0
3.85
2.95
7.8
Coefficient of
Permeability
(em/sec)
:2.41 X 10-4
9.36 X 10-5
1.27 X 10-5
1. 26 X 10-4
1.69 X 10-4
7.84 X 10 -5
1.78 X 10 -5
6.40 X 10-5
1.22 X 10-4
5.07 X 10-5
5.92 X 10-6
1.75 X 10-5
4.73 X 10-s
1.25 X 10 -4
8.64 X 10 -5
1.74 X 10-4
9.60 X 10 -5
7.35 X 10 -5
7.42 X 10 -5
Borehole BH-8 Watana -(Continued)
De~th Tested Gauge Duration Flow Coefficient of
From To Pressure of Test Rate Permeability
(feet) (feet) (~si) (min) (~H~m) (em/sec)
331.9 348 149 5 7.3 6.63 X 10 -5
346.9 363 155 6 2.45 2.14x10 -5
361.9 378 162 5 2.75 2.31 X 10 -5
376.9 393 150 35 12.7 1.15 X 10 -4
391.9 408 110 40 10.9 1.32 X 10-4
406.9 423 50 5 1. 7 ,"'" 24 X 10 -5
421.9 438 1~8 6 .4 . . 0-6 2.~1 X 1
436.9 453 195 5 .24 1.68 X 10 -6
451.9 468 200 8 .36 2.46 X 10 -6
466.9 483 200 6 .54 3. 70 X 10 -6
481.9 498 200 7 .54
. -6
3.70 X 10
"' 496.9 513 200 7 .60 4.11 X 10 -o
511.9 528 200 5 .55 3.76 X 10-6
526.9 543 200 5 .96 6.57 X 10 -6
541.9 558 200 6 .85 5.82 X 10 -6
556.9 573 200 6 .76 5.20 X 10 -6
571.9 588 200 7 2.05 1.40 X 10 -5
586.9 603 200 6 .85 5.82 X 10 -6
601.9 618 200 7 2.8 1.92 X 10 -5
616.9 633 200 6 .75 5.13 X 10
r--o
631.9 648 200 6 .82 5.61 X 10 -6
646.9 663 225 8 1.60 9.77 X 10 -6
661.9 678 200 6 .80 5.47 :· 10 -6
669.9 671 200 7 1 . 1 7.53 X 10-6
691.9 708 200 6 1.08 7.39 X 10-G
706.9 723 200 6 1.2 8.21 X 10-6
721.9 738 200 12 1 . 0 6.84 X 10-6
APFENDIX B-2
DEVIL CANYON REPORTS
ACRES AMERICAN INCORPORATED ~~
R&M CCNSULTANTB, INC. A~~[~ CONSULTING ENGINEERS •--•~••• •••e.a•••T• a._A~-·--'-'•v• •a••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
·. .. _
'
DRILLING REPCRT
SUSITNA HVCRCELECTRIC PRC.JECT HOLE NO. BH-l
ALASKA 'POWER AUTHORITY . SHEET NO. 1 OF...£Q.. for
SITE DEVIL CANYON NGRTH ABUTMENT JOB NO. P5701L05 (ACRES) 052504 (R&M)
CONTRACTOR THE DRILLING COMPANY STARTED 12:00 P.M. AUG. 23 1980
. FINISHED M . AUG. 31 ISSO
DRILLING SOIL Casing Advancer CASING DIAM. H!R-{ 3. 5" .~ D · 2
DIAMOND CCRE DRILL NQ -. (1.875") l CORE DIAM. -.:> METHOD ROCK -
LOCATION: LATITUDE N 62° 49 1 11. 4 27 ELEVATIONS: DATUM
DEPARTURE w 149° 18' 24.797 DRILL PLATFORM '
BEARING 225° GROUND SURFACE 1415 ft.
INITIAL DIP 67° ROCK SURFACE l4Q4-.l ft.
OTHER DIPS BOTTOM OF HOLE 724 .. 4 ft I
WATER TABLE 1223 ft. -fll-?.J-RO)
LENGT'rl o/o
CORE. DEPTH ROCK TYPE DESCRIPTION: OF REC.
(ft) RUN (RQOJ
0.0 Overburden Sandy ~ravel with some silt and scattered
cobbles. Not sampled.
11.8 Phyllitt:\ Gray-brown Run 1 85 with intercalated quartz stringers 11.8 (20) forming 30% of rock. Foliation regular to to swirling at 60° to 90° to core axis. Moderately 15.8 hard to hard; slightly to moderately weathered.
fractured and friable throughout. Becomes less Run 2 100 weathered with depth. Limonite staining and 15.8 (88) minor clay or sand along discontinuities. to
12.8 -14.8 Hig~ly fractured. Core loss 0. 6' . 20.8
1~.5-18.3 Highly fractured. Rtm 3 85
20.8 (59)
20.8 Argillite Medium to dark fine to medium to gray gray, very
grained. Laminae oriented approximately 30° to 26.2
core axis. Contorted quartz stringers and
irregular bedding throughout. Generally hard to Run 4 86
26.2 (82) soft and friable locally. Fresh to slightly
weathered along joints and fractures with to
limonite staining and occasional clay 31.3 cormnon
filling. liinor sulfide mineralization anc
carbonate throughout. Joint spacing close to
very close.
R. RAHAIM -J HAGAN (RSM) APPROVED (R 8M)
LOGGED SUMMARY -B. HOLM DATE -BY APPROVED . :;; ~ES)
(ACRES) DATE
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~
E EER _..&M COP-1!.-TANT. INC. CONSULTING NG1N S ·----··,.• ....... --au\ovsvn••
BUFFALO, NEW YORK ANCHORAGE ,ALASKA
DRILLING REPORT
SUBITNA HVDRDELECTRIC PRO.JECT HOLE NO. BH-1 ., I
tor ALASKA PCWER AUTHORITY SHEETNO. 2 OF 20
sJTE nEvrL cANYoN N. ABUTMENT JoB No. Ps1o1.os AACRES) os25o4 (RaM) --LENGTH 7~ OF COKE. REC.
RUN CRQO)
DESCRIPTION: ROCK TYPE DEPTH
(ft) ~--~~--------------~-------~--------------------------------------~----~--~
31.3
49.0
68.9
Argillite
(cont 'd) R 5
(21.8 -22.3) Quartz-carbonate-pyrite mineral-31 •3
ization with bleaching from weathering. to
20.8-31.3 Core loss 1.5'. 92
(68)
(25.0, 26.4 -26.6) Soft zones.
31.3 -35.0 Slightly fissile. Core loss 0. 3' .
35.0
R 6
35.0
t!
40.0
100
(86)
R 7 100
40.0 (90)
to
45.0
R 8 100
45.0 (88)
to
49.0
Meta-Argillite Dark gray pelitic rock with occasional bluish R 9
gray laminae. Sheen along irregular fracture 4 9 · 0
surfaces. Very fine to ·-ine grained. Laminae to
oriented at approximately 0° to 30° to core axis. 53.2
Modl..!rately hard to very hard. Well indurated
with slight fissility locally. Fresh to slightly R 10
weathered with limonite staining on joints 53.2
100
(69)
common. Elongated quartz grains scattered to
throughout. Euhedral pyrite commonly associated 58.3
with bluish zones. Some open voids from leached
sulfides. Joint spacing very close to moderately R 11
close, with occassional chlorite or clay filling. 58.3
Numerous old fractures rehealed by quartz to
throughout. 63.5
98
(92)
100
(86)
49.0 -84.0 Quartz, irregular veins and cement R 12 50
along old parting·s, 4% to 12% of rock. 63.5 (0)
.
63 · 5 -68.9 Highly frac;tured. Cor f.! loss 1. 1' •
to
64.5
68.1 -69.2 Quartz vein with sulfides and some R. 13
voids from sulfide leaching. 64.5
to
68.9
86
(66)
ACRES AMERICAN INCORPORATED t-------'~r:-1----------·--
CONSU ' '11NG ENGINEERS JQ&M CC~TANT8 INC. '-·----tnTa ..... ,.. ... _ .... \ovava••
BUFFALO , NEW YORK ANCHORAGE , Al-ASKA
DRILLING AEPDRT
BUBITNA HVDAD&LECTRIC PRD.IECT
tor ALASKA J:IOWER AUTHORITY
HOLE NO. BH-1
SHEETNO. 3 OF~
SITE DEVIL CANYON N. ABUTMENT JOB NO. P570l.OS (ACRES) 052504 (~&eM)
DEPTH
(ft)
68.9
105.0
ROCK TYPE
Meta-argillite
(cont 1 d)
~
OESCRI PTION:
79.0 -109.1 Highly fractured and sheared zone.
Po~r core recovery with core loss of 4. 6 feet.
S1:ghtly to highly weathered throughout, residual
S.tr~l locally.
LENGn1 Y.! OF COKE. REC.
RUN (RQD)
R 14
68.9
to
72.3
100
(88)
R 15 100
72.3 (92)
to
77 .. 2
R 16
77.2
to
80.7
94
(83)
R 17 94
80.7 (48)
to
84.0
84.0 -l' '1 .5 Quartz stringers and veins forming R 18 8 7
40% to 60'· of rock. Numerous small cavities. 84 • 0 (70)
.
to
90.0
R 19
90.0
to
94.4
R 20
94.4
to
97 8
R 21 I 97.8
to {
101.5
91
(SO)
88
(29)
54
(0)
R 22 71
101.5 (23)
to
105.0
.. ACRESAMERICANJNCORPOR~ED ~~~~~~~~~~~~~~~~~
M&M cc:::lf~~TANT. INC. CONSULTING ENGINEERS • •• •••• --··n ......... -•u"'vno ..
BUFFALO : NEW YORK ANCHORAGE ,ALASKA
~D-~-I~L-L_I_N_G~R~E~P-D_R __ T------~-----------------~--------~
SUSITNA HVtJI=IDI!LECTRIC PAD.IECT
tor ALASKA PCWER AUTHORITY
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701 .. 05
DEPTH ROCK TYPE DESCRIPTION:
HOLE NO. BH-1
SHEETNO. 4 OF. 20
{ACRES) 052504 (R&M)
LENGTh Off C E. OF REC.
~(f~t~)~----------------------+--------------..--------------------------------------------,~. -----------+--~~~--~ RUN {RQ01
-
105.0 Argillite
1!~4. 3 l
Medium to da1.k gray, very fine to fine grained
laminae oriented approximately 0° to 20° to core
axis. Contorted quartz stringers and irregular
bedding throughout. Generally hard; ~oft and
friable locally. Fresh to slightly weathered,
with limonite staining on joint and fracture
surfaces. Minor sulfide mineralization
throughout. Joint spacing very close to
moderately close.
109.1-265.6 Sulfides 3% to 8% of ro~k.
R 23
10~.0
to
109.1
R 24
109.1
to
112.5
R 25
112 .. 5
109.1 -175.0 Most joints at 60° to core axis. to
Limonite common along joints. Numerous drilling 117.6
breaks.
112.5-117.6 Core loss 0.7'.
114.0 -114.8 Quartz vein.
117.6-118.6 Vertical quartz inclusion.
120.9 -129.0 Clay filling in joints.
gouge).
(Possible
R 26
117.6
to
140.9
R 27
120.9
to
125.0
!
95
(32)
100
(85~
86
(80)
100
(79)
100
(73)
R 28 87
125.0 • 129. 0 Joints and fractures open to 125.0 ( 63)
0.05' within run. Core loss 0.5'. to
129.0
129.0-148.D Joint spacing very close to close. ~ 29 100
129.0 (94H
to
134.0
'
R 30 100
134.0 (90)
to
139.2
R 31 100
139.2 (90)
~
to
144.3
ACRES AMERICANINCORPOR~ED ~-~~~~~~~~~~~~~~~--·~
CONSU ,.,.JNG ENGINEERS "aM car.-•:rANT• INC. L..l • •"• •••• --••T• •1.aoooo-au\.v•va••
BUFFALO , NEW YORK ANCHORAGE , AL..ASKA
DR!LLit~G r:IEPDRT
HOLE NO. BH-l
SHEETNO. 5 OF...l.Q..
8U81TNA HVDRDBLECTRIC PRD.JECT I for ALASKA POWER AUTHORITY
~SITE DEVIL CANYON N. ABUTMENT JO 8 NO. P 5701. OS
DEPTH ROCK TYPE DESCRIPTION:
{ACRES) 052504 (RSlM)
LENGTh ~
OF COKE.
REC.
RUN (RQD) (ft)
144.3 Argillite
186.3
(144.3 -148.3) Core loss 0.4'. R 32 89
144.3 (81)
to
148.0 -166.3 Joint
moderately close.
148.0
R 33
spacing very close to 148c0
to
153.2
R 34
153.2
to
156.2
R 35
(156.2-161.~) Core loss 0.2'. 156.2
to
161.5
R 36
161.5
to
166,3
R 37
166.3
2:0
171.5
175 0 -276 1 Nume..· ;,., . f t d R 38 • · • ""t,!,hlS • rae ures cement~_ with 171 _ 5 calcite, minor chlorite. Core frequently broken t
along these surfaces by drilling. I ,.o r76.3
R 39
176.3
,. to
1181.4
R 40
181.4
to
186.3
100
(92}
100
(83)
96
(89)
100
(100)
l.OG
(iDO)
100 '
(100)
100
(100)
100
(100)
............, _ _.._ ___ . _ _,..L. __ ·i.~,.; .. _.,,.....o --':!-.·' ------------------...k.--L_.J
-------------------------------------------------·-------------------------ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~~~~~
lllAM CDf~TANT8 INC. CONSULTING ENGINEERS
BUFFALO , NEW YORK
DRILLIND I=IEPOAT
.... -••• .._.... .. ,.,.. ..._A•••-•u\.v•""o••
ANCHORAGE ,ALASKA
.UBITNA HVDI=IDBLECTRIC PRD..JECT HOLE NO. BH-1
SHEETNO. 6 Qf.20 tor ALASKA POWER AUTHORITY
P5701. QL_(ACRES) 052504 {RfiM)
~--~~~------------~----------·--------------------~----~--~,~--~--·~~~·· . LE~JGTH cOifE.
SITE DEV!I,. CAL"'lYON N. ABUTMENT _ JOB NO.
DEPTH
(ft)
ROCK TYPE
186.3 Argillite
(cont 'd)
OESCRI PTION r
.
220 · 0 -221.2 Joints oriented parallel to
axis, with clay gouge.
OF REC.
RUN (RQO)•
R 41 100
186.3 (94~
to
191.5
R 42 100
191.5 (100)
to
196.4
R 43 100
196.4 (100)
to
201.5
R 44 100
201.5, (100)
to
204.9
R 45 98
204.9 (98)
to
209 .. 9
R 46 100
209~. 9 (100) l to
!:1:~9
100
}2l.4. 9 (90) ~
tb
220.0
cot'e R 4a 100
·r220.Q (76)
to
1225.1]
I\ 49 100
225.1 (100)
to
230.0
~23_0_.0~--------~-----------------------·--------·····ll I
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU 1 ·:riNG ENGINEERS "aM CC~TANT• INC. '-•-••-••• _ ... _,.,.. .. .... ,...,._ au\.v .... a•o.
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPORT
SU.ITNA HVDADELECTRIC PRQ.JECT
for ALASKA PDWEA AUTHORITY
HOLE NO. BH-1 ____
SHC:ETNO. 7 OF~
SITE DE"JIL CANYON N. ABUTMENT JOB NO. P5701. 05 (ACRES} 052504 (RSM)
DEPTH
(ft)
ROCK TYPE
230.0 Argillite
(cont f d)
265.6
DESCRIPTION:
240.1 -241.0. Minor clay along pa~tings within
run.
241. 8 Ct:>re is fresh below this poln\...
260.5-276.1 Joint spacing very close to close.
LE~ ~ OF COHE. REC.
RUN ( RQO)
R 50 100
230.0 {100)
to
235.0
R 51 100
235.0 (98)
to
240.1
R 52 100
240.1 (94)
to
241.8
R 53 100
241.8 . (100)
to
246.9
R 54 100
246.9 (100)
to
251.5
R 55 100
251.5 (91)
to
255.9
R 56 100
255.,9 (100)
to
260.5
R 57 100
260.5 (100}
to
262.5
R.58 100
262.5 (87)
to
265.6
-
~~--------~----------------~--------~.---L~
ACRES AMERICANINCORPOR~ED ~~~~-~~~~~~~~~~~~
.--aM CCIP..u!.TANT., INC. CONSULTING ENGINEERS ••• •••• --··u ............ _ •uliJvno ..
ANCHORAGE ,ALASKA BUFFALO , NEW YORK
DRILLING REPORT
.U.ITNA HVDADI!LE!:TRIC PRCI.JECT
ror ALASKA POWER AUTHCRITV
HOLE N 0 . ._...;;;;B..;;.;H....;-1;;;..__
SHEET NO. 8 OF..1.Q..
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701. vS (ACRES) 052504 (R&M)
j....--~-----,. LENGTH XI
e Tl N OF COKE. DEPTH ROCK TYPE O~SCRIP 0 : REC.
RUN {RQD) (ft&,,~----------~--------------~------------------------~'----T---1
265.6 Argillite
(cont'd)
(270.3-274.2) Core loss 0.8'.
~----~--------~----r------·------------------------------------------~----·r----1
276.2 Lithic
Graywacke
298.9
296.5 Meta Argillite
Dark gray to black; fine to medium grained with
crystalline like texture. 3% to 7% gr~en
carbonate crystals, quartz rich. Fresh to
moderately weathered hard to very hard. Joint
spacing very close to moderately close.
... ·. 1 -280.3 Slickensided partings.
285.2 -286.6 Core loss 0.2'.
285.3 0.1' layer of clay gouge.
Medium to dark gray, mottled bluish-gray locally.
Fine grained; moderately hard to very hard, fresh
and competent. Minor sulfide mineralization.
Carbonates common. Joint spacing very close to
moderately close. Numerous healed joints
throughout.
~------------e-------=--------~~---------------'~--------------~"---,
' ~·£:l ACRES AMERICAN INCORPORATED --·---..-~--= .... '..-.~
"'&M CCJII:.-uL.TAN,TR INC. CONSULTING ENGINEERS ·--··• --··T· ........ ~c:-... t. ..... o••
BUFFALO , NEW YORK ANCHORAGE , A!-ASKA
DRILLING REPORT
auaiTNJ~ HVDI=ICIELECTRIC PRO.IECT
for ALASKA I=IDWiiR AUTHORITY
HOLE N 0. ___,;;;;;B.=H -..... 1---._
SHEETNO. 9 OF~ I
SITE DEVIL ~N N. ABUT1-1EN~r JOB NO. P5701.05 (ACRES) .... 052504 {RSsM)
DEPTH
(ft)
ROCK TYPE
298.0 Meta-argillite
(cont'd)
329.0 GraTwacke
334.7
(Breccia-
Conglomerate)
OESCRIPT~ON:
296.0 o 298.9 Shear zone, highly fractured,
weathered and slic~ensided. Core loss 0. 6'
305.0-311.0 Core loss 0.3'.
306.1 -311.0 Joint spacing very close.
320.0-325.0 Core lo3s 0.3'.
Medium to dark gray clayey matrix containing
coarse, angular and sub-rounded clasts of quartz,
phyllite, argillite, and other rock types ranging
in size from 0.01' to 0.1' and constituting SO%
to 60% of rock mass. Well indurated, hard to
very hard, competent, fresh. Contains thin
layers (1 to 2 feet thick) of Argillite loc~lly.
Joint spacing very close to moderately close.
Chlorite and carbonate coating on joints co~oon.
Occasional healed joints.
-Y.. l E~ I" COKE.
OF REC.
RUN (RQO)
R 68 100
298.0 (85)
to
303.0
R 69 100
303.0 (90)
to
305.0
R 70 82
305.0 (68)
to
306.1
R 71 98
306.1 (71)
to
311.0
R 72 100
311.0 (85)
to
315.7
¥
R 73 100
315.7 (100)
to
320.0
R 74 94
320.0 (92)
to
325.0
R. 75 100
·325. 0 (85)
to
329.7
R 76 100
329.7 (80)
to
334.7
ACRES AMERlCAN INCORPORATED t-----__.S2-...L·..:~~:.-~ -
CONSU ' .,.IN.G ENGINEERS Jlt&M ~TAN'V'• INC. A~~I~ &..1 ••• •• • --••T• -..a•••-• .,.\.vavc;Aa
BUFFALO , NEW YORK ANCHORAGE , ALASKA
~;=====~--------~~~------L-------------------~------· '··------~ DRILLING REPORT
BL~SITNA HVDADELECTRIC PRD.JECT
for ALASKA PCIWEA AUT'HCRITV
SITE. DEVIL CANYON N. ABUTMENT JOB NO. P5701. 05
DEPTH
(ft)
ROCK TYPE
334.7 Graywacke
(cont'd)
369.3
DESCRIPTION:
343.0 Joint with clay gouge.
HOLE NO. BH-1
'5HEETNO. 10 OF. 20
(ACRES) 052504 (R &M)
LENGTH c~
OF REC.·
RUN {RQO)
R 77 100
334.7 (88)
to
339.8
R 78 100
339.8 {96)
to
345.0
R 79 (100)
345.0 (94)
to
349.7
R 80 100
34g. 7 (100)
to
355.0
R 81 100
355.0 (100}
to
359.6
R 82 100
359.6 (100)
to
361.3
R 83 100
361.3 (100)
to
363.4 .
R 84 100
363.4 (.100)
to
364.4
R 85 100
364.4 (98)
to
369.3
1
ACRES AM[R~CAN INCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU ''11NG ENG'NEERS III&M caf-..&.TANT. INC. '-I •-rs•••• --••T• .._ ........ -•u\.v•va••
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING REPORT
BUBITNA HV~RC.LECTRIC PRC.JECT
for ALASKA PCWEA ALJTHCRITV
HOLE NO. _B_H-_l __ _
SHEETNO. 11 OF.l.Q..
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701. 05 (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
369.3 Graywacke
(cont'd)
DESCRIPTION:
,
373.3 to 373.6 Shear zone with clay gouge.
378. 7 Clay filled joint.
381.5 -401.5 Numerous healed joints broken by
drilling.
386.5 -391.4 Core loss 0.2'.
406.0 -424.0 Joint spacing very close to close.
..... -~ LErNI" COKE.
Or REC.
RUN {RQD}
R 86 100
1369.3 (93)
to
373.6
R 87 100
373.6 (100)
to
378.6
R 88 100
378.6 {86)
to
381.5
R El9 100
381.5 (100}!
to
386.5
R 90 95
386.5 (94)
to
391.4
R 91 100
391.4 {98)
to
396.5
R 92 100
396.5 (90)
to
401.5
R 93 100
401.5 {96)
to
406.6
R 94 100
406.6 (82)
to
411.5
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU 1 '11NG ENGINEER~ •aM car-..&TANT8 INC. &.. ""' ••• ...... --laTa •&.&MMa-au\.vaY•aa
BUFFALO , NEW YORK ANCHORAGE ,AlASKA
DAILLING REPCRT
HOLE NO. BH-1
SHEETNO. 12 OF~
8UBITNA HVDAD.LECTAIC PRCI.JE.CT
for ALASKA PDWEA AUTHORITY
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05 (ACRES) 052504 (REJM)
DEPTH
(ft)
411.5
45! ... 7
ROCK TYPE
Graywacke
(cont'd)
DESCRIPTION:
413.3-415.3
423 . 9 -424. 1
clay gouge.
lENGTH cdfE.
OF REC.
RUN {RQD)
Highly fractured zone. R 95 100
411.5 (68)
to
415.3
R 96 100
415.3 (80)
to
420.3
Highly fractured zone, trace of R 97 100
420.3 (76)
\
to
424.1
R 98 100
424 .l (96)
to
429.3
R 99 100
429.3 (100)
to
4:34.3
R 100 100
434.3 (98)
to
439.4
R 101 100
439.4 (98)
to
444.4
R 102 100
44.,k.4 (100)
to
449 .. 5
R 103 100
44". 5 (100)
to
454.7
1
ACRES AMERICAN INCORPORATED t------J~L---------------ft
CONSU • ·riNG ENt::1,NEE.RS III&M car.-...;r .. ~.NT•. tNC. I. .., ... -..•••• --••T• •I.&N•It•-aulllw•vo••
BUF.FALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPDRT
•usiTNA HYDROELECTRIC PRD.JECT
for ALASKA PCWER AUTHORITY
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701. OS
DEPTH
(ft)
ROCK TYPE
454.7 Graywacke
(cont'd)
OESCRI PTION:
488.8-491.5 Core loss 0.1'.
HOLE NO. BH-1
SHEET NO. 13 OF _1Q_
(ACRES) 052504 (R&M)
LENGTH cdfE.
OF REC.
RUN (RQD}
R 104 100
454.7 (100
, to
459.8
R 105 100
459.8 (100)
to
463.8
R 106 100
463.8 (100)'
to
468.6
R 107 100
468.6 (100)
to
473.1
R 108 100
473.1 (100)
to
475.4
R 109 100
475.4 (82)
to
480.5
R 110 100
480.5 (100)
to
485.5
R 111 100
485.5 (85)
to
'488 .8
R 112 96
488.8 (70)
to
I 491.5
491.5 --~-----L------------~----~----~
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU ' "'"lNG ENGIN" EERS •aM CCf.-.JI!..TANT• INC. I..J •ra• ll••• _,__, • .,. •o.A•••-•u\ovav•••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
~~=~~~~~~~~~~~~------~---------------------------------~·,--~ DI=IILLINGI I=IEPCAT
8U.ITNA HVDI=ICELECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701. OS
DEPTH
(ft)
ROCK TYPE
491.5 Graywacke
(cont'd)
OESCRI PTION:
530.4-534.0 Core loss 0.2'.
HOLE NO. BH-l
SHEET NO. 14 OF 20
(ACRES) 052504 (RS&M)
LE~ Y.t OF COKE. REC.
RUN (RQD)
R 113 100
491.5 (92)
to
496.7
R 114 100
496.7 (93)
to
501.2
R 115 100
501.2 (100)
to
506.5
R 116 100
506.5 (100)
to
511.5
R 117 100
511.5 (97)
to
514.8
R 118 100
514.8 (96)
to
519.9
R 119 100
519 .. 9 (94)
to
525.1
R 120 100
525.1 (100)
to
530.4
R 121 94
(533.5) Joint with carbonate and clay gouge.
530~4 (89)
to
534.0
ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~~~~~~
CONSU ,.:TING E. NGINEERS III&M CCINIA.LTANTil INC. J... •• • •••• --llaTa ........... _ .... ,. .... .,. •••
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPORT
SUBITNA ttVDRCI!LECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
HOLE N 0. _B:;:.H::-.-.:.1 __
SHEETNO. 15_QF 20
SITE DEVIL CANYON N. ABUTMENT JO 8 f\0. p 57 01. OS (ACRES) 052504 . (R&M)
DEPTH
(ft)
ROCK TYPE
534.0 Gra~vacke
(cont'd)
579.9
DESCRIPTION:
540 -750.2 Generally hard, fresh, competent.
L.ENGTJ-i cclfE.
OF REC.
RUN (RQO)
R 122 100
534.0 ( 98)
to
539 .. 0
R 123 100
539.0 (89)
to
544.3
R 124 100
544.3 (100}
to
549.5
R 125 100
549.5 (100)
to
554.5
R 126 100
554.5 (90)
to
559.7
R 127 100
559.7 (100)
to
564.8
R 128 100
564.8 (100)
to
569.7
R 12S 100
569.7 (100)
to
575.1
R 130 100
575. ·,, (92)
to
579.9
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS JI!&M CCir.-u!.TANT. INC.
••• 1 •••• --•aTa .... aooooa-au\,wltva••
BUFFALO , NEW YORK ANCHORAGE ,A~ASKA
DRILLING REPORT
8U.ITNA HVDRD.LECTRIC PRC.JECT
for ALASKA POWER AUTHORITY
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05
DEPTH
(ft)
ROCK TYPE
579.9 Graywacke
(cont'd)
619.8
DESCRIPTION:
598.7-599.1 Core shattered.
HOLE NO. BH-1
SHEET NO. 16 OF. 20
(ACRES) 05250'! (R&M)
LENGTH cdfE.
OF REC.
RUN (RQD)
R 1.31 100
579.9 (lOO)
to
585.1
R 132 100
585.1 (100)
to
590.1
R 133 100
590.1 (100)
to
595.1
R 134 100
595.1 (100)
to
599.1
R 135 100
599.1 (98)
to
604.2
R 136 100
604.2 (100)
to
609.1
R 137 100
609.1 (100)
to
610.5
R 138 100
610.5 {100)
to
614.8
R 139 100
614.8 (100)
to
619.8
-ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~~~~~~
CONsu l TJNG ENGINEERS JII&M CCf..u!.TANT. INC. "-' •-r e••• -.-••.,.• ...... ,.._ • .,.\..., ...... ,..
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DAILLING a:IEPDRT
SUBITNA HVDRDELECT~IC PRC.JECT
for ALASKA POWER AUTHCAITV
HOLE NO . ...-B...;;..;H-:-1=----
SHEET NO. 17 0 F. 2 0
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05 (ACRES)
DEPTH
(ft)
ROCK TYPE
619.8 Graywacke
(cont'd)
660.4
DESCRIPTION:
(621.6-621.7) Core shattered.
052501.._ (RSM) -.,. LErw 1 r1 cafE.
OF REC.
RUN (RQO)
R 140 100
619.8 (95)
to
621.7
R 141 100
621.7 (98)
to
626.8
R 142 100
626.8 (100)
to
631 .. 7
R 143 100
631.7 (100)
to
636.7
R 144 100
636.7 (100)
to
641.6
R 145 100
641.6 {100)
to
645.2
R 146 100
645.2 (100)
to
650.0
R 147 100
650.0 (100)
to
655.2
R 148 100
655./. (96)
to
660. '!
ACRES AMERICAN INCORPORATED t---~--J~
CONSULrl. NG ENGINEERS III&M --ccc......calftL••III. ... ILI!..TANTa INC. • •• •••••• --••T• •'-••••-•u\.vavaaa ,
BUFFALO , NEW YORK ANCHORAGE ,A~ASKA
DRILLING REPORT
BU.ITNA HVDACBLECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
HOLE NO.
SHEET NO.
BH-1 --18 OF. 2G
SITE DEVIL CANYON N. ABUTMENT ~o B NO. p 57 o1 • OS (ACRES) 052504 (RBIM)
DEPTH
(ft)
ROCK TYPE
660.4 Graywacke
(cont'd)
705.7
DESCRIPTION:
683.9 -690.0 Core loss 0. 7' .
LE ... -~M:il,
OF
RUN
R 149
660.4
to
665.6
R 150
665.6
to
670.8
R 151
670.8
to
675.8
R 152
675.8
to
680.5
R 153
680o5
to
683.9
R 154
683.9
to
690.0
R 155
690.0
to
695.2
R 156
695.2
to
700.5
R 157
700.5
to
705.7
WJL, cafE.
REC.
(RQD)
100
(96)
100
(96)
100
(100)
100
(96)
100
(74)
88
(82)
100
(100)
100
(98)
100
(98)
ACRESAMERICANINCORPOR~ED~~~~~~~~~~~~~~~~~
CONSU 1 ""lNG ENGIN. EERS III&M ccr•I!.TANT• INC. &...J ·-a --1111'11 "''-AOOOOII-...... VIIYCiall
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING I=IEPORT
i'IU.ITNA HVDJ:ICII!LECTRIC PRD.JECT
for ALASKA PCWER AUTHCIAITV
HOLE NO. _B_H_-_, --
SHEET NO. 19 · OF...l.Q..
SITE DEVIL CANYON N. ABUT~NT JOB NO. P5701. 05 {ACRES) 052504 (RSM)
DEPTH
. (ft)
ROCK TYPE
705.7 Graywacke
(cont'd)
745.7
DESCRIPTION:
727.1 Joint with clay coating.
731.8-732.5 Highly fractured zone.
733.0 Joint with clay gouge.
737.4 Joint with \" clay gouge.
lENGTH ·~
OF COKE.
REC •
RUN (RQD)
R 158 100
705.7 (100)
to
710.6
R 159 100
710.6 (100)
to
715.7
R 160 100
715.7 (98)
to
721.0
R 161 100
721.0 (100)
to
725.4
R 162 100
725.4 (95)
to
727.4
R 163 100
727.4 (91)
to
731 .. 8
R 164 100
731.8 \85)
to
737.1
R 165 100
737.1 (91)
to
741.5
R 166 100
741.5 (98)
to
745.7
~------------------------------~-----------------------------------
l ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
A~~f n CONSULTING ENGINEERS !!.~~.~!~~.!! .. ~~
~ I BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
~-il ~--_..
DRILLING REPORT
BUBITN•' HVDa:IDELECTRIC PAD.JECT
for AI.ASKA PDWER AUTHD~ITV
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05
DEPTH ROCK TYPE DESCRIPTION:
(ft)
745.7 Graywacke
(cont'd)
750.2 End of Hole
HOLE NO. _B_H_-_l __
SHEETNO. 20 OF~
(ACRES) 052504 (R&M)
L.ENGTH •f.
cafE. OF REC. RUN {RQO)
-
R 167 100
745.7 {87)
to
750.2
~--~----,----~----------------------------~--~_j
LEGEND
~ PHYLLITE
~ ARGILLITE
{8 GRAYWACKE
CORE RECOVERY S R Q D (0/0 )
ACRES AMERICAN IN COR PO RATED
BEDROCK LOGS
HOLE NO.__::B:..:H..:----=-1 _________ DATE AUG 1980
LOCATION --=D:.::E:...;V...:..::IL=--....;;.C,;_A..:....;N_Y~O.;..;.N _________ _
-~
~ -~ z
~ 0
:X: fi s: > lo.l
lo.l .J
Q w
PERMEABILITY
(X) cm/s~.
10-5 I0-3 to-1
NUMBER 01"'
JOINTS PER
10FT •
5 10 15 20 REMARKS
;:::;::f;~~=flt·-+--1--t-t-+-TOP OF ROCK -------,
40
60
80
100
140
160
180
320
340
HIGHLY FRACTURED
HIGHLY FRACTURED
QUARTZ VEIN tk
STRINGERS
QUARTZ VEIN
GOUGE
HIGHLY FRACTURED
a SHEARED
PHYLLITE
ARGILLITE
META-
ARGILUTE
ARGILLITE
t..ITHIC
GRAYWfJCKE
META-
ARGILLITE
GRAYWACKE
ACRES AMERICAN IN COR PO RATED
BEDROCK LOGS
HOLE NO. __ B~H;..;..._-...;..1 ________ DATE AUGUST,80
LOCATION _...;;;,D...;;;E;__V..:.-IL.;.___C_A_;_N_Y....:.O...:..N ____ ~-----
-...,: u. -
520
560
580
600
680
700
z
0
!i > I<J
..J
I<J
NUMBER OF
JOINTS PER
10FT •
5 JO 15 20 REMARKS
GR~i'NACKE
ACRES AMERICAN IN COR PO RATED
BEDROCK LOGS
HOLE NO.--=B~H:--....;..1 ________ '-DATE AUG 1980
LOCATION _gVIL CANYON
!: 0
:r ~ PERMEABILITY CORE RECOVERY !'-lUMBER OF ... > (X) em/sec. ~~ a R.O.O. JOINTS PER
a.. ILl 0/o 10FT •
ILl ..J
C:.l ILl lo-5 lo-3 10-1 20 40 60 80 5 10 !5 20 REMARKS . I ~
720 .
• f-GRAYWACKE . .a HIGHLY FRACTURED
740 ~
724.4 ~ . END OF HOLE 750.21
,_ 1-
-
I
SUMMARY OF WATER PRESSURE TEST RESULTS
Borehole Number BH~l ~~----------------
Location Devil <;:anyon
Ground Surface Elevation 1415
Static Water Level
Dip of Hole
De~th Tested
From To
(feet) (feet)
38.9 55
53.9 70
68.9 85
83.9 100
98.9 115
113.9 130
128.9 145
143.9 160
158.9 175
173.9 190
192 feet (Vertical)
67°
Gauge
Stickup Pressure
(feet) (~si)
8 20
3 30
8 40
3 45
8 55
3 60
8 70
3 75
8 85
3 90
Duration
of Test
(min)
11
11
10
10
10
46
21
14
10
10
Coefficient of
Flow Rate Permeability
(g~m) (em/sec)
.70 9.31 X 10-6
4.1 5.07 X 10-5
6.2 6.94 X 10 -5
.78 8.53 X 10-6
.so 5.00 X 10-6
. 90 to 5.40 8.82 X 10-s ,.. .o 5
5.29 X 10-
.65 to .95 5.88 X 10-G
To _
6 e.se x 10
.80 7.10 X 10-6
. 84 to 1. 25 6.93 X 10 -6
To
1.03 X 10-5
. 02 to .15 1.62 X 10-7
To
1.22 X 10-G
Borehole: BH-1 Devil Canyon -(Continued)
DeEth Tested Gauge Duration Coefficient of
From To Stickup Pressure of Test Flow Rate Permeability
(feet) (feet) (feet) (Esi) ~min) CsEm) . ~em/sec)
188.9 205 8 100 10 14 65 to 2. 45 1.25 X 10 -5
To _5 1.86 X 10
203.9 220 3 105 10 2.1 1.57 X 10-s
218.9 235 8 115 10 . 6 to 1. 2 4.21 X 10-6
To _6 8.43 X 10
233.9 250 3 120 10 2.3 to 3.0 1.59 X 10 -5
To _5 2.08 X 10
248.9 265 8 130 10 5.25 3.43 X ·to-~
263.9 280 3 135 10 . 1 to .4 6.45 X 10 -7
To _
6 2.58 X 10
278.9 295 8 145 10 2 to 5.8 1.22 X 10 -5
To _5 3.55 X 10
293.9 310 3 150 10 1.1 to 2. 8 6.64 X 10 -6
To _5 1.69 X 10
308.9 325 8 160 10 .28 to 2.2 1.49 X 10 -6
To _5 1.26 X 10
323.9 340 3 165 10 .40 2.27 X 10-6
338.9 355 8 170 10 1. 6 8.83 X 10-6
353.9 370 3 180 10 1. 5 8.03 X 10-6
368.9 385 8 190 10 2.2 1.13 X 10-5
383.9 400 3 195 10 .20 to .32 1.01 X 10 -6
To
1.62 X 10-6
398.9 415 8 200 10 .30 to .70 1.48 X 10 -6
To
3.46 X 10-S
Borehole BH-1 Devil Canyon -(Continued)
DeJ:!th Tested Gauge Duration Coefficient of
From To Stickup Pressure of Test Flow Rate Permeability
(feet) ....... (feet) (feet) (psil._ (min) (gpm) (em/sec)
413.9 430 3 200 10 1.3 to 2.9 6.47 X 10 -6
To _5 1.44 X 10
428.9 445 8 200 10 .30 1.48 X 'i0-6
443.9 460 3 200 10 .62 to 1.65 3.08 X 10 -6
To _6 8.21 X 10
458.9 475 8 200 10 .55 2.72 X 10-6
473.9 490 3 200 10 .74 3.68 X 10-6
488.9 505 8 200 10 2.6 1.28 X 10-5
503.9 520 3 200 10 .50 to 2~0. 2.49 X 10 -6
To _
6 9.35 X 10
518.9 535 8 200 10 .2 to .5 9.88 X 10 -7
To _6 2.47 X 10
533.9 550 3 200 10 2.4 to 5.0 ·1.18x10-s
To
2.49 x ·to-5
548.9 565 8 200 10 4.5 2.22 X 10 -5
563.9 580 3 200 1C 3.8 1.89 X 10 ... s
578.9 595 8 200 1 3.9 1.93 X 10-5
593.9 610 3 200 10 9.7 4.83 X 10-s
608.9 625 8 150 13 2.55 1.53 X 10-5
622.9 639 3 130 18 1. 21 7.98 X 10-G
638.9 655 8 130 11 .55 3.60 X 10-6
653.9 670 3 200 10 7.4 3.68 X 10-s
668.9 685 8 130 10 1. 02 6.67 X 10-6
Bore!mle BH-l Devil Canyon -(Continued)
Def:!th Tested Gauge Duration Coefficient of
From To Stickup Pressure of Test Flow Rate Permeab i I ity
(feet) (feet) (feet)
·~
(psi) (min) (gpm) (em/sec)
683.9 700 3 150 27 . 34 tC: .48 2.05 X 10 -6
To
2.90 X 10-6
698.9 715 8 150 19 . 4 to 1.12 2.39 X 10 -6
To _6 6.70 X 10
713.9 730 3 150 13 .40 2.41 X 10-G
728.9 745 8 150 14 .80 4.79 X 10-6
~------------------------------------r-----------------------------------------, I I ~' .~~----------··--..........
ACRES AMERICAN INCORPORATED g~~"'v' ----------~~~ ~----------------------~
A
PO.[P .J CONSULTING ENGINEERS unro BUFFALO , NEW YORK
DRILLING REPORT
R&M CONSULTANTS, INC. .......... •Cl•t.eet•T• •t..&H...... .w•w.e., •••
ANCHORAGE , ALASKA
SUSITNA HYDROELECTRIC PRC.JECT
for ALASKA POWER AUTHORITY.
HOLE NO. BH-2
SHEET N0.--::1:.... OFl::!L
SITE DEVIL CANYON NORTH ABUTME~r"1 -JOB NO. ...J?5701. OS (ACRES) 052504 (R&M)
CONTRACTOR THE DRILLING COMPANY STARTED 11: 00 A.M. Sept. IO ___ I9 ao
DRILLING
METHOD
LOCATION:
-----------.FINISHED .M. S~pt. 15 19 80
SOIL CASING ADVANCER CASING DIAM. NW (3.5" O.D_.) __ _
ROCK DIAMOND CORE DRILLING CORE D lAM. _ NQ ( !__. 8 7 5" ) ___ _
LATITUDE
DEPARTURE
N 62° -19 '8. 737" ELEVATIONS: DATUM
w 1490 18' 21.179" DRILL PLATFORM --------
BEARING oo
INITIAL DIP __ 60_0 ____ _
GROUND SURFACE-~_l_2_1_4_f~t __ _
ROCK SURFACE 1212 ft
OTHER DIPS-------BOTTOM OF HOLE __ ___;;6;...;;;4.;;;..5,;,...;. 7;,_.f..;;.t __
WATER TABLE 1209 ft
NOTE: All depths are along hole. ~..;;.;;;.~~;,;;;.....;;..;;;.~;,;,;;.....;,;,;;...;_...;...,......-..'--------------------"---....,..-----:~-t
LENGTH cJ'R E.
I
DEPTH
(ft)
ROCK TYPE DESCRIPTION: OF REC R~/i \ C RQn)
0.0 Overburden Dark brown organic silt with trace
ash, angular cobbles.
light gray
0. 0 -2. 0 No samples taken.
2.0 Argillite Gray, siliceous, very fine grained. Thinly
bedded, with laminae oriented 55° to 60° to core
axis. Very hard to moderately hard. Fresh to
slightly weathered, with Iron-oxide staining on
fracture and joint surfaces. Joints very close
to closely spaced. Pyrite cubes common.
Occasional quartz intrusions.
16.0
LOGGED
BY
2.0-16.0 Core loss 2.9'.
(6.0 -10.5) Highly fractured interval, friable
10.5 ..
phyllite.
16.0 Silvery
Laminae offset ..
sheen. Grading into
Rahaim, Haqen -field (RaM) APPROVED -~~~~~::-:::----
Feldman Summar DATE December 1980
-: l y APPROVED ---------
---------(ACRES) DATE
~--------~-0~'-------------------------~ ACRES AMERICAN INCORPORATED .-~vL
CONSULTING ENGINEERS
BUFFALO , NEW YORK
~&M c:c»-....LTANTlll IP«:.
.... .,....... .-. .. IP.T• •t..a,. ..... au'l.v•va•il
ANCHORAGE ,ALASKA
DRILLING REPCRT
SUBITNA HVDRDELECTRIC PRD.JECT
tor ALASKA POWER AUTHORITY
HOLE NO._Ba_-_2 __
SHEET NO. 2 OF 18
SITE DEVIL CANYON N •. ABUTMENT JOB NO. P5701. OS (ACRES) 052504 {RSM)
DEPTH
(ft)
16.0
ROCK TYPE
Phyllite
DESCRIPTION:
Da.rk gray, thinly bedded. Wa.vy laminae oriented
at 40° to 60° to core axis. Very hard to hard.
Fresh to moderately weathered, with Iron-staining
on joints and fracture surfaces. Joint spacing
very close to moderately close. Trace to
frequent pyrite. Minor quartz in healed
fractures.
21.0 -26.0 Slightly fissile.
LE~ ~ OF CORE. REC.
RUN CRQDJ
Run 6 100
16.0 (92)
to
21.0
Run 7 100
21.0 (90)
to
26.0
Run 8 100
26.0 (90)
to
28.0
28.0 -33.0 Thin quartz veins.
brecciated zone at approximately 31 feet.
Run 9
Healed 28.0
to
33.0
100
(90)
Run lC 100
33.0 -38.0 Argillaceous zone. Fractures 33.0 (92)
oriented at approximately 0° to core axis. to
42.0 -46.9
close.
38.0
Run 11 100
38.0 (92)
to
42.0
Joint spacing close to moderately Run 1:;: 100
42.0 (100)
to
46.9
Run 1~ 100
46.9 (96)
to
51.8
51 · 8 -57 . 1 Graywa eke intermixed with phyllite . Run14 100
51.8 (100)
to
57.1
,. _____________ .J......._..J.__J
-
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU ''!lr..'G ENGINEERS IIIII&M car.-....ii!..TANTa, !NC. L. 1~ • ._,..... ~ .. ••T• lti..AM••-eultv•va••
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING AEPORT
8UBITNA HYDROELECTRIC PRCI.IECT
for ALASKA POWER AUTHORITY
HOLE N 0 . ...;;;;B;.;;;;;H~--2;;;,.._ __
SHEET NO. 3 OF. 18
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05 (ACRES) 052504 (REiM)
CEPTH
(ft)
57.1
91.6
101.7
ROCK TYPE
Phyllite
(cont'd)
Argillaceous
Graywacke
DESCRIPTION:
71.9 -76.8 Intermixed argillite.
81. 8 -86.9 Predominantly phyllite. Wavy and
irregular bedding at 50° to 60° to core axis.
Closely spaced joints.
86.9 -91.6 Joint spacing very close to close.
Brown, folded, very hard and fresh. Joint
spacing very close to moderately close. Pyrite
<::ommon. Some quartz intrusions. Argillite
1 • . ' _am~nae or~ented at 40° to 50° to core axis.
L-··-~ • CJ'I\:t I " COKE.
OF REC.
RUN (RQD)
Run 15 100
57.1 (100)
to
62.1
Run 16 100
62.1 (98)
to
67.0
Run 17 100
67.0 (100)
to
71.9
Run 18 100
71.9 (1L>J)
to
76.8
Run 19 100
76.8 (80)
to
81.8
Run 20 100
81.8 (96)
to
86.9
Run 21 100
86.9 (83)
to
91.6
Run 22 100
91.6 (89)
to
96.9
Run 23 100
96.9 (96)
to
101.7
ACRES AMERICANINCORPOR~ED ~-~~~~~~~~--~~~~~~~
E EE S JII&M ~TANT. INC. CONSULTING NGIN R ·----··,.· •L•···-.... 1.v .......
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REc:IDRT
SU81TNA HYDROELECTRIC PRD.JECT
tor ALASKA POWER AUTHORITY
HOLE NO. BH_-_2 --
SHEET NO. 4 _OF 18
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701. OS (ACRES) 052504 (~BlM)
DEPTH
(ft)
ROCK TYPE
101.7 Argillaceous
Graywacke
(cont'd.)
112.0 Argillite
132.0
OESCRI PTION:
107.9 -112.0 Rock less competent,
fractured and broken by drilling.
(109.5 -112.0) Core loss 1.5'.
-•L.. L EM:j r " cO'tfE.
OF REC.
RUN CRQO)
~un 24 100
iJ.01. 7 {100)
to
ll.os.o
!Run 25 100
D,.os.o (93)
to
107.9
highly Run 26 100
107.9 (94)
to
109.5
Run 27 40
ll09.5 (0)
L to
fi-12.0
Gray, very fine. grained. Generally very hard, Run 28 100
friable locally. Fresh to slightly weathered, 112.0 (100)
with trace of Iron-staining and some chlorite and to
calcite scale in joints and fractures. Very 114.6
close to closely spaced joints. Occasional
quartz intrusions. Run 29 100
114.6 (96)
114.6 -119.4 Some
Slickensides at 117.5 1 •
interlayered graywacke. to
119.4
119.4 -123.2 Highly fractured. Some fractures Run 30 92
healed with bluish quartz. Clay on vertical 119.4 (79)
joint. Core loss 0.3'. to
IJ.23.2
!Run 31 100
~23. 2 (100)
to
ll25.9
125 · 9 -132.0 Poor recovery. Core badly ground Run 32 36
by drilling. Core loss 4.1 feet. :1.25.9 (0)
to
13?..0
~~~~...----------~--~...__ __________________________________________ _L __ _l __ _j
ACRESAMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSULTING ENGINEERS ~~':2.f~T~~.!!l.!~
BUFFALO , NEW YORK ANCHORAGE , AlASKA
DRILLING REPORT
SUBITNA HVDI=IDELECTRIC PRD.JECT
for ALASKA PCWER AUTHCIRITV
HOLE NO. BH-2
SHEE7NO. 5 OF...l.a.
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05 (ACRES} 052504 (R&M)
LEiWin cOffe
DEPTH ROCK TYPE OF REC .. ~(f~t~)~~------------+------------------------------------~·------~~-R_U_N~~(~RQ~O~)~ Run 33 100
DESCRIPTION:
137.0 Argillite
(cont'd)
145.4 Gravwacke
"
165.4
137.0-140.3 Joints moderately close spaced.
132.0 (100)
to
135.0
~un 34 100
135.0 (90)
to
137.0
Run 35 100
137.0 (76)
to
140o3
140.3 145.4 Oolitic zone. Numerous soft, Run 36 100
in dark gray cal-140.3 (81) white, noncalcareous Oolites
careous argillite matrix.
(141.3, 144.0) Slickensides.
Dark gray, medium to coarse grained. Moderately
hard to soft, fresh to moderately weathered.
Numerous cream-colored, r.ounded, siliceous blebs
(greater than 3 ID.Cl) throughout. Joint Sl;·.lCing
very close to moderately close.
147.5-152.0 Core loss 0.2'.
152.0 -155.0 Gouge zone. Moderately hard to
soft, moderately weathered. Residual soil
present. Very friable. Core loss 0. 2' .
155 · 0 -178.6 Dark gray to green, with crystals
of gypsum(?) [up to 5 mm diameter] and quartz.
Abundant biotite mica noted. Moderately hard,
slightly to moderately weathered.
(155.0 -160.0) Slickensides.
0
to
143.4
Run 37
143.4
to
145.4
Run 38
145.4
to
147.5
Run 39
147.5
to
152.0
Run 40
152.0
to
155 .. 0
Run 41
155.0
to
160.0
Run 42
160.0
to
165.4
100
(90)
100
(100)
96
(95.)
93
(0)
:_oo
(92)
100
(93)
ACRES AMERICANINCORPOR~ED ~~~-~~~~~~~~~~~~
CONSULTING ENGINEERS
BUFFALO , ~·t4EW YORK
lla&M ccr.-.......TANT• INC. ._...._ ...._ .. ,.T. •~o.ANNe .. au\...,•vo••
ANCHORAGE ,ALASKA
DRILLING REPORT
SUBITNA HVDRCIELECTRIC PRD.JECT
fo.r ALASKA PCWER AUTHORITY
HOLE NO. BH-2
SHEET NO. 6 OF. 18
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701 . 05 (ACRES) 052504 (RBcM)
DEPTH
(ft)
~OCK TYPE
165.4 Graywacke
(cont' d)
OESCRI PTION:
LENGTH 7.1 OF Cot<E. REC~
RUN (RQOJ
Run 43 100
165.4 (98)
to
tl.70.5
Run 44 100
170.5 (98)
to
P-75.6
!Run 45
il.75.6 100
to (90)
178.6
178.6 -182.8 Highly fractured, some clay gouge Run 46 100
on joint surfaces. !178.6 (56)
to
~81.8
1------r-------------~----------------------------,----------------~----+---~ :aun 47 100 182.8 Interbedded
Graywacke
attd Argillite
203.4
Interbedded graywacke and dark gray, fine grained 181.8 (93)
argillite. Hard to mouerately hard. Fresh. to
Joints closely spaced. Many healed fractures 185.9
filled with calcite, some quartz.
!Run 48 100
1185.9 flOO)
to
1190.8
Run 49 100
~90.8 (100)
to
193.8
Run 50 100
193.8 (100)
to
198.9
!Run 51 100
1198.9 (100)
to
203.4
~--._ ________ -L _______________________________ _. __ _. __ ~
p-----------------------·------------~----------------------------------·------~ -ACRESAMERICANINCORPOR~ED ~~~~J~~~~~~~~·~~~~
CONsu l ·:rtNG ENGINEERS IIIAM COf.-.J!..TANT. INC:. '-• ._........ ...._ .... Te •t..ANN•-•u'-v•va••
BUFFALO , N/!.W YORK ANCHORAGE , AL.ASKA
~-------------------·' ________________ ._ ______________________________________ ~
DRILLING REYPDRT
BUBITNA H~!'CIRDELECTRIC PRC.JECT HOLE N 0 .• =.:BH;;;.-..::2:...... __
SHEET NO .. 7 0 F .18 for ALASKJ/~ POWER AUTHORITY
SITE DEVIL CANYO}'~ N. ABUTMENT JOB NO. P5701. 05 (ACRES) 052504 (RBIM)
DEPTH
(ft)
203.4
236.3
?46. 7
ROCK TYPE ·-r DESC~JPTION: -,./. L E~lt1 cafE.
OF REC.
RUN (RQD)
Graywacke and
Argillite
(cont'd)
Argillite
213.0 -213.6 Broken and healed zone.
Run 52 100
203 .. 4 (100)
to
208.6
Run 53 100
208.6 (100}
to
211.7
;Run 54 100
211.7 (96)
to
216.9
Run 55 100
216 .. 9 (100)
to
220.4
220 · 4 -231.2 Joint spacing close to moderately Run 56 100
close. 220.4 (98)
Gray, very fine grained. Laminae oriented 50° to
core axis. Oriented, platy minerals evident.
Very hard to moderately hard. Fresh. Joint
spacing very close to moderately close. Traces
of pyrite (cubes), and minor quartz in irregular
veins.
to
226.0
Run 57 100
226.0 (100)
to
231.2
Run 58 100
231.2 (100)
to
236.3
Run SS 100
236 .. 3 (100)
to
241.0
Run 6C 100
241.0 (97)
to
244.7
ACRES AMERICANJNCORPOR~ED ~~~~~~~~~~;1~~ -~~~~~~~~~~
CONSULTING ENGINEERS !!.~~~-~'!'~~.!!.\.!~
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DI=IILLING REPCRT
SUBITNA HYDROELECTRIC PRD.JECT
for ALASKA POWER AUTHCRITV
SITE DEVIL CANYON N .• ABUT!>!ENT JOB NO. P::70l.05
DEPTH
(ft)
ROCK TYPE
244.7 Argillite
(cont'd)
281.8
DESCRIPTION:
260.0 -262. .5 Core loss 0. 2' .
270.5 Joint with clay gouge.
274.7-281.8 Core loss 0.4'.
HOLE NO. BH-2
SHEET NO. 8 OF l8
(ACRES) 052504 (R&M)
L~f!GTH Y.t OF COKE. REC.
RUN (RQDl
tR,un 61 lOO
244.7 (100)
to
249.8
~un 62 lOO
249.8 (100)
to
255.0
Run 63 lOO
255.0 (100)
to
260.0
Run 64 92
260.0 (80)
to
262.5
Run 65 100
262.5 (92)
to
267.3
Run 66 100
267.3 (82)
to
269.5
Run 67 100
269.5 (100)
to
274.7
Run 68 96
274.7 (86)
to
1277.5
Run 69 93
277.5 (81)
to
1281.8
I
I
= ~ ~-----~~~[~~~-w~A-------------
ACRES AMERICAN INCORPORATED ~---_r;.a:;.~~ .. ~1-VL
CONSU 1 ""lNG ENGINEERS III&M car~TANT8 INC. 1..1 •----••Ta '"'""'"'••-au1.va.,a•a
BUFFALO , NEW YORK ANCHORAGE , ~LASKA
DRILLING REPORT
BUBITNA HYDROELECTRIC PRCJ.JECT
for ALASKA POWER AUTHDRITV
SITE DEVIL CANYON N. ABUTMENT JOB NO. PS701.05
HOLE NO. BH-2
SHEET NO. 9 OF 18
(AC~ES) 052504 (RaM)
DEPTH ROCi{ TYPE LENGTH C~ OF REC.·
(ft) RUN {RQD)
DESCRIPTION:
~~~~-------~~--+-------------------------------------------4-----~~~
281.8 Argillite
(cont'd)
318.7
300.0 Joint with clay gouge.
301.7 -306.7 Quartz intrusion parallel
bedding -constitutes 15% of the interval.
Run 7C 100
281.8 (100}
to
287.0
Run 71 100
287.0 (100)
to
292.0
Run 72 100
292.0 (100)
to
297.0
Run 73 100
297.0 (100}
to
301.7
to Run 74 100
301.7 (100)
to
306.7
Run 75. 100
306.7 {100)
to
309.4
Run 7E 100
309.4 (100)
to
310.5
Run 7i 100
3J.O~fJ (100)
to
315.5
Run 7rc 100
315.5 (100)
to
318.7
~~~------~-------~--~--------------~---L~
-·----ACRES AMERICAN INCORPORATED ~-----~~'1~...-_________ --4
IIII&M cx:Jr.-......TANT. IPC:. CONSULTING ENGINEERS ·-----••T• ..... _._ ... \.~~ ........
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLiNG REPORT
HOLE NO. BH-2
SHEET NO. 10 OF. .~8 SUBITNA HVDACI!LECTRIC PRC.JECT
tor Aa...,ASKA POWER AUTHCJRITV
SITE _....:D::EV::..:..::IL=-...:CANY=::.:· :.;:..-O.:.:N~N:..... _AB~UT_ME __ NT_· __ JOB NO. p 57 Ql. OS (ACRES) 052504 (R tlM)
~----~--------------r---------------------------~----·--------------~~--~~~~
DEPTH
(ft)
318.7
351.1
ROCK TYPE
Argillite
(cont'd)
LE~ cdfE.
OF REC. ·
RliN CRQD)
OESCF<I PTION:
318.7 -325.8 Wavy laminae,
at 45° to 50° to core axis.
generally oriented Run 79 100
318.7 (97)
to
327.8 -329.0 Interbedded graywacke
contorted quartz stringers tiroughout.
329. 0 -336 . 4
throughout.
Contorted quartz
331.5 -336.4 Core loss 1.6'.
numerous
stringers
336.4 -365.6 Intercalated gra~"&cke and
argillite, dark gray to light grayish brown.
Irregular, wavy laminae at. 50° to core axis.
Very hard to hard, fresh, joint spacing very
close to moderately close.
341.5 Joint with clay gouge.
322.!'
Run 8C 100
322.5 (100)
to
325.8
Run 81 100
325.8 (97)
to
329.0
Run 8~ 100
329~0 (96)
to
331.5
Run 83 67
33J,.S (57}
to
,336.4
Run 84 100
336.4 (90)
to
338.4
Run cb 100
33'i. 4 (100)
to
342.0
Run 86 100
342.0 (100)
to
346.0
Run 87 100
346.0 (100)
to
351.1
'---~-------------------------~·~-r--------~.~------------------------------.. ~----1 ~--------~--~-----------------------~
ACRES AMERICAN JNCORPORATED ~----~--------"~
CONSUL:riNG ENGINEERS JII&M CCIND..!'-..TANTe 11'«:. •-·-•---••T• ,. ... ,.,.._ aoJLov&vltl<&
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILI .. ING REPORT
8UBITNA HVCIRDELECTRIC PRC.JECT
for ALASKA POWER AUTHORITY
HOLE N 0 . ..:B:.=H......:-2=-----
SHEETNO. 11 OF 18
SITE DEVIL CANYON N. ABU'rMENT JOB NO. P5701.05
DEPTH
(ft)
ROCK TYPf
351.1 Argillite
(cont'd)
395.5
OESCRI PTION:
365 . 6 -385 . 1 Trace of pyrite
5 nun.
(365.6-370.9) Core loss 0.1'.
(374.4) Clay filled joint.
385. 1 -390. 3 Deformed laminae.
(ACRES) 052504 (RaM)
with cubes to
LE .... -~ ~J'!o' I " COKE.
OF REC.
RUN (RQD)
Run 8E 100
351.1 {100)
to
356.0
Run 89 100
356.0 (100)
to
360.8
Run 90 100
360.8 (98)
to
365.6
Run 91 98
365.6 (96)
to
370.9
Run 92 100
370!9 (85)
to
375.0
Run 93 100
375.0 (100)
to
380.0
Run 9LJ 100
380.0 (100)
to
385.1
Run 9.'; 100
385.1 (98)
to
390.3
Run 9E 100
390.3 (94)
to
395.5
ACRES AMERICAN INCORPORATED r------...J;;a_~l.o,;J~,SJ::::.>,,
CONSU '':TING ENGINEEOS lll&r.t CCif.-...LTANT. INC. 1.. _ I'_,. •-....-...._ .. ,.T. •L.•••e-•u\.v•va••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPCIRT
SUBITNA HVDRCELE!CTRIC PRCI.JECT
for ALASKA POWER AUTHORITY
HOLE NO. BH-2
SHEET NO. 12 OF 18
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05
DEPTH
(ft)
ROCK TYPE DESCRIPTION:
( ACRES)~0..::..;52~5..;;..04..:;;...__ {R 81 M~)
LE~ ~r.t
OF COKE.
REC~.
RUN (RQO} .
395.5 Argillite
(cont'd)
442.2
400.7-406.0 Core loss 0.1'.
406.3 Clay gouge on joint.
411.0 -444.9 Argillite grading into phyllite.
Quartz ~eins common. Chlorite mineralization.
426.6 -431.9 Core loss 0.4'.
Run 9i
395.5
to
400.7
Run 9t
400.7
to
406.0
Run 9~
406.0
to
411.0
R 100
~11.0
to
~16.3
R 101
416.3
to
421.3
R 102
421.3
to
426.6
R 103
426.6
to
431.9
R 104
431.9
to
437.2
F. lOS
437.2
to
442.2
100
(96)
98
(91)
100
(94)
100
(100)
100
(92)
100
<1oo> I
92
(100)
100
(95)
J.OO
(100)
ACRES AMERICANINCORPOR~ED ~~~~~~~~~·~~~ ~~~~~~~~~~~
CONSU ITJNG ENGINEERS JII&M CCF.-.ATANT• IPC:. 1.:.1 •~,...,.. ._._ .... ,.. •t..••••-•&.~\.va•a••
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
..
DRILLING REPCIRT
BU81TNA HYDROELECTRIC PRD.JECT
for ALASKA PDWiER AUTHORITY
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05
ROCK TYPE DESCRIPTION:
HOLE NO. BH-2
SHEET NO. 13 OF 18
(ACRES) 052504 (RS!M)
DEPTH
(ft) ~~--*--------------4-----------------------------------------~----~----~--~
442.2 Argillite
(cont'd)
444.9 Graywacke with
Argillite
481.9
Graywacke interlayel:'ed with (varying amounts)
a=gillite. Dark gray to brown, fine grained.
Very hard, fresh, joint spacing very close to
close. Minor quartz intrusions with chlorite.
4 75 • 0 -492.5 Numerous healed fractures
with calcite. Argillite has wavy laminae.
filled R 113 100
475.0 (100)
to
477.3
R 114 100
'477. 3 (100)
to
481.9
-=--------------------r-----------·-·1·---------.
t-------~~ r:--------,~-=---~
ACRES AMERICAN INCORPORATED 1------.....s:~
CONSULTING ENGINEERS !!.!..~~":'!'~.!'!!!!\.!~
BUFFALO , NEW YORK ANCHORAGE ,ALASKA
DRILLING REPORT
SUBITI''.IA HYDROELECTRIC PRD.JECT
for ALASKA POWER AUTHORITY
HOLE N 0 . ..;;;;B..;;H_.;-2;._ __
SHEET NO. 14-OF. 18
SITE vEVIL CANYON N. ABUTMENT JOB NO. P5701. 05 (ACRES) 052504 (RaM)
DEPTH
(ft)
ROCK TYPE
481.9 Graywacke with
Argillite
(cont'd)
495.4 Argillite
519.1
DESCRIPTION:
( 491. 8 -492.5) Shear zone with clay gouge.
494.4-498.0 Joints with clay gouge.
Dar~ gray argillite with distorted, irregular
lam~nae oriented approximately 45° to 50° to core
axis. Fresh, very hard. Joint spacing very
close to close. Frequent irregular quartz
intrusions with some chlorite.
498.0
axis.
Joint with cl-ay coating at 45° to core
509. 1 -519. 1
th-::oughout.
Irregular fragments of graywacke
LENG»l C~E.
OF REC.
RUN (RQO)
R 115 100
481.9 (86)
to
485.4
-
R 116 100
485.4 (96)
to
490.3
R 117 100
490.3 <s9> I
to
492.5
R 118 101)
492.5 (7:1)
to
495 .. 4
R 119 100
495.4 (90)
to
498.5
R 120 :LOO
498. 5 (J.OO)
to
503.8
R 121 l.OO
503.8 (100)
509.1
R 122 100
509.1 (38)
to
514.8
R 123 10,')
514.0 (90)
to
519.1
~
ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
CONSU ,.11NG ENGINEERS III&M C'a'~II!...TANTa, INC. L.. • •----••T• •L-••••-~u•v•vaaa
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REPCRT
HOLE NO. _B_H_-2 __ _ SUBITNA HVDADELECTAIC PRD~ECT
for ALASKA POWER AUTHORITY SHEET NO. 15 OF. 1 8
{ACRES) 052504 (RSM} SITE DEVIL CILN'":lON N. ABUTMENT JOB NO. P5701. 05 ~------·r----------~r---------------------------------------~----~--~--~
DEPTH
(ft)
ROCK TYPE
519.1 Argillite
(cant' d)
562.0
DESCRIPTION:
529.0 Joint with clay gouge.
LENGTH cclfE.
OF REC.
RUN (RQD)
R 124 100
5l9ol {lOQ)
to
524.3
R 125 100
524.3 (94)
to
529.5
529.5 -534.7 Slight alteration zone as~ociated R 126 100
with quartz vein< 529.5 (~7)
534.7 -538.3 Core loss 0.3'.
542. 0 -55 7. 1
axis.
Laminae very irregular to core
(546 · 0, 548. 7) Highly fractured with clay gouge.
557.1-558.7, 560.5-562.0 Highly fractured.
to
534.7
R 127
534.7
to
538.3
R 128
538.3
to
542. o·
R 129
542.0
to
547.2
R 130
547.2
to
552.0
R 131
552.0
to
557.1
R 132
557.1
to
562.0
91
(83)
100
(78)
100
(71)
100
(100)
100
(94)
100
(72)
ACRES AMERICAN INCORPORATED
CONSULTING ENGINEERS
BUFFALO , NEW YORK
1---·---------.-------------~ -----~~~~------------------~ "AM CDr.-u!..TANT• INC. •----• --. .... ,..,. • ._ .... ,.._ •u\.v•v•••
ANCHORAGE ,A~ASKA
DRILLING AEPDRT
BUBITNA HVDRDELECTRIC PRC.JECT
for ALASKA PnWER AUTHORITY
HOLE NO. _B_H-_2 __ _
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701.05
SHEET NO. 16 OF. 18
{ACRES) 052504 (R&M)
DEPTH ROCK TYPE
(ft)
562.0 Argillite
(cont'd)
599.6
DESCRIPTION:
562.0 -582. 9 Many rehealed fractures .filled
with calcite and quartz. Irregular orientations.
582.9 -627. 8 Numerous thin bands of highly
fractured rock rehealed with quartz throughout.
Rehealed zones are less competent and badly
broken by drilling. Hard to soft and friable
locally.
584.9 -589.6 Core loss 0.2'.
594.2 -594.6 Shear zone with clay gouge.
lE~ OF
RUN
R 133
562.0
to
567.0
R 134
567.0
to
572.1
R 135
572.1
to
574.9
R 136
574.9
to
579.9
R 137
579.9
to
582.9
R 138
582.9
to
584.9
R 139
584.9
to
589.6
R 140
589.E
to
594.6
R 141
594.6
to
599.6
.,.
cafE.
REC.
(RQD)
100
(98)
100
(lDO)
100
(92)
100
(94)
100
(93)
100
(60)
96
(8J)
100
(78)
100
(94)
ACRES AMERICAN INCORPORATED t------~'~ _
CONSU • ':TING ENGINEERS ,_aM car.-......TANT• INC. &.. •-•---••T• •""""'"•-a~o~'-v•va••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
D~ILLING REPORT
8UBITNA HVCADI!LECTRIC PRC..JECT
for .ALASKA POWER AUTHDRITV
HOLE NO. BH-2
SHEET NO. 17 OF 18
SITE DEV'IL CANYON N. ABUTMENT JOB NO. P5701. OS {ACRES)__.952504 (RS!M)
DEPTH
(ft)
ROCK TYPE
599.6 Argillite
(cont'd)
632.9 Granite
641.2
OESCRI PTION:
611.2-611.7 Shear zone.
LE ... -X! ~""F If " COI'(E.
0 REC.
RUN (RQD)
R 142 100
599.6 (91)
to
601.8
R 143 100
601.8 (91)
to
604.0
R 144 100
604.0 (81)
to
609.2
R 145 100
609.2 (80)
to
614.2
R 146 100
614.2 (93)
to
619.5
R 147 100
619.5 (93)
to
624.8
626. 8 -627 . 8
0.2 t.
Shear zone, friable, core loss R 148 85
624.8 (70)
Light grayish brown, fine to med. grained, com-
posed primarily of feldspars and quartz with 2 to
5~ mafics. Massive, very hal1'd. Joint spacing
w~de · _ Fairly sharp contact with overlying
argillite. 1" wide contact zone with no apparent
contact metamorphism in argillitte. .
to
630.8
R 149
630.8
to
636.0
R 150
636.0
to
641.2
100
(100)
100
(100)
'
·-
ACRES AMERICAN INCORPORATED t------__.!2-wL·..:::~S'::........~
CONsu l TJNG ENGINEERS ~-M CC'Ir.-a.JLTANT. INC. '-I •--~ --. .. ••T• ~ .... ..., ... _,. st.¥'.,.~•va••
BUFFALO , ~~EW YORK ANCHORAGE , AL.ASrA
~--------------···------------------_.---------------------~ DRILLING I=IEPORT
BUBITNA HYDROELECTRIC PRD.JECT
for ALASKA POWER AUTHCIRITV
HOLE NO. BR-2
SHEET NO. 18 0 F. 18
SITE DEVIL CANYON N. ABUTMENT JOB NO. P5701. OS (ACRES) 052504 (RBtM)
DEPTH
(ft)
ROCK TYPE
656.2 f--------4-
OESCRI PTION:
645.3 -650.0 Argillite, with blebs and bands of
quartz throughout. No bedding structure evident.
Fresh, very hard, joint spacing close to wide.
End of Hole
L. EFN'T, cclfE.
OF REC.
RUN (RQD)
R 151 100
641.2 (98}
to
646.5
R 152 100
646.5 (100)
to
651.5
R 153 100
651.5 (100)
to
656.2
ACRES AMERICAN IN COR PO RATED
BEDROCK LOGS
LEGEND
mD!ORITE
t2Ll ARGILLITE.
~J PHYLITE
1: : : r GRAYWACKE
HOLE NO. BH-2
LOCATION DEVIL CANYON
~
PERMEABILITY
40
180
200
220
240
INTERBEDDED GRAYWACKE a ARGILLITE 260 _ __:_+---
CORE RECOVERY a ROD (0/0 )
0 20 40 GO SO 100
280
300
320
340
DATE SEPT 1980
I LUTE
11-rri------... --. GRAYWACKE
-
-l---l--_j__J__J---------1 INTERCALATED LI7E WITH PHYLLITE
1----~---. ARGILLITE
+=!-1-1:.._1-!-.t--------f INTERCALATED WITH PHYLLITE
HIGHLY FRACTURED
FRACTURED a
HEALED ZONE
GOUGE
--l~l--1-1-.f.. GOUGE
GRAYWACI<E
INTERBEODED
--l-4--1--1---ii CONTORTED QUARTZ
STRINGERS INTERCALATED
CLAY GRAYWACKE AND
~--.!.---'---'---'i.....------..l-.ll ARI!tl..L'Tf.'
ARGILLITE
GRAYWACKE
INTERSEDC€0
GRAYWACKE
SARGILUTE
ARGILLITE
ACRES AMERICAN IN COR PO RATED
BEDROCK LOGS
HOLE No._B;;:;...:r~l_-...:;;:;2:-_----~-DATE SEPT 1980
LOCATION --=D:..::E:...;:V...:..:IL=--.....:C::...:..A..::...N~Y-=O..:..:N:___ _________ _
:r:
~
11.1
0
360
PERMEABILITY CORE RECOVERY a R.Q.O.
0/o
20 40 60 80
NUMBER OF
JOINTS PER
10FT.
5 10 15 20 REMARI\ '..
GOUGE
GOUGE
SUMMARY OF WATER PRESSURE TEST RESULTS
Borehole Number .-.B~H~-..=.2 _______ _
Location Devi I Canyon
Ground Surface Elevation 1214
Static Water Level 4 feet (vertical)
Dip of Hole 60°
DeEth Tested Gauge Duration Coefficient of
From To Stickup Pressure of Test Flow Rate Perrneabi I ity
(feet) (feet) (feet) (Esi) (min) Ce~m) (em/sec)
13.9 30 7 12 10 .60 to .82 5.14x10 -5
To _5 7.03 X 10
28.9 45 2 18 10 1 . 1 7.89 X. 10-s
43.9 60 7 22 10 4.0 2.14 X 10-4
58.9 75 2 25 10 1 .15 6.15 X 10 5
73.9 90 7 35 10 1 .45 5.37 X 10-6
88.9 105 2 42 12 .67 2.25 X '10-5
103'. 9 120 7 50 10 .30 8.57 X 10-6
118.9 135 2 55 10 .25 5.40 X 10-6
133.9 150 7 65 10 2.90 6.01 X 10-s
148. g. 165 2 70 10 1.25 2.44 X 10-S
163.9 180 7 82 10 .34 5.89 X 10-6
178.9 195 2 85 10 . 15 2.58 X 10-s
193.9 210 7 100 10 . 48 6.50 X 10-6
Borehole BH-2 Devil Canyon -(Continued)
Depth Tested Gauge Duration Coefficient of -· Permeability From To Stickup Pressur·e of Test Flow Rate
(feet) (feet) (feet) (psi) (min) C~n~m) ~cm/~ec)
208.9 225 2 105 10 .45 6.78 X 10-6
223.9 240 7 110 ' 10 .38 4.32 X 10-6
238.9 255 2 115 10 .08 1.08 X 10-6
253.9 270 7 125 10 .20 2.51 X 10-6
268.9 285 2 130 32 . 68 to 3.1 7.25 X 10 -6
To _
5 3.31 X 10
283.9 300 7 100 10 .98 1.35 X 10-5
298.9 315 2 145 10 . 21 1. 92 X 10-6
313.9 330 1 155 10 .25 2.39 X 10-6
328.9 345 2 160 10 .38 3.31 X 10-6
343.9 360 7 170 10 .26 2.11 X 10-6
358.9 375 2 175 10 .68 4.78 X 10-6
373.9 390 7 185 10 .58 4.33 X 10-G
388.9 405 2 190 10 '"'8 . .,:) 2.79 X 10-G
403.9 420 7 200 10 .56 3.87 X 10-6
418.9 435 2 200 10 .36 2.51 X 10 -6
433.9 451) 7 200 10 .60 4.70 X 10-s
448.9 465 2 200 10 .60 4.33 X 10-6
46~.9 480 7 200 10 .38 2.63 X 10-s
478.9 495 2 200 10 .56 4.05 X 10-6
493.9 510 7 200 10 .30 2.C8 X 10 ... 6
508.9 525 2 200 10 .58 3.91 X 10 -6
523.9 540 7 200 10 .30 2.08 X 10-6
538.9 555 2 200 10 .25 1.82 X 10-S
Borehole BH-2 , Devil Canyon -(Continued)
Deeth Tested Gauge Duration Coefrici~nt of
From To Stickup Pressure of Test Flow Rate Permeab) lity
(feet) (fee1J. (feet) (~si) (min) Cgem) (em/sec)
553.9 570 7 200 10 .36 2.63 X 10-s
568.9 585 2 200 10 .64 4.49 X 10-6
583.9 600 7 200 10 .56 4.15 X 10-6
598.9 615 2 200 10 .40 2.79 X 10-6
613.9 630 7 200 10 .40 2.77 X 10-6
628.9 645 2 200 10 .46 3.21 X 10-G
638.9 655 11 200 10 .38 2.75 X 10-6
qJ~f ------....J ACRES AMERICAN INCORPORATED
CONSULTING ENGINEERS
BUFFALO , NEW YORK
R&M CONSULTANTS, INC.
............. •••a.oat•1'• •t.ANiilllla•• ·~•vaYD•e
ANCHORAGE , ALASKA
CR!LLING l=iE!=CRT
SUSITNA HVC'RCELECTRIC PRC..JECT-
for ALASKA PCVJER AUTHORITY~
HOLE NO, BH-4
SHEETNO. 1 OF~
SiTE Devil Canyon S2_uth Abutment JOB NO. P5701. 05 (Ar.t:?ES) 052504 (RaM)
CONTRACTOR--~T~h~e_D~r~~~·l~l~i~n~g_C_o_m~p~a_n~y ____ _
DRILLING
METHOD
SOIL Casincr Advancer
ROCK Dia~ond Core Drill
STARTED
... FINISHED
.M.
M.
CASING DIAM.
CORE DIAM.
LOCATION: ELEVATIONS: D~TUM . _
AUG 14 !9 80
AUG 19 19 80
NW (3.5" O.D.)
NQ (1.875) i
. -!
LATITUDE I 624857.593
DEPARTURE 1491823.795
BEARING _...-:1:..::9:..:::::5:_0
----
INITIAL DIP -~..;;...60;:;;..0
__ ~-
J:)RILL PLATFORM----...-----
GROUND SURFACE _ ____;1;;;..;;3..;;5~3__,..f t.:.__ __ _
ROCK SURFACE 1346 ft
0THER DIPS-------BOTIOM OF HOLE -----:9~1~~2~--=l_f._t'-----
WATER TABLE 1322 ft
NOTE: All depths are along hole.
DEPTH
(ft)
ROCK TYPE
0.0 Overburden
7.0
12.0
25.4 .
Bedrock
Interbedded
Graywacke &
Argillite
DESCRIPTION:
0.0 -12.0 No samples taken.
Graywacke -medium to dark gray, clayey matrix
containing fine to medium sand grains and sub-
rounded clasts of quartz:. argillite and other
rock types. Interbedded wit.h argillite -medium
to dark gray, fine ~rained. Laminae oriented at
approximately 20° -O cart.'~ axis. Rock is well
indurated, moderatly hard to hard, and competent.
Fresh to slightly weathered with limonite stain-
ing on joint surfaces. Minor sulfide mineraliza-
tion. Joint spacing very close to moderately
close. Occasional joints healed with quartz and
carbonate.
12.0-15.2 Core loss 0.8'.
20.0, 23.4, 29.8 Slickensides and iron staining.
Joints parallel texture at 20° to 30° to core
axis. Scme clay filling.
Hag:en -Rahaim APPROVED (R8 M)
LOGGED Summary by Acomb DATE
BY
Summary by Henschel APPROVED
(ACRES) DATE
'LENGTH cJ'R E.
OF REC
RUN CRQOJ
Run 1 75
12.0 (17)
to
15.2
Run 2 100
15.2 (67)
to .
18.8
Run 3 101
18.8 (38)
to
20.4
Run 4 101
20.4 (70)
to
25.4
(R 8M)
(ACRES}
..
ACRES AMERICAN INCORPORATED ~ t------...JIIII&M ~TANT·~ INC.
CONSULTING ENGINEERS ~~----~··T· ............. euavn•••
BUFFALO , NEW YORK ANCHORAGE , A!..ASKA
DRILLING REPORT
SUBITNA HYDROELECTRIC PRD.JECT
for ALASKA PDWER AUTHORITY
HOLE NQ,_B_H_-_4 __
SHEET NO.-~ 0 F ..ll..
SITE Devil Canyon South Abutment JOB NO. P5701. OS (AC.RES) 052504 (RSM)
DEPTH
(ft)
25.4
30.7
ROCK T\!PE
Graywacke and
Argillite
(cant' d)
Graywacke
OESCRI PTION:
25.4-30.5 Core loss 0.2'.
Medium gray to dark gray, siliceous. Clayey
matrix containing fine to coarse sand grains and
elipsoid clasts approximately 2mm x 1mm in size.
Well indurated moderately hard to hard, compe-
tent. Fresh to slightly weathered with some iron
staining on joint surfaces. Minor sulfide
mineralization throughtout. Joint spacing very
close to moderately close.. Numerous joints
healed with calcite, ociented at approximately
15° to 30° to core axis.
30.7 -45.0 Minor interbedded argillite.
(30.7, 30.9, 38.8, 39.1) Slickensides and iron
staining in joints.
45.0 -46.2 Numerous joints at 15° to 20° to core
axis. Open, highly weathered and clay filled.
62.7 Friable zone.
L. ENGTH ccifE.
OF REC.
RUN (RQOJ
R 5 96
25.4 (78)
to
30.5
R 6 100
30.5 (37)
to
34.0
R 7 lOO
34.0 (98)
to
39.0
R 8 100
39.0 {90)
to
44.0
R 9 100
44.0 (43)
to
48.0
R 10 100
48.0 (96)
to
53.1
R 11 100
53.1 (92)
to
58.1
R 12 125
58.1 (59)
to
61.0
R 13 100
61.0 (71)
to
65.2
65.2 ~--~--------~------------------------------·~--~--~--~
ACRES AMERICAN INCORPORATED t-----....J~'-------------f
CONSU ' 'J'lNG ENGINEERS IIII&M CCI'~TANT•. INC. &.. :1 · •----••T• •'-••••-•u1av•v•••
BUFFALO , NEW YORK ANCHORAGE , AlASKA
DRILLING AEPDRT
BUBITNA HVDRCJELECTRIC PRD.JECT
for ALASKA POWER AUTHCRIT"~
HOLE NO. BH-4
SHEETNO. 3 OF_ll_
SITE Devil Canyon South Abutment JOB NO. P5701. 05 (ACRES) 052504 (REIM)
DEPTH
(ft)
65.2
103.4
ROCK TYPE
Graywacke
(cont'd)
DESCRIPTION:
65.2-70.2 CorelossO.l'.
80.2-80.9 Core loss 0.1'.
86 · 0 Quartz vein with sulfides 0. 01' thick.
102.0 -103.0
stringers.
Numerous quart'Z veins and
LENG'ni ·21
OF COKE.
R •• .._, REC.
"''' ( RQD)
R 14 98
65.2 (84)
to
70.2
R 15 100
70.2 (98)
to
75.0
R 16 100
75.0 (87)
to
80.2
R 17
80.2
to
80.9
89
(57)
R 18 100
80.9 (84}
t1
84.1
R 19 100
84.1 (100)
to
89.4
R 20 100
89.4 (100)
to
93.2
R 21 100
93.2 (68)
to
98.2
R 22 100
98.2 (83)
to
103.4
....
ACRES AMERICAN INCORPORATED 1-----....,jR,~ ll.o>o,.;;~·;£:1t01_ .
E III&M CCNaU..TANTa INC. CONSULTING ENGIN ERS ·-----••ora .......... _ .... ,vn•••
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
SUBITNA HYDROELECTRIC PRD~ECT
for ALASK .. ~ POWER AUTHORITY
HOLE NO. BH-4
SHEETNO. 4 OF.l 3
SITE Devil Canyon sout{l Abutment JOB NO. P5701. 05 {ACRES) 052504 (R ElM)
DEPTH
(ft)
103.4
108.4
ROCK TYPE
Graywacke
Graywacke
w/ Interbedded
Argillite
OESCRI PTION: LF;~ c~.
OF REC.
RUN CRQD}
104.4 -104.6 Joint with slickensides and clay R 23
103.4
100
(92) filling.
Graywacke (as aescribed above) with some inter-
bedded Argillite. Transitional to underlying
phyllite. Argillite is medium to dark gray, fine
grained. Laminae ori"'::nted approximately 20° to
core axis. Moderately hard to very hard, fresh,
generally competent. Numerous contorted quartz
r-tringers throughout. Joint spacing close to
moderately close.
to
108.4
R 24 100
108.4 (100)
to
113.3
R 25 100
113.3 (95)
to
~----~--------------+------------------------------------------------1117.7
114.9 Phyllite
145.6
Dark gray to black, very fine to fine grained.
Foliation approximately 5° to 10° to core axis,
with microfolds crosscutting foliati:n at
approximately 30° (microfolds 20° to 30° t,.;) core
axis). Hard to very hard, fresh. Minor. Julfide
mineralization throughout. Quartz and carbonate
veins common. Joint spacing close to moderately
close. Numerous healed j oiuts throughout.
130.2 -135.5 Core loss 0.2'.
R 26 100
117.7 (87)
to
120.0
R 27 100
120.0 (100)
to
125.0
R 28 100
125.0 (87)
to
130.2
R 29
130.2
to
135.5
96
(96)
R 30 100
135.5 (90)
to
140.5
1R 31 100
1.40.5 (96)
to
145.6
ACRES AMERICANJNCORPOR~ED ~~~~-~~~~~~~~~~~~~~
CONSULTING ENGINEERS !!.~':!?~!~~.!!1.!~:
BUFFALO , NEW YORK AP~CHORAGE , AL.ASKA
DRILLING REPORT
SUBITNA HYDROELECTRIC PRD.IECT
for ALASKA POWER AUTHORITY
HOLE NO.~~H~-~4---
SHEETNO. 5 OF13
SITE Devil Canyon South Abutment JOB NO. P5701. OS (ACRES) 052504 (RSM)
DEPTH
(ft)
ROCK TYPE
145.6 Phyllite
(cont'd)
151.5 Meta-Argillite
189.1 I
OESCRI PTIO~! LENGTH c~E.
OF ~EC.
RUN (RQI))
1R 32 100
145.6 (92)
to
150.8
Dark gray to black, very fine grained, non-IR 33
foliated to indistinct foliation. Hard to very 150.8
hard, well ind~rated, fresh and competent. Very to
gradational contact with overlying phyllite. ,56 0 ...... .
100
(100)
Joint spacing close to moderately close.
166.0 -171.0 Core loss 0.1'.
169.5 -170.4 Quartz veins.
171.3 -172.3 Quartz veins
sulfide mineralization -core
ground by drilling; weak zone.
and stringers,
badly broken and
R 34 100
156.0 (96)
to
161.0
1R 35 100
ll-61.0 (100)
to
~66.0
iR 36 98
ll66.0 (84)
to
!171.0
R 37 100
il-71.0 (8 .. )
to
176.1
78 R 38 100 1 . 1 -181. 6 Core badly broken and ground by 176 _1 drilling. Pieces 0.05' to 0.1' inches diameter. (6 ?)
Joints have chlorite or talc coating. 11~~.6
(179.6-184.0) Core loss 0.1'. iR 39 98
179.6 (45)
to
184.0
R 40 100
184.0 (98)
to
189.1
~~ ACRES AMERICANINCORPOR~ED ~~~~~~~~~~~~~~~~~
A
poro
1
CONSULTING ENGINEERS ~!.~c:?~r~~.!!\.!~ un£o
1
BUFFALO • NEW YORK ANCHORAGE • ALASKA
L-:::.;::..;;::...;;;.;;.;;.;;...;;;.....J ~----------------------~~~~=------~------------------------------------------~ DRILLING REPORT
SUBITNA HYDROELECTRIC PRCJ.JECT
for ALASKA PCJWEA AUTHORITY
HOLE NO.~H_-_Ll ___ _
SHEETNO. 6 QFld_
{ACRES) 052504 (RBIM)
~----~--~------------~------------------------------------------------~----~~~ LE~ Y.!
SITE Devil Canyon South Abutment JOB NO. P570l. OS
DEPTH
(ft)
ROCK TY.PE
189.1 Meta-Argillite
(cont'd)
205.0 Phyllite
235.5
OESCRI PTION: OF CoteE.
REC.
RUN CRQD)
R 41
189.1
te,;
194.3
R 42
194.3
to
199.6
6 R 43 199. -201.6 Quartz vein 0.02 1 thick at
approximately 10° to 20° to core axis. Sulfide 199 • 6
mineralization. to 204.6
Gray brown to dark gray to black, very fine to
fine grained, well developed foliation, wit.h
characteristic silvery luster (white-mica
phyllite) on clearage surfaces. The rock
contains highly contorted quartz veins and
stringers throughout, which crosscut the
foliation. Orientation of foliation is highly
irregular in these zones. Rock is hard to very
hard, fresh and competent. Joint spacing close
to moderately close. Numerous healed joints.
222.3 -250.0 Contorted quartz stringers and
veins form 20% to 40% of rock. Foliation highly
irregular.
R 44
204.6
to
209.6
R 45
209.6
to
214.9
R 46
214.9
to
220.0
R 47
220.0
to
225.3
R 48
225.3
to
230.1
R ·19
230.1
to
235.5
100
(79)
100
(100}
100
(96}
100
(100}
100
(77)
100
(!00)
100
(92)
100
(87)
100
(91)
l
WJ
} ACRES AMERICAN INCORPORATED .,__ ___ ,~~11
A
CONSULT!NG ENGINEERS !!.~~11!.:!~~..!!1.!~
BUFFALO
1
NEW YORK ANCHORAGE , ALASKA
....;. .
DI=IILLING REPORT
BUBITNA HVDRD.LECTRIC PRO~ECT
for ALASKA PCJWEA AUTHCJRITV
HOLE NO. BH-4
SHEETNO. 7 OF.11...
SITE Devil Canyon south Abutment JOB NO. P5701. 05 (ACRES) 052504 (RS!M)
DEPTH
(ft)
ROCK TYPE
235.5 Phyllite
(cont'd)
271' 9
DESCRIPTION: L~ cciE.
REC.
RUN (RQO)
R 50 100
235.5 (58
to
240.3
R 51 100
240.3 (96
to
245.6
246.3 -246~8
with sulfides.
Quartz ~Tein, highly mineralized R 52 100
245.6 (100)
to
247.8
R 53 100
247.8 (98)
to
250.3
252.0 -267.0 Zone contains in~ermixed layers of
spotted phyllite. R 54 250.3
100
(98)
262.1-262.5, 263.9-264.5, 211.1-2:1.e
Quartz veins, highly mineralized with sulfides.
to
255.2
R 55
255.2
to
260.3
R 56
260.3
to
262.6
R 57
262.6
to
267.6
R 58
267.6
to
271.9
100
(82)
100
(69)
100
(90)
100
(84)
ACRESAMERICANINCORPOR~ED ~--~~~~~~~~~~~~~~~
CONSULTING ENGINEERS !!.!..~~!~~.!! .. !~
BUFFALO , NEW YORK ANCHORAGE , ALASKA
DRILLING REPORT
HOLE NQ._B_H_-_4 __
SHEET NO. 8 OF.l3
SUBITNA HVDADELECTRIC Pif:ID.JECT
for ALASKA POWER AUTHORITY
SlfE Devil Canyon South Abutment JOB NO. P!1101. 05 (ACRES) 052504 (R&M)
DEPTH
(ft)
ROCK TYPE
271.9 Phyllite
(cont'd)
312,2
DESCRIPTION:
..... -•..(. lEN\:~ I f'l co'tfE.
OF REC.
RUN (RQDl
R 59 94
271.9 -277.3 Core loss 0.3'. 271.9 (91)
to
277.3
282.2-287.5 Massive quartz vein. R 60 100
277.3 (92)
to
289 .. 0
R 61 100
281.0 (94)
to
286.0
R 62 100
286.0 {04)
to
291.0
292 · 9 -295. 6 Shear zone. Rock is highly R 63 80
brecciated with clay gouge. Very friable. Rock 291. 0 (8}
fragments range from 0. 01' to 0. 1' . Core loss to
2.0'. 293.5
307.0 -312.2 Core loss 0.1' .
3~8.1 -311.5, 318.3 -319.2 High
w~th chlorite and calcite coatings.
angle joints
R 64
293.5
to
297.9
R 65
297.9
to
301.9
R 66
301.9
to
307.0
R 67
307.0
to
312.2
66
(55)
95
(90)
'
100
(71)
98
(58)
ACRES AMERICANINCOR~R~ED ~~~~J~~~·~~ ~~~~~~~~~~
CONSULTING ENGINEERS ~~~'!~~.!!~~~:
BUFFALO , NEW YORK ANCHORAaE , ALASKA
DRILLING REPORT
B.UBITNA HVDRCI!LECTRIC PRC.JECT
for ALASKA ~OWER AUTHORITY
HOLE NO. BH-4
SHEET NO. 9 OF.l3
SITE_ Devil Canyon South Abutment JOB NO. P5701. OS (ACRES)_ 052504 (RS!M)
DEPTH I
(ft)
ROCK TYPE
312.2 Phyllite
(cont'd)
353.3
OESCRIPT!ON:
330.4-331.1 Open joints at. 20c to core axis.
343.9 -345.0 Quartz vei.n.
···-~ LErNrn CoteE.
OF REC.
RUN (RQO)
R 68 100
312.2 (81)
to
317.0
R 69 100
317.0 (84)
to
322.0
R 70 100
322.0 (100)
to
327.0
R 71 100
327 .. 2 (100)
to
332.2
R 72 100
332.2 (94)
to
337.3
R 73 100
337.3 (94)
to
347.0
R 74 100
342.4 (89)
to
347:o
R 75 100
347.0 (83)
to
350.0
352.0 -376.3 Zone contains intermixed layers of R 76 100
spotted phyllite. 350.0 (100)
to
353.3
ACRES AMERICANINCORPOR~ED ~~~~~~·~~~~~~~~~~~
CONSU •·:rtNG ENGINEERS IIII&M car.-..LTANT.,INC. L-• ._......_ ...._ .. taT• • ._.,..,.._ eu•veva••
BUFFALO , NEW YORK AN.:HORAGE I AL.ASK'A
DRILLING REPORT
HOLE NO,_B_H_-_4 ____ _ SUSITNA HYDROELECTRIC PRD..JECT
tor ALASKA POWER AUTHORITY SHEET NO. 10 OF.13
SITE Devil Canvon South Abutment JOB NO. P5701. 05 (ACRES) 052504 (RSsM)
DEPTH
(ft)
ROCK TYPE
353.3 Phyllite
(cont'd)
396.0
OESCRI PTION:
LEtfGTH XI OF CUKE. REC.
RUN (RQD}
R 17 93
353.3 -356.5 Core loss 0.2'. 353.3 (83)
to
356.5
R 78 100
356.5 (98)
to
361.0
362.5 -364.8 Massive quartz vein. R 79 100
361.0 {95)
to
366.5
370.0 -376.3 Quartz vein with some intermixed R 80 100
spotted phyllite. 366.5 (89)
to
371.0
R 81 100
371.0 (58)
to
376.3
376.3 -387.0 Dark gray to black, well developed R 82 52
foliation at 10° to 20° to core axis. Contains 376.3 (35)
no quartz stringers.
376.3 -379.4 Core loss 1.4'
to
379.4
fR 83 100
379. 4 -386.0 Mis latch of core barrel, section 379.4 (~/A)
badly broken, core badly ground during drilling. to
386. 0 -396. 0 Core loss 0. 5 ' .
387. 1 -399. 0 Spotted phyllite.
386.0
R 84 92
386.0 (92)
to
390.,8
R 85 98
390.8 (85)
to
396.0
ACRES AMERICAN INCORPORATED _____ ...JS2....,~...;..:·Jr,~
CONSU ,.TING ENGINr::r:. .... RS ~aM carau..TANT•g trr«:. I.. r:-•-·----••T• ., .. ,..,.,.,_ •u•v•vo••
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING AEPCIRT
SUBITNA HVDRCIELECTRIC PRD.IECT
for ALASKA POWER AUTHCAITV
SITE Devil Canyon So~~ .Abutment JOB NO. _ P5701.05
DEPTH
{ft)
ROCK TYPE
396.0 Phyllite
(cont'd)
OESCRI PTION:
HOLE NO. BH-4
SHEETNO. 11 OF.ld..
(ACRES) 052504 (R&M)
LE~ .:'.! OF COKE. REC.
RUN (RQD)
R 86 100
396.0 (94)
to
401.1
R 87 100
~01.1 (100)
to
406.1
406.5 -461.7 Zone contuins occasional layers of R 88 100
(86)
440.6
spotted phyllite. 4 06 .1
(425.0-430.3) Core loss 0.1'.
to
411.1
R 89 100
411.1 (100)
to
416.2
R 90 100
416.2 (100)
to
420.0
~ 91 100
1420.0 (100)
to
~25.0
R 92 98
425.0 (96)
to
430.3
:a 93 100
1430.3 (81)
to
1435.6
iR 94 100
435.6 (92)
to
440.6
ACRES AMERICAN INCORPORATED t-----__,rS2.,_~·~-------------1
CONsu l 'TING ENr.:INEERS llt&M c;;aFau!.TANT• INC, L. ...., .,........., ...._ .... T. •a.au••--•u'-v•va••
BUFFALO , NEW YORK ANCHORAGE , A~-ASKA
DRILLING REPORT
SUBITNA HVCIACELEC:TRIC PRD.JECT
for ALAaKJ.\ POWER AUTHORITY
SITE Devil Canyon South Abutment JOB NO. P5701. OS
DEPTH
(ft)
ROCK TYPE
440.6 Phyllite
(cont'd)
476.0
DESCRIPTION:
HOLE NQ,_BH_-_4 __ _
SHEET NO. 1 2 OF.1 3
(ACRES) 052504 (RflM)
LENGTh Y.f
OF COKE.
REC.
RUN CRQD)
R 95 100
440.6 (94)
to
445.7
R 96 100
445.7 (90)
to
450.7
R 97 100
450.7 (83)
to
454.3
R 98 100
454.3 (72)
to
456.1
R 99 100
456.1 (100)
to
456.7
R 100 100
456.7 (63)
to
461.0
R 101 100
461.0 (76)
to
466.0
R 102 100
466.0 (100)
to
471 .. 0
R 103 lOO
471.0 (98)'
to
~76.0
·----------------------~--~--~
~-------------------------------------~-------------------------------------------------
ACRES AMER~CAN INCORPORATED t-----....rQ~~-;....::~ ..___--------~
CONSULTINS ENGINEERS ~l!.~c:2f~:E~~..!!l.!!'!?.:
BUFFALO , NEW YORK ANCHORAGE , AL.ASKA
DRILLING REI=tQRT
SURITNA HVI:IRDELECTRIC PRC..JECT HOLE NO. 13H-.1 .....
for ALASKA I~DWER AUTHORITY SHEETNO. 13 OF 13
SiTE Df'Yi1 Canyon South Abutment JOB NO. P5701 a 05 (.~CRES) 052504 {HS!M)
LE~
. '%
DEPTH ROCK TYPE OESCRI PTION: CORE. OF REC.
(ft) RUN (RQD)
476.0 Phyllite R 104 100
(cont'd) 476.0 (98)
to
481.0
R 105 100
481.0 (100)
to·
486.0
R 106 100
486.0 (100)
to
491.0
R 107 100
491.0 (94)
to
495.8
. R 108 100
495.8 (96)
to
501.0
5.01.0 End of Hole
____ _._~------~--~-------· ----~----------------------L--L~
LEGEND
r;:::;::;r INBEDDED GRAYWACKE ~ S ARGILLITE
~PHYLLITE ULl
~ARGILLITE
CORE RECOVERY 8 ROD (~~)
0 t:O 40 60 80 JOO
ACRES AMERICAN INCORPORATED
BEDROCK LOGS
HOLE NO.___§:...;.H_-....;.4 _________ DATE JULY 1980
LOCATION_ OEVIL CANYON
-...
.!:.
:X:
1-
0.. ....
Q
20
40
60
80
100
120
140
160
200
220
._;
~
z
0
j::.
~
...1 ....
1353
CORE RECOVERY a R.o.o.
0/o
20 40 60 so
NUMBER OF
JOINTS PER
10FT •
5 10 15 20 REMARKS
SLICKS
SI..ICI<S
SLICKS
HIGHLY FRACTURED AND WEATHERED
QUARTZ VEINS a STRlNGERS
•QUARTZ VEINS a STRINGERS
J CONTORTED QUARTZ
VEINS a S11NGERS
HIGHLY
~-1-!----1---1-~ MINERALIZED
240
QUARTZ VEINS
HIGHI..Y
MINERALIZED
290 QUARTZ VEiN
HIGHLY
MINERALIZED
QUARTZ VEIN
300 SHEAR ZONE:
320
QUARTZ vEIN
INTERBEDDED
GREYWACKE
SARGIWTE
PHYLLITE
META-
ARGILWTE:
~PHYLLITE
ACRES AMERICAN iNCORPORATED
BEDROCK LOGS
HOLE NO. BH-4 DATE JULY 19~0
LOCATION _..=:.D.=EV..:..:I~L:.__...;;:.C.:....:A~NY..:..:O=...:N...:..._ _________ _
-..,: u. -PERMEABILITY NUMBER OF
JOINTS PER
10FT.
5 10 15 20 :"~EMARKS
STRONG FOLIATION
¢;;;;;:;~;:;;;;;!~~:...END OF HOLE 501 1
------'
PHYLLITE
SUMMARY OF WATER PRESSURE TEST RESULTS
Borehole Number
Location
BH-4
Devi I Canyon
G;~ound Surface Elevation 1353
Static Water Level
Dip of Hole
DeEth Tested
From To
(feet) (feet)
13.9 30
28.9 45
43.9 60
58.9 75
73.9 90
88.9 110*
108.9 125
118.9 135
123.9 140
138.9 155*
148.9 165
153.9 170
31 feet (Vertical)
60°
Gauge
Stickup Pressure
(feet) (Esi)
1 10
6 15
1 20
6 24
1 34
6
14 50
1 55
1 55
6
6 '0
1 50
Duration
of Test
(min)
10
10
10
10
10
10
10
10
10
10
Flow Coe::'?;,...ient of
Rate Perrneabfltty
c~.u2m) (em/sec)
.045 2.67 X 10-6
.24 1.20 X 10-5
.25 1.05 ,.-: 10-5
.04 1.43 X 10-s
3.25 9.62 X 10-5
.26 5.36 X 10-6
3.65 7.31 X 10 -5
4.25 8.61 x 10-5
.050 8.26 X 10-7
1.03 2.35 X 10-s
-/( Unable to test section -packer problems ... high flow rate "' water flow
from top of borehole.
Borehole BH-4 Devil Canyon -(Continued)
_Qef2th Tested Gauge Duration Flow Coefficient of
From To Stickup Pressure of Test Rate Permeability
(feet) (feet) (feet) (Esi) (min) ~CeEm) (em/sec)
163.9 180 1 80 10 .64 9.84 X 10 -6
178.9 195 6 85 10 .04 5.75 X 10-7
193.9 210 1 95 10 .04 5.22 X 10-7
208.9 225 6 100 10 .02 2.49 X 10-7
223.9 240 1 105 10 .03 3.58 X 10-7
238.9 255 6 115 10 .05 5.51 X 10-7
253.9 270 1 125 10 .035 3.58 X 10-7
268.3 285 6 130 10 .035 4.28 X 10-7
283.9 300 1 140 10 .025 2.76 X 10-7
298.9 315 6 145 10 .105 9.69 X 10-7
313.9 330 1 150 10 .035 3.02 X 10-7
328.9 345 6 160 1 '"J (. .45 3.62 X 10-6
343.9 360 1 170 10 .20 1.54 X 10-G
358.9 375 6 175 10 .11 8.53 X 10-7
373.9 390 1 185 10 .90 6.40 X 10 -6
388.9 405 6 190 10 .09 6.19 X 10-7
403.9 420 1 200 10 . 14 9.93 X 10-7
418.9 435 6 200 10 . 1l!. 7.87 X 10-7
433.9 450 1 200 10 .12 7.94 X 10-7
448.9 465 6 200 10 . 10 6.56 X 10-7
458.9 475 1 20(} 10 .105 6.95 X 10-7
APPENDIX B-3
WATER PRESSURE TESTING DETAILS
Water Pr~ssure Testing Details __ ..,.. __
This ~ection expands on the mechanical details of Section 5.2b (ii) of the
report by describing the ac,ual procedures used.
Calculations
To calculate the maximum water pressure to be applied in a given test section,
the following steps were undertaken. The vertical depth to the static water
table in the hole and to the center of the test section was calculated. The
maximum test pressure was equal to 1 psi per foot of vertical depth from the
ground surface to the water table, plus 0.5 psi per foot.of vertical.depth
from the water table down to the center of the test section to a max1mum
value of 200 psi.
In c:alculating the actual gauge pressure to be applied at the surface, the
hydr·ostatic pr·essure generated by the column of the water in the riser pipe
from the water table to the top of the riser was subtracted from the calculated
test pressure.
Accurate Measurements
In order to obtain accurate permeability va1ues 3 it was necessary that the
applied pressure and flow rates be measured accurately. A panel of four
Fisher-Porter glass tube variable flow meters was set up as shown in Figure A.1.
These meters have an accuracy of 1% over full scale and individual ranges of
0.021-0.267 gpm, 0.095-1.19 gpm, 0.34-4.25 gpm an~ 0.88-11.0 gpm. The panel
was set up to use any of the four meters or to bypass them altogether.
Water pressure was supplied by a Bean fixed-displacement, piston pump. Test
pressure was monitored using a liquid-filled Ashcroft model 1279 pressure
gauge with a 0 to 300 psi range and 2 psi divisions. The accuracy of this
gauge is + 0.5% of full scale.
To eliminate pressure surging in the line, a surge tank was installed and
pressure snubbers were used between the pressure gauge and the main line.
I
INFLATION
LINE
t
TEST
JJ SECTION
~ t~.-__ _
:::0
fTI
(D
~l
PRESS URI::
GAUGE
o-300psi
L FLEXIBLE
HOSE
AW OR!LL
RODS
INFlATABLE
PACKEr".i
FLOWMETER PANEL
SURGE TANK
BY-PASS
VALVE
SCHEMATIC VEIW OF WATER PRESSURE
TEST ASSEMBLY
TO WATER
SOURCE
FLEXIBLE HOSE
WATER SOURCE
APPENDIX C
BORROW AREA INVESTIGATIONS
Pl"epared By: R&M Consultants, Inc.
APPENDIX C-1
AUGER DRILLING REPORTS
WATANA
Sl
Sl
Sl
ORGANIC MATERIAL
W/TRACE SILT
-------0'
31 Visible Ice, 0-4.5', Vr
Refusal
Boulders 3.5'-6'
~;:;::or=~~~_......-----..---4.5'
No Visible Ice, 4.5'-6' 11.2!t. SN. F4
TRACE ORGANIC HATERIAL,4.5'-6'
Sl
Sl
Sl
Sl
R~fusal, 11.1%, SM, F4
Refusal, 6.7%, SM, F2
Little Visible Ice, 6'-20
Refusal, 6.6%, SM,F4
SILTY SAND W/TRACE TO
SOME GRAVEL
Gray-Brown, Subangular to
Subrounded
Refusal
Boulder at 20', Refusal
~~._-----------------------20'T.D.
OWN. KW
CKO. MH
DATE.Aug. 80
SCALE. 1 '=4 1
t\TATER T&BL ~ NOT ENCOUNTERED
Sl
Sl
Sl
SILTY SAND W/TRACE TO
SOME GRZ~VEL
Gray
(§) 90, 11.3%, SM, F4
® 7 2, 9 • 4% , SM, F 4
Possibly Frozen Below 21'
Boulder at 29', Refus~l I
SUSITNA RIVER
HYDROELECTRIC PROJECT
GEOTECHNICAL INVESTIGATIONS
R~~ J
• PROJ.N~Q5250J
I \.. OWG.NO.
.. .. .
AH-D3
7~-~1~5~-~8~0~--------~~~-----0'
0. 5 .... ORGA'i.'J.J.C MATERIAII w.o.---_::.:~ _ __, ______ -r. __ --o.s•
s
s
s
S.
s
29
56
92
SANDY SILTY GRAVEL
Brown
Scattered Cobbles, 11.5'-30.5'
Boulder at 10.5'
Visible Ice as layers
and Coatings, 2'-20, Vc+Vs
Ice, 20'-23', N
Refusal
Visible Ice Lenses,
23 1 '-27', Vs,
No Visible .:r.ce,
27'~30.5',N
Refusal
..... """""" ...... ""'-'------------30. 5 IT. D.
o~~c ~~L __ 0 _5 ,
2 Refusal
DIORITE BOULDER ~------1.5'
\d) 10
SANDY SILTY GRAVEL
Gray
Scattered Cobbles, 8'-15'
Boulder at 15', Refusal
~~--~--~------------------15' T.D.
_____ _,_ _________ -=--------·~-'-~->"<' _____ ......,....._ ___________ _
OWN. K~
CKD. MH
DATE. AUg. so
SCALE. 1'=4'
C)(::; SUSI'!'NA R!VEH
R &M CCNSULTA~TS, . ~NC.) HYT.>ROEL.CCTRIC PP.OJEC'!.'
......... •••Lo•••n ·.'-"••••• .,.v ...... J . GEc·rECHNICAL INVEST I GAT IONS
--·-'7.;; ~-''--·~---------._.,. ___ __,
r.s.
GRID.
PROJ.NO.Q52504
OWG.NO
OWN.
CKD.
I<W
MH
A
AH-El
7-1-80
DATE. Aua .. 80
SCALE. 1' =4 1
Refusal
Boulder, 7.5' -lOt
SANDY GRAVEL W/SOME Brown
SILT
;:lea t·tered Cobbles, 4 1
-25 1
100+
28
Refusal
Refusa.l
Boulder, 20.5' ~ 22'
Refusal
25 '· T. D.
Ah-E2
7-18-80 0'
Sp -
Sl
Sl
Sl
Sl
Sl
------------------Q) ORGANIC MATERIAL -=--------,._
~2LTY SAND GRADING TO
TO SAND W/SOI-lE SILT Brown
15
----~-----..
(!) 46
Refusal
1.5 1
4.5'
SANDY GRl\VEL W/TAACE SlLT
Numerous Cobbles
Refusal
Boulder at 10 1
, Refusa!o~T.D.
l
SUSITNA RIVER~ r-F.B_. ______ .-..---!
HYDROELECTRIC PROJECT I GRID.
GEOTECHNICAL !NVESTYGATIONS PROJ.~0.052504
\...DWG"_._No_. ----~
Sp
Sp
Sp
SJ.
Sl
Sl
Sl
Sl
......... ~~~=---------~~~~~~---~· ORGANIC UATERIAL ..........
• 3 I
Gru1.VEL' W?sor-1Esi:\"N''DAN:.:>
TRACE SILT
~-----1' 4 5 ~SILTY SAND l 5 ~ (§)'"'1oO+ _____ ·
60, 4.4%, SP/SM, F20
100+, 0.7%, GW, NFS
Scattered Cobbles,
1.5' -20'
Refusal
SANDY GRAVEL W/TRACE TO
SOHE SILT
Brown, Subangular to
Subrounded
100+
94
AH-E4
7-17-80 0'
Sl
~...,-1""""1=-ORGANIC MATERIAL 1 ~"-------... ---0.5 \6.1 SILT W/SOHE SAND
Brmvn 1 , 3~-----------.5 24 SAND W/SOME SILT ~ tG· Orange-Brown
----------=:::41
5 22 SANDY SILT -:=--~~~------4.5' 2o, 17.6%, SML F2
Scattered Ccboles, 4.5'-20'
Refusal
100+
SANDY GRAVEL W/TRACE SILT
Brown~ Subangular. to Subrounred
Refusal
20'T .. D .
'
OWN. KW
CKO. MH
DATE. AUg. 80
SCAl-E. 1'=4 1
. -.....
R&M CONSULTANTS, INC.
IINDINiillil"'lll DIICI..CDIISTI!l PI..ANNIIAB BUn\lllVCRB
----~~~--------------------.--~·~
SUSITNA RIVER
HYDROELE~TRIC PROJEC'!'
GEOTECHNICAL IW"ESTIGATIONS
F. B.
GRID.
PROJ.NO.Q52 504
OWS.NO.
Sl
Sl
£1
Sl
Sl
Sl
Sl
A
Sl
A
Sl
1 4 ORGANIC NATERIAL
-----ffl~ .,__.----I'
2 . 8 SILT W /TRACE SAND
3 38 AND ORGANIC HATERIAL
-Red ... Tan 2 ,
4 Refusal-- - -
100+
100+
GRAVEL W/TRACE TO SOME
SILT, SOME SAND
Brown, Subrounded to
~~~~~~~lar
Refusal
Scattered Cobbles and
Boulders, 2'-10'
Refusal
JQ.;;;;~------------.......;iO' T. D.
OWN. KW
CKD. MH
OATE.Au • 80
SCALE. 1 I ~4 I
WATER TABLE NOT ENCOUNTERED
Sp
Sp
Sl
Sl
Sl
Sl
Sl
s:.
Sl
ORGANIC NATERIAL ·-~---~-----.5'
~~D W/TRACE SILT .
Refusal
SANDY GRAVEL W/TRACE SILT
Brown
Scattered Cobbles, 2.5-6'
Refusal-
32
INTERLAYERED SANDY £: ILT AND SILTY SAND ...
Brown
25
Refusal
SANDY GRAVEL
W/SOME SILT
Brown, Subangular to Subrounded
Scattered Cobbles, 9'-26.5'
Refusal
Bl
80
SUSITNA RIVER
HYDROELEC~RIC PROJECT
GEOTECHNICAL INVESTIGATIONS
F. B.
GRID.
PRO\l,N0,052504
OW G. NO.
Sp
Sl
AH-E7
·~/-~2~0~-~8~0~-------------------0'
Scattered to Numerous
Cobbles, 0-5.5'
Refusal
2. 3%, Gf./ NFS
SANDY G.r<..a VEL
W/TRACE SILT
Yellow-Brown
Ref11.sal
Boulder at 5.5', Refusal
Sp
Sp
Sl
Sl
Sl
AH-EB
7-21-80 I r-""""T"''~---~--------.0
37
SAND WjSOME SILT
t,RADING 70 SAND
-W/T~C!_§~EL --3 I
100+
SANDY GRAVEL
W/TRACE SILT
Yellow-Brown
Refusal Sl Refusal .w.;.la.ll..~------------5. 5 IT. D. Scattered Cobbles, 3'-6'
Boulder at 6', Refusalr'T D WATER TABL~ NOT ENCOUNTERED
~~~--~--------~~-------0 . .
WATER TABLE NOT ENCOUNTERED
OWN. KW
CKO. MH
DATE. Auq. 80
sct.LE. 1' =2'
R&M CCNSULTANTS1 INC.
I!NGINilER!I GI!Dt..DGIUTIS PI..ANNGRIS !IURVI!VORII
SUSITNA RIVER l F.B.
HYDROELECTRIC PROJECT GRID.
1------------{
GEO'l1ECHNICAL INV2STIG.ATIONS PROJ.NO. OS2504
~--~-____ •....;·---f
-·--------:".··-;; ___ ) DWG.NO.
OWN. KW
CKD. MH
DATE. Aug. 80 --
SCALE. 1 I =2 I
Sp
Sl
Sl
Sl
Sl
A
AH-E9
~7;-;2~0-~a~o~-------------------o•
SAND W/SOME SILT
AND TRACE ORGAl~IC
r~IATERIAL
56
SANDY GRAVEL W/SOME
SILT
No Recovery
100
Scattered Cobbles,
2.5'-8'
4.4%.r GM, Fl
Boulder at 8', Refusal
~~---------------------a~ T.D.
WATER TABLE NOT ENCOUNTERED
R&M CONSULTANTS, INC.
iiNDINIIIIfiiS GIIQLCDIATS P!,ANNIIRQ AU,.VIIVOfiiS
SUSITNA RIVER
HYDROELECTRIC PROJECT
GEOTECHNICAL INVERSTIGATIONS
F. B.
GRID.
PROJ.NO.
DWG.NQ
DEVIL CANYON
OWN. KW
CKO. MH
DATE. Aug. 80
s·: '..E. ·1 1 =4'
AH-Gl
7-22-80
0'
Sp 1 ORGANIC MATERIAL
Sp
Sl
Sl
Sl
Sl
Sl
Sl
Sl
Sl
·--------------
SAND W/30ME SILT
Brown-Gray
15
• 5 I
12 -·----4' ,.._n ____ _
SANDY GRAVEL W/TRACE SILT
Scattered Cobbles, 11' -23'
Refusal
Boulder at 23', Refusal
~~----------------------23'T.D.
WATER TABLE NOT ENCOUNTERED
R&M CONSULTANTS, INC.
.NDIN •• Ra a•ai.OQJaT• PI.~NN.IIIa 11UIIIVBVQtlla
SUSITNA RIVER
HYDROELECTRIC PROJECT
GEOTECHNICAL I;-iVESTIGATIONS
F. B.
GRID.
PROJ.NO. 052504
OW G. NO.
Ql'1N. KW
CKO. MH
OATE.Auq. 80
SCALE. 1 1 =2 1
sp
SP
Sl
Sl
Sl
Sl
Sl
Sl
1 ORGANIC .ttlATERIAL _____ _._.---{).5'
Seasonal Frost .5-1.5'
54
89
SANDY GRAVEL 111/TRACE
SILT
Brown to Gray, Subangular to
Subrounded
Refusal
Scattered Cobbles, 6'-11'
Refusal
Boulder at 11', Refusal
~~~----------------------ll'T.D.
WATER TABLE NOT ENCOUNTERED
R&M CONSuLTANTS, RNC.
SUSITNA RIVER
HYDROELECTRIC PROJECT
GEOTECHNICAL INVESTIGATIONS
ENDINI!I!RI& QEQL.DilltaTQ PL.ANNaRa SURVI!VORR
F. B.
GRID.
PROJ.NO.QS2504
DWG.NO.
APPENDIX C-2
LABORATORY TEST DATA
SUMMARY OF LABORATORY TEST DATA
Pfto.I£CT W~. 05:!504 R$M . CONSUt..TANTS. INC.
CI.IEN'1' •ACl'I!S
MOJECT NAWE J::i:iitllil SUMMARY OF LABORATORY TEST {Watana DaB Sit•) DATA
~I .. ..,
LAI ~0 -1 3/4" a.o DEPTH 4" 3• 2'" 1~" 1" NO. acz ::llZ g ~ -soRRdw H w-so-256 100 95 es 114
I (Grab samoltd -· eomk H !-1-80-257 100 97 92 89
(G:rab SUIPls) -DEAD~ j'i-8]-282 -
(Grab ,SUIPlB) --DEAD~U w-80-300 100 95 93 89
STREAM
(Gr.ab saaple) -
ALLU\"'UM w-8a-3o2 100 92 90 82 69 sa
(Grab samplfd
soRNdw n All-Dl 15 00 99
(6.0 -7.5')
BORRO: w 0 AU-Dl 16 100 87 87
I ca.o -a.s• > ··-
BORJU; w D AH-Dl i7 100
(10.0 -10.3'1
BORRC rW D All-02 it3 100 80 80 so 77
(1 5 -J. O!l
BOR.~ ~ D AH-02 i4 100 94 92
(3.0-4.5')
R EWARKS : ----=-·Estimated Value
------**__::W~a~No~n...:V~i:.::;:S,::CCU=:S:.._ • ...:.NP;::_.::.•-!lNon Plastic;
-
Cl ..,
1"13/4" LAI ~0 -1 a..o OiPTH 4" 3" 2" l~" NO. ~:z: :l;;c
CD ~
BOMC ~ 0 AH-02 ItS 100 98
(4. 5 ' o• >
BORRCiw D AH-02 tB 100
lno;('-1~ "'
BORRC!w D AH-02 119 100 96 94
1(20.0 -21.5'
BA.tUttiw E AH-E1 it3
111.0-l.Sq
BORRC 1i E AH-El it4
!t~).0-15 1 )
BORRC!w z AH-EJ 116 100 8!?' 89 83 80
IC4.5 -6.0'1
SORRCii E AJI-1!!3 t7 ... 100 90 76
1(6.5 .., 8.01 }
BOIUIC li E AU-E4 16 .
(5.0 -6.5 1 )
BORRC
1
W E II.H-E7 113 100 as 73
(2.0 -3.01 )
BORRe w E Ali-E9 ~2 (1.5 - 3 0')
BORRC w E AH-E9 ij6 (6.5 -8 o• 1 00 95
' ..
I I /2" 3/S'* 14 uo 140 i200 .
81 78 71 64 -~ :l .. 38.2
84 81 73 66 54 36.0
100 99.5
87 86 eo 76 58 26.9
4S 38 27 23 14 2.6
95 94 90 84 69 42.3
83 80 75 69 I 54 28.3
-
91 91 87 76 62 3S.7
73 72 67 61 47 28.5
90 89 &6 79 62 35.0
1./2' 3/S 34 uo #40 1200
96 92 87 80 59 30.7
99 !)7 93 87 70 44.0
93 91 85 7D 61 38.6
100 99 48.0
100 98 59.S
76 72 62 52 28 6.2
62 57 40 31 16 3.7 -
100 99 98 92 66 22.2
56 49 39 31 12 2.1
100 99 28.6
87 79 57 44 33 17.0
~EMAR~!: ~ 1-2 Rock ~:eaent in Sample -------;.~~~t~~~t=ed~V~a~l~u~~-------:~.-------------------------------------
.02
24.3
19.6
81.3
9.2
19.0
-
14.4
18.2
l:'.l.O
21.2
-
.02
13.8
22.5
21.3
OAT£ 10-17-80
PARTY NO. PAGE NO. c-ol
\ pni.fied
DOS oa'2 Moist:. LL PI Class.
13li 8.6 10.9 21.7 9.2 lr~-sl'!
-
8.9 5.2 !2.3 17.1 2.5 iGM-SM
-
69£ )0.8 42.1 55.9 33.2 CL-cH
-
3.0 1.3 6.6 tN '** NP ** SM
G;P -
6.1 2.6 ll.l NV NP SM
ti.l 3.3 6.7 SM*
8.2 4.9 6.6 SM*
3.2 2.9 25 •. , ~lV NP SM
4.1 2.4 11.4 13.9 NP SM
NOTE: SIEVE ANALYSIS • PERCENT ?ASSINI
-
\ Unified
DOS D02 Hoist. LL PI Class.
3.9-,, .6 11.2 NV NP SH
8.9 4.0 11.3 15.5 2.2 SM
10.3 4.2 9.4 17.5 4.2 SM --
19.6 SM
27.3 ML• -
4.4 SP/SM
0.7 G"r'l
17.6 szo~ -
2.3 GP -
-15.7 SM .
4.4 I G.'i
NOTE! Sl£VE AHAL.'I'SIS • PERCENT PASSINI
U.S. Slon.dord Sieve Openings in lnch11 U.S. Standard S1eve Numbers Hydrometer
3 2 11/l I 3/4 1/2 3/8 3 4 6 8 10 14 16 20 30 40 506070 100 140 200 270 . 0 100 ·~ ' I !I I !I I I I I I I' I I I I I II
" ~ 90
"" " 10
80 ~" 20 ..........
t-o[' [' r-..
I"'~ ~ ...--r-w ..... 8o 1.57 30 ....
70 .c: -"" ~ (lll
.c: QJ o; ....,. ~ ~ C) ~-g D-2~ 6-~ 60 40 >-..... ~::: ..0
}; ~ '-
~ QJ
'-~ en .,
50 50 '-c ~ 0
u.. 0
~ u -~· -c
QJ 40 60 c
0 ' QJ
'-r-."" I' 0
QJ '-
0... 1'-
QJ
['. .......... 0...
30 ........ "' 70
I'-.. ..........
20 "'-. ~ 80 ~" I'-
'r--. i'-... r---.... 90 10 :-...... --.......... ---t-.
0 100
.. -100
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
I GRAVEL I SAND I SILT or CLAY I Coarse I Fine Coarse I j\'1edium I Fine
-
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION CONTENT DENSITY
W-80-256
W-80-257
DRAWN BY DL
R BORROW AREA H APPROVED BY $ M CONSULTANTS, INC. SUMMARY OF GRAIN SIZE DISTRIBUTION DATE DEC. 1980
PROJECT NO. 052504
0
0
1\) ....,
1\) .
U.S. Sta:1JJard Sleve Opening' in lnchn U.S. Standard Sieve Numbers /Jiydrometer
3 -' I 1/2 I 3/4 l/2 3/8 3 ·i 6 8 10 14 16 20 30 40 50(;0'(0 100 140 200 270 100 II 1r-....'' I II -l II I I I I I II I I I I I II
"' 90 ' ~ '
80 Ita
f' t--... ... 70 1'. +-t'-. .c
01
Q; """~ ~ 60 ..... t-. ~ I-....
i"'t .... t'--.. G)
50 ·= ~ u.. ..........
+-~ c
G) 40 0 ~i' ....
G) a.. 1'--
30 "'~
20 i'--........ .....
':-...
" ~
10
0 too 50 10 5 I 0.5 0 I 0.05 0.01 0.005
Grain Size in Millimeters
I GRAVEL I SAND I SILT or CLAY I Coarse Fine Coarse Medium l Fine I
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION 8 DESCRIPTION CONTENT DENSITY
W-80-256 10.9% 21.7 9.2 GC-SC Poorly graded 'Till' with low Plasticity
f-'-~--'--
I (Gr<lh St=Jmnl 1 i) SILTY GRAVEL AND SAND WITH TRACE CLAY
R $ BORROW AREA H M CONSULTANTS, INC.
-...
0
l
10
20
....
30 .c.
0\
4)
~
40 >-.0
'-
Ql en .... 50 0
0 u
.....
6G
c:
IU
0 ....
Q)
0..
-70
d0
.._
~· 90
100
0.001
-·
'I
DRAWN BY DL
APPROVED BY
DATE DEC 1 qA()
PROJECT NO. 052504
0
N ...,
N
U.S. SlonJ:ford Sieve Openings in lnchet u.s. Standard Slave Numbers Hydrometer
3 I 1/2 I 3/4 1/2 3/8 3 4 6 8 10 14 ~6 20 30 40 506070 100 140 200 2?0 100 l'"""" f'. I II I r I I I l l ,II I I I I I II
i
90 ~
~ !
' 80 r-.~
...... ~~ 70 ~ .. -.r:
01 ~ ·a;
~ 60 !o,~--, >... t..... .a
'-.... f'., iU 50 c: ""-.. I.L I r-... -"" c: ..,
40 0 r-...., '-C) Ill 0... ' ~ 30 ....... !
!'... '
20 I' ~'--..
~
1'-o~-o-............ 10 ..... ~
0 too 50 10 5 I 0.5 0.1 0.05 0.01 0.005
Grain Size in Millimeters
GRAVEL I SAND SILT or CLAY Coarse Fine Coarse Medium I Fine
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION 8 DESCRIPTION CONTENT DENSITY ·-
W-80-257 12.3 17.1 2.5 GM-SM Poorly graded 'Till' with Non-Plastic Fines
·i(Grab SamPlE I> SILTY GRAVEL AND SAND WITH TRACE CLAY
.
.
R ¢ BORROW AREA H M CONSULTANTS., INC. -
. -
0
10
20
30 -.r:
01 ..,
~
40 >...
.0
I-
II.! en
'-50 ~
0
0 ---60 c: ··--..,
0
'-Q)
0...
70
80
90 r-r---
100
0.001
I
DRAWN BY DL
APPROVED BY
DATE DEC. 1980
PROJECT NO . 052504
.
U.S. Stan.dard Sieve Openings in Inch .. U.S. Standard Sa.vt Numben Hydromtttr
"5 2 I 1/Z I 3/4 1/2 3/8 3 4 6 8 10 14 16 20 30 4l 506070 100 140 200 270 0 100 ~ II I [I I [I I I I I I r• I I :".
......
' 90 " 10
-" 80 ~ 20
l ,r-,r--
30
._
70 ..s:::: -' 01 .s::: 'i)
01 i\. ~ iii
3: 60 40 >.
~ .tl
~ "'
L.
\ QJ ... 1/)
Q) 50 L.
r: 50 -0 ·-0 u.. u --c .,
60 c
(J 40 OJ
L. ..)
CD I '-a. Q)
a_
30 -70
··-
20 80
..
10 90
' -I '
0 too
100
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
GRAVEL I SAND SILT or CLAY I Coarse I Fine I Coarse Medium I Fine
SAMPLE NO. MOIS!URE DRY LL PI CLASSIFICATION a DESCRIPTION CONTENT DENSITY
W-80-282 42.1% 55.9 33.2 I~L-CH SIJ..aT AND CLAY Medium to High Plasticity -
· (Grab Sample )
.
DRAWN BY DL
R $ DEADMAN BORROW AREA APPROVED BY
M CONSULTANTS, IN C. DATE DEC. 1980
PROJECT NO. 052504
,---------------------------------------------------------------------------------------------------------~---------------~· ----·
U. S. Stan$1c.rd Siava Openings in Inch II U.S. Standard S~eve Numbara H~drometer
100 ~ .2 I 1/2 I 3/4 1/2 3/a 3 4 6 8 10 14 16 20 30 40 506070 100 140 200 270 .
11\,1' I II I I' I I I I I I I I I I I ,I
90
~ "' ---._ft <f•
I
I 80
70 -z:
..... t ..... ~. r--.....__, !
' I ""' I I
"' Cl ;;
~ 60
>.
~'-,
' .Q
'-Q) 50 c:
u..
-.
' ~ .... c:
Q) 40 0
'-
Q) a.
30
' ... ,
""' "'" ~,
" 20 ,,
10 " I :-----
I I r--·t-; ~ i 0 100 50 10 5 0.5 0.1 0.05 0.0! 0.005
GrQin Size in Millimeters
SAND GRAVEL
SILT or CLAY Coarse Fine Medium Fine
SAMPLE NO. MOISI~URE DRY
CONTENT C.;..NSITY PI LL CLASSIFICATION a DESCRIPTION
-80-300 6.6:% NV NP SM Sand ~Till' with non plastic fines
--
0
10
20
30
40
50
60
70
80
90
100
0.001
q
.... .s::.
Cl
Q)
3
:>.
..0
I..
Q)
en
'-
0
0
(.) -c:
Q)
0
I..
O..l
Q..
(Grab Sampl ) GRAVELLY SILTY SAND WITH 'I1RACE CLAY ~----------+------;-------r------+-----~------~--w-e_l_l __ g_r_a_d_e_d ____________________________________________________________ -=1
DRi\WN BY DL
R $ M._· __ c_o_N_s_u_L_T_A_N_T_s_.,_, N_. _c_. __
APPROVED BY DEADMAN BORROW AREA
DATE DEC~ 1980
PROJECT NO. 052504
0
0
Ill
~
Ill -
U.s. Slan.dard Slev• Opt:nin11s m lnchu U.s. Standard S1111e Numbers
3 2 I 1/l. I 3/4 1/2 3/8 3 4 6 8 10 14 16 20 30 40 506070 100 140 200 2.70 100 I I II I I I I ,-I I IP I I I I I II -
90 .. r-
\
80 ~
•\ I
r\. 70 \' --.c o; \ q;
:= 60
>. I .Q " ..... \ cu c: !)0 ·-~ lL. -....... r-c: ., ''\ () 40 ..... [\
Cl)
Q..
30 [\
~ ~ -.......,
1--20 t'-t'--r--.
l""'"t r--.. t-. 10 ' ~
t--r-
0 too 50 10 5 I 0.5 0.1 0.05
Grain Size in Millimeters
I GRAVEL J SAND I
Coarse Fine Coarse Medium I Fine I
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION CONTENT DENSITY
W-80-302 GP SAND~ GRAVEL Wj~RACE S:):LT
(Grab SamplE ) Poorly Graded
'---·
-
R $ STREAM ALUVIUM
M C 0 N SULTAN T S., INC.
Hydrometer ~
0
10
20
30 -.c
CJl
C!)
~
40 >. .a
..... cu
II)
50 .....
0
0 u -60 c cu
() ..... I CD
Q..
70
80
90
100
0.01 O.OOd 0.001
SILT or CLAY J
a DESCRIPTION
·-
-
--
DRAWN BY DL
APPHOVED BY -·
DATE DEC_.._ l98Q_
PROJECT NO. ·052504
o>W..
U.S. Slan.dord Siave Openings in Inches U.S. Standard SIIVI Numbora Hydrometer
3 2 I 1/2 I 3/4 1/2 3/8 3 4 0 8 10 14 16 20 30 40 506070 100 140 200 270 . 0 100 1\ I ~ ~ ~~ I I I I I I I I I I I I I I
\ \.' ~ r--r-. r--.. !"---I 90 ~ t--.. ....... 10 \_ "'T '"'~ ~~ ~ ~ ~ '
\ ........... ....... u
' ~ ...... ' ~ ~""-80 i 20
""" '>! r--..... ~ ~-....... I
I' "~"----11 1 D ~-5
Ad-D -~
_ ..... "'-...... ... I"-~ ~ ..... ~ ::-..... v ...-ll .l D 2 8 -70 i'-l ~~ / / 30 .c -I' ~ % en
.c ... .,
01 ~ '.( ............ t'-~ ~ { ;: iii ~ .n Dl 5 :t 60 40 >-/ ~ ... ...... ~ (' ~ .a
>. ~ a-D --r-.. ..Q .....
' ~ ~ (lJ .... r---, ~ !n .,
50 ~-50 .... .= ('-.... ~" ~~ 0
lL ~ ~, A -r 2-9 0 -u .
'·
-J ~ ~'~ r•J ~~ c: -.,
40 60 c:
0 ' ~" ,~'-.... ~ cu .... AH-]I-6v 0 cu ' ' ....
Q. / ~ ' " ~ cu
~' ~ Cl.
/ ' r..... 70 30 v '~ ~ ~ ~ AH-1~1-31-t:--.
~ ~ ~ ~ ~ 20 ~ ~, ~ eo
" ~ ~~ ~~ ~ 10 r ~ ~~ ~~ ~ ~ 90
~
0 too
i -100
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0001
Grain Size in Millimeters
I GRAVEL I SAND I SILT or CLAY I I Coarse Fine Coarse Medium I Fine l
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION 8 DESCRIPTION CONTENT DENSITY -
AH-nl-5 SM
AH-Dl-6 SM
AH-Dl-7 SM
AH-02-3 SM --·
AH-D2-4 SM
AB-D2-5 SM -·
AH-02-8 SM --AH-02-9 SM DRAWN BY DL
R¢M BORROW AREA D APPROVED BY
CONSULTANTS 1 l N C. SUMMARY OF GRAIN SIZE DISTRIBUTIONS DATE. DEC. 1980
PROJECT NO. 052504 --
r
0
0
N ......
N
I
·"
~ 5. Ston.dord Sieve Openings in Inch••
'3 z 11n l 3/4 1/.?. 3/0 3 100 I ( ~-I I ·-..
90 ~"r--
80
70 .... .c:
Ct
iD
~ 60
>.
..0
~
Q)
c: 50
u.
..... c:
CP 40 0
~
Q)
a.
30
20
10
0 100 50 10
I GRAVEL
I Coarse F1ne
r;riv--~ SAMPLE NO. M!)iSTURE LL CONTENT r.ENSITY
AH-Dl-5 11.1% })N NP
(6. o-7. 5• >
R $ M C 0 N SULTAN TS~
4 6 a
I I
...... I'-r-.....
5
I
Coarse
PI
IN C.
""'"' ·~
U.S. Standard Sieve N:mtbtrs H~~rtomehr
!0 14 16 20 30 40 506070 100 140 200 270 0
I ' II I I. I I I I
.
10
·-~ . . 20 '-.....
1'-,, -... 30 .c:
'
(71
'Qi
~ 3 . 40 >.
I "\ ..0
' ~
"" QJ en
50 ~
0 "' ~
(J
i'--60 c
' !:l)
0
r--... ...
Q)
~ a.
I~
..... __
70
""' 80 ~
.........
1 ..... --90 r--......_,
~.
I ~ J 100 t
I 0.5 0.1 0.05 O.C'I 0.005 0.001
Gr~in Size in Millimeters
SAND I SILT or CLAY I Medium I Fine I
CLASSIFICATION a DESCRIPTION
SM SILT AND SAND WITH TRACE GRAVEL AND TRACE CLA.Y -Non Viscous, Non Plastic
·-
DRAWN 3Y DL
BORROW AREA D APPROVED BY
DATE DEC. 1980
PROJECT NO. 052504 _,
0
1\) ....
N
U.S. Ston.I!.:Jrd Sfen Openings in lnchn
3 2 lt/l I 3/4 1/2 3/8 3 100 ~ I \ I !I I II I
' 90
' ~ ' ,_,
~ ·~ 80
l---:--.
70 -..c
01
ii
I ~ 60
~
..0 ....
41:1 50 c::
iL -c:: .,
40 u ....
G)
a.
30
20
10
J
0 too 50 10
I GRAVEL
COat'se I Fine
SAMPLE NO. MOISTURE DRY LL CONTENT DENSITY
AH-Dl-6 6.7%
(8.0-8.5')
-
-
R $ M CONSULTANTS ..
'
U.S. Standard Sieve Numbers Hydrometer
4 6 8 10 14 16 20 30 40 506070 100 140 200 e!70 0 I I I I I' I I I I I II
-.
10
20
r--.. iL
........ .......... +-
~ 30 ..c
01
'ii
........... ~
40 ~
't'-. ..0 .... .., QJ
" II)
50 ....
0 ~ 0 u
"' ~ ....
60 c ·" 41:1 u
'-
Q)
' a. . 70 ~-~
.~
I'. 80 '~
~ 90
i'j-N ._
~
100
5 I 0.5 0.1 0.05 0.01 0.005 0.001
Crain Size in Millimeters
I SAND I SILT or CLAY ~ Coarse Medium I Fine
PI CLASSIFICATION a DESCRIPTION
SM GRAVELLY SILTY SAND WITH TRACE CLAY
-
"•
DRAWN BY DL
BORROW AREA D APPROVED BY
IN C. DATE DEC. 1980
PROJECT NO. 052504
0
0
N
--4
N
t. 5. Slan!fard Sieve Openings in lnch11
3 2 11/2 I 3L4 1/2. 3/8 3 100 r ~ I ~I I' I
so "--....
80
70 -.c
01
iii
~ 60
>-.0 ... .,
50 c:: .
l1..
......
.C:: . .,
40 0 ...
(I)
Q..
30
20
10
0 100 50 10
I GRAVEL
I Coarse Fine
SAMPLE NO. MOISTURf DRY LL CONTENT DENSITY
AH-Dl-7 6.6%
(10. 0-lO. 3 I I
R ¢ M CONSULTANTS"
4 & 8 10
I I
r-~
" '~
5
I
Coarse
PI -
SM
INC. .
..•
U.S. Standard Sieve Numbtr5 Hydrometer
14 16 20 30 40 506070 100 140 2.00 2.70 0 I I I I I I I I I
10
' '
20
I
~ ......
I'-30 .c i -01 t--.~ .,
-...... r----, 3:
" 40 ~
.0
\.. ...
" ClJ en
50 ...
~ 0
0
(.)
""'
....
60 c:
ClJ
~ .. 0
'-
ClJ I'. a.. r-.... 70 " !'-•
...,~
80 .....,
~
............ r-...,_ 90 ....... ,__ r-,_
__. 100
I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
SAND I SILT or CLAY Medium I Fine I
CLASSIFICATION a DESCRIPTION
SILTY SAND WITH SOME GRAVEL, TRACE CLAY
"
" . -DRAWN BY DL
BORROW AREA D APPROVED BY
DATE DEC • 1980
PROJECT NO . 052504
0
N ..,;
N
U.S. Slan$1ard SiGve Openings in lnch11
100 ~ 2 11/l I 3/4 1/2 3/8 3 4 6 8 10
II I [I I II I 1. I
90 .\
i\
\ 80 ........_
' ....._,.
70 ~'-..... -!--... ..c en a; ......
""-...-. ~ 60
>.
A
a..
Gl r:: 50
lL -r:: .,
40 0 ....
G) a.. ;
30
20
10
0 100 50 10 5
~se GRAVEL I
I Fine Coarse
SAMPLE NO. MOISTURE DRY LL PI CONTENT DENSITY
AH-02-3 25.7% NV NP SM
(1. s-3. o•)
R $ M CONSULTANTS, IN C.
U.S. Standard Steve Numbers Hydrometer
14 16 20 ~0 40 506070 100 140 200 270 0 I I II I I I I I l
10
·,
I -20
30 .... ..c
01
··-Gl
3;
40 >-.~ ..Q ...
1--, Ill
Ul
!-..... a.. 50 0
'e 0
r-.... u
""-.....
60' c
~ Q)
0 a.. ·-cu
""" 70
a..
•,
...... ~ ......._ 80
~ ....
""' ~ -....... 90
' I !'->,
100
I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
SAND I SILT or CLAY I Medium I Fine
CLASSIFICATION a DESCRIPTION
" SILTY GRAVELLY SAND W/TRACE CLAY
----
DRAWN BY DL
BORRO~l AREA D .. APPROVED BY
DATE DEC. 1980
PROJECT NO. 052504
U.S. Ston~ard Sieve Openings in Inch .. U.S. Standard Sino Numbers Hydrometer
3 2 lift I 3/4 1/2 3/8 3 4 6 8 10 14 16 20 30 40 506070 100 140 200 270 0 100 (I ,, "' ' I' I I' I I I I I I I I I I I I'
90 ' ._
~ ... 10
-~--· I'-. ........ 80 ~ ~ 20
~ 30 .... 70 'r--.
..a:: .... 01 .c. "" 01 .,
'Qi I' ~ ~
~ 60 40 :;....
""'
..Q
>. . .... .a
""'
CIJ .... en .,
50 50 .... c ~~ 0
LL 0
0 -""'. c ._
C) ...
0 40 60 4
'-"~ ~J
CD ..
a.. CD
~ !'--.
a.
30 ......... 70
i'.....
20 ~ 80 ~
"" ,
10 f'....., 90
to,.
........ --100 0 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Groin Size in Millimeters
I GRAVEL I SAND I S!LT or CLAY I Coarse Fine Coarse Medium I Fine I
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION CONTENT DENSITY
AH-D2-4 11.4% 13.9 NP SM SILTY SAND WITH SOME GRAVEL, TRACE CLAY
(3 • 0-4. 5 I) ~op Plastic
--
·--DRAWN BY DL
R ¢ BORROW AREA D APPROVCD BY
M -CONSULTANTS., IN C. DATE DEC. 1980
PROJECT NO. 052504
...... _,, .......... .
U.S Stan.dard SicVI Open'!lgs in lnchu U.S. Standard Sieve Numb•a H)fdrometer
100
3 2 till 1 3/4 1/2 3/8. 3 4 6 8 10 14 16 20 30 40 506070 100 140 200 270 ~ II II I 1 ~ II I I I I I II I I I I I II
90 """~ 10 r---....._ ........
..........
'-.._ 80 ~ 20
~ 30 -70 .&: -~"-, Ol
.&: Q) 0
'ii ' ~
~ 60 40 >. "' ..0 > ['.._ ..Q ,_
IV
'-[', Ill .,
50 50 '-c .
" 0
l.L 0 u -. -"' c -C) 40 60 c
0 "
Q)
II-0
Q) '-
Q. Q)
' Q.
30 1'-70
' ['...
r-... 20 ""' 80
...... ~ 10 -.......... 90
~--~--1--l I
["', ._ +-.· 0 100
~no
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Gram Size in Millimeters
I GRAVEL I SAND I SILT or CLAY r· Coarse Fine Coarse Medium I Fine
SAMPLE NO. MOISTURE DRY LL PI CLA::i;:,IFICATION a DESCRIPTION CONTENT DENSITY ..
AH-D2-5 11.2% NV NP SM SILTY SAND WITH SOME GRAVEL, TRACE CLAY
(4.5-6.0 1 ~ Non Viscous, Non Plastic
-
·-
.
DRAWN BY DL
R ¢ BORROW AREA D APPROVED BY
M_ CONSULTANTS,. IN C. DATE DEC. 1980
PROJECT NO. 052504
v
0
N
"' N
U.S. StonJJard Slev• Openings in lnchn U.S. Standard ::i~tY• Numbers Hydromlhr
3 c I 1/.2 I 3l4 1/2 3/8 3 4 6 8 10 14 !li 20 30 40 506070 100 140 200 270
JOO ~ I il I I' --....J I I J I I !I I I I I I !I
r-11.......
90 ........,
-........,
........
80 "" ~i'-.....
........
' 70 -"' .c
tn " a;
~ 60
>. ' ~
""'
'-.,
c 50
'I'. ·-u.. -re, c
IV
0 40 " '-
IV a.. -
..... ,
30 ~
-.... ' 20 ~
. "t---....... 10 ,...,,__
0 100 50 10 5 I 0.5 0.1 O.D5 0.01 0.005
Grain Size in Millimeters
I GRAVEL I SAND ~ SILT or CLAY I Coarse Fine Coarse Medium J Fin a
SAMPLE. NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION CONTENT DENSITY
AH-D2-8 11.3% 15.5 2.2 SM SILTY SAND WITH TRACE GRA VEI,. TRACE C!LAY
(15.0-16.5'
.
~
R ¢ BORROW AREA D
M CONSULTANTS, IN C.
"""" • -
0
iO
20
..... 30 .c::
01
·;u
~
40 >.
.0
'-
Ql
1/)
50 '-
0
0
()
.....
60 c
IV
0
'-
IV a..
70
-
80
90
r--._,"
100
0.001
DRAWN BY DL
APPROVED BY
DATE DEC. 1980
PROJECT NO. 052504
o-
N ...
N
U.S. SlonsJord Sltvt Opening• in lnc:hu
100 ' 2 ·~ I 3/4 1/2 3/S 3
~ I ~"' ~ II I II I
._ -.........
90 r-....,
80
70 -..r:::
01
ii
~ 60
]:;
L. ... 50 ,
.!: -
u. -c .,
40 u .... .,
Q..
30
20
10
0 100 50 10
I GRAVEL
Coars~ I Fin~.
SAMPLE NO. MOISTURE DRY LL CONTENT DENSITY
AII-D2-9 9.4% 17.5
(20. o-21. s•
R $ M CONSULTANTS~
..
U.S. SIOildOrd 511111 Numbllrt H~dromeltt
" 6 8 10 t4 16 20 30 40 506070 100 140 200 270 0 I I I I I I I I I I I'
10
~' .....
...........
~ ~ 20
""" .....
30 .r:.
i'i' 01
'ii r....
!' ~ ~
40 >-. ......._ .Q
r-,. ....
" ... ...
50 L.
""'
-0
0
0 ......._ a -60 c.
•r--...
...
0
I..
I"-
.,
~ Q.. .. 70 " ~
~ eo
~'r-. ~ 90 I'-!'-. ~
~
100
5 I 0.~ 0.1 o.ms 0.01' 0.005 0.001
Gtoin Size in Millimeters
I Coors~ I ~SAND
Medium I Fine I SILT ot CLAY I
PI CLASSifiCATION a DESCRIPTION .
4.2 81'1 Silty sand with some gravel, clay.
-.
-
DRAWN BY DL
BORROW AREA D APPROVED BY
l N C. DATE DEC. 1980
PROJECT NO. 05250~
U. S. Slan,darc! Siove Openings in Inches U.S. Standard Sieve Numbon Hydrometer
3 2 I 1/2 I 3/4 1/2 3/8 3 4 6 6 10 14 16 20 30 40 506070 100 140 200 270 .. 0 100 I" I '\ I'\ II I J ....... I I I I ,~ I I I I II
' .....
r\ \[\ '""'--........ ! ! i\\} 90 r--" \\ ·"-"' \ "' 10 .
'\\ \ "' \\\ 80 " ~ \\ ,\. 20
1\ r--
~ "" ' r\ !'-\ \'\ ....
70 30 .c: ..... \\ ~~ ' ,\'\ 0>
.s::. ·-01 <U
Q) \\ ~ ~~ \ \ f\ 3'::
·3: 60 ' 40 >-\'~ ~ " \ \ \ .t.l1 ·,I:!; lt-f! .Q
>-~ .Q
\ \ " .......... \ \ <U ... ~ II)
Q) ~ l'w 50 ... c: 50 "' "" \ \ l)il "J..:I J.. 0
u. ' \ 0 u
'•
-' ~ ~" \ \ -c:
I) 40 60 c:
0 Q) .... ~ ~ ::.r-.. \. 1\ 0
Q) :--. ....
a.. ~ :--.... \
Q)
i'. ~ \ a..
30 ' 1". ~ ~ 1 H1-E 9-~ 70
' ' 1\
"" r--~ r-... ~ ~ ~ lJ.J .1? {]_ 20 1'...._ I'. '~ 80
r--... iH f-E F.>-D
['... ........ ~ ~ 10 ---~ 'r--90
I T-J .T.' ··..{
1
~ i Ht-P.'l.-~ 100 0 too
''
50 10 5 I 0.5 0.1 luu.o~, .j 0.01 0.005 0.001
Grain Size in Millimeters
l GRAVEL I SAND SILT or CLAY I I Coarse J Fine Coarse Medium I Fine .
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION CONTENT DENSITY
AH-El-3
AH-El-4
AH-E3-6
llH-E3-7
AH-E4-6
AH-E7-3
AH-E9-2
AH-E9-6 DRAWN BY DL
R$M BORROW AREA E APPROVED BY
CONSULTANTS, IN C. SUMMAR" OF GRAIN SIZE DISTRIBUTIONS DATE DEC. 1980
PROJECT NO. 052504
'
U. 5. Slan~ord Sieve Openings in lnchn U.S. Standard Si•ve Numbera Hydromtltt
3 2 11/l I 3/4 1/2 3/8 3 4 6 8 1:> 14 16 20 30 40 506070 100 140 200 270 . 0 100 I I I' I II I I I I I I I I I
90 .-\ 10
1\
80 \ 20 \
\ 30 -70 \ .c -at
.c 4U at \ 3 ii
3 60 40 >-\ ..Q
>.
..Q '-
4U
'-[\ VI
I) 50 '-
1: 50 ~ 0
IJ... 0 u --1: .,
40 60 1:
(.) Q)
'-(.)
CD ...
a.. Q) a.
30 70
-
20 80
10 90
0 100
I I I I I 100
50 10 5 I 0.5 0.1 0.05 0.01 O.OG:i 0.001
Grain Size in Millimeters
I GRAVEL I SAND I SILT or CLAY ~ : Coarse Fine Coarse Medium Fine
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION COhTENT DENSITY
AH-El-3 19.6% SM SILTY SAND
{1.0-1.5')
·-
DRAWN BY DL
R $ BORROW AREA E APPROVED BY
M CONSULTANTS, INC. DATE DEC. 1980
PROJECT NO. 052504
U.S. Stan$lard Slevt Openings in lnchu U.S. Standard Slav a Numbtra H~dromehr
3 2 11/2. : 3/-t 1/2 3/6 3 4 6 8 I~ 14 16 20 30 40 505070 100 140 200 270 0 100 ~ I !I I 'I I I I I I I I I I I I II
" \ I ,,
90 10 '\ -
'
'\ '
80 '\ 20
'\ 30 -70 \ s::. -(Jl
.!!':: 'i) Cl
Q; f\ ~
3: 60 40 >. • ..0
>. \.. .Q -IV
'-Ill IV 50 50 \.. c . -0
u.. 0
0 .... c .....
C) 40 so c
() Q)
'-0
IV L.
a.. IV a.,
30 70
20' ·-80
10 90
0 100
100
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
I GRAVE!-I SAND I SILT or CLAY Coarse ~ Fine Coarse i'.~edium I Fine -·
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION 8 DESCRIPTION CONTENT OENSITY
Al!-El-4 27.3 ML SANDY SILT
(2. 0-3. 5 t)
DRAWN BY DL
R $ BORROW AREA E APPROVED BY
M CONSULTANTS., IN C. DATE DEC. 1980
PROJECT NO. 052504
U.S. Star.pard Slav• Openings in lnchn U.S. Standard Sl11lt Aumb•n Hydrom1t1r
100 ~ 2 11/l I 3/4 1/2 3/0 3 4 6 a 10 14 16 20 30 40 506070 100 140 200 270 . 0 '\ .. ~ I il I I I :I I I I I I ,I I I I I ' I'
90 f\ 10 ~ " 80 '' 20 ""'-..
70 "'· 30
.....
.t: --~'-, 0\ .c ·-0\ 1-· Q)
ii ' ..... 3:
3: 60 40 >-
~ .a
>-.
..0 ~
~t Cl
~ !i)
G! 50 50 ... c
""'
0
1.:... 0
' u ' -'"'-, ' i c -.,
40 60 c
u -Q) ... I' u
Q) r .... ...
0... "' Q)
Q_
30 ' 70 ~
I'-. '. ! " ,,
20 '~ 80
"
""' 10 90 :-,.
r'•
0 Joo
i 100
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
I GRAVEL I SAND I SILT or CLAY I Coarse I Fine Coarse_l Medium I Fine
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION .
CONTENT DENSITY
AH-E3-6 4.4% sp .... sM GRAVELLY SAND
(4 5-6.0 1 )
Poorly Graded
-
-
DRAWN BY DL
R $ BORROW AREA E APPROVED BY
M CONSULTANTS,. IN C. DATE DEC. 1980
PROJECT NO. 052504
, '
U.S. Stan~ard Slave Openings in lnchu U.S. Standard Sieve Numbers H)fdtomettr
100 3 2 11/2 I 3/4 1/2 3/8 3 4 6 8 10 14 16 20 30 40 506070 100 140 200 270 0 ~ I ~ I II I I I I I I I II I I I I I .I
9~ \... w 10 -\
!
80 \ 20
Ia
\ 30 .....
70 \ .c -Ol .c 'i) Ol ·a; \.. ~
:it 60 40 >.
'~ .0
~ ... .Q
'
. Ql ... II)
II) 50 \. 50 ... c: -. 0
lL i\ 0 , u ..... \ c: -II) 40 60 c::
(.J ........ Ill ... "' 0
CP ....
a. ~ Q)
a.
30 ~ 70
~'i,
20 I' 80 I' .....
....... ~ 10 90 ~
"' 0 100 -100
50 10 5 I 0.5 0.1 0.0!:1 0.01 0.005 0.001
Grain Size in Millimeters
l GRAVEL I SAND SILT or CLAY _ _j _i Coarse I Fine Coarse Medium I Fine
SAMPLE NO. MOISTURE DRY LL PI CLASSIFICATION a DESCRIPTION CONTENT DENSITY
AH..-E3-7 O. 7 9o GW SANDY GRAVEL
(6. s-a. o• > Well Graded
,,_.
-..
DRAWN BY DL
R ¢ BORROW AREA E APPROVED BY
~' CONSULTANTS, IN C. DATE DEC. 1980
PROJECT NO. 052504
"
a;· -
U.S. Ston:!:lrci SIIVI O~enlngs in Inch II u.s. Stondcud Sieve Numbttl Hydrometer
3 2 11/l I 3/4 112 3/8 3 4 6 e 10 14 16 20 30 40 506070 100 140 200 270 . 0 100 rn I II I !I T ...... I I I I II ·~ I I I ' I
r....
~ 90 ' It 10
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30 70
i\
I
20, +-~ 80
10 90
0 too 100
50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001
Grain Size in Millimeters
I GRAVEL I SAND J SILT or CLAY J Coarse Fine Coarse Medium I Fine
SAMPLE NO. MOISTURE DRY LL PJ " CLASSIFICATION a DESCRIPTION CONTENT DENSITY -
AH-E4-6 17.6% SM SILTY SAND WITH TRACE GRAVEL
J cs. o-6. s• l
-----
·•
DRAWN BY DL
R $ BORROW AREA E APPROVED BY
~ONSULTANTS~ IN C. DATE DEC .. 1980
PROJECT NO. 052504
0
N
4
1\) ~ U.S. Stanflard Sieve Cpenlno:s in lnchu
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..
SAMPLE NO. MOISTURE DRY LL CONTENT DENSITY ....
AH-E7-3 2.3%
' ( 2 • 0-3 • 0 I )
R ¢ M_ CONSULTANTS ..
U.S. Standard Slt~VI Number• Hydrometer
4 6 8 10 14 16 20 30 40 506070 100 140 200 270 0 I I I I I , I I I I I II =l -
10
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Grain ~ize in Millimeters
I -SAJJD I I Coarse Medium I Fine SILT or CLAY -
-·-PI CLASSIFICATION a DESCRIPTION
GP SANDY GRAVEL WITH TRACE SILT -
DRAWN BY DL -BORROW AREA E APPROVED BY
IN C. DATE DEC. 1980
PROJECT NO. 052504
v
0
N
"-J
N
U.S. Ston.dard Sieve> Openings in lnchn
3 2 I 1/l I 3/4 112 3/8 3 100 ~ I II I II I I'! I
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90
80
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c: 50
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20
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0 100 50 10
I GRAVEL
Coarse I Fine
SAMPLE NO. MOISTURE DRY LL CONTENT DENSITY
AH-E9-2 15.7%
(1. 5-3-0')
R $ M CONSULTANTS~
4 6 6 1:>
I I
5
I
I Coarse
PI
SM
INC.
... .... "''
U.S. Standard Steve Numbers Hvrtrometer
14 16 20 30 40 506070 100 \40 200 270 . 0 I I I I I ll
1\
\ -10
\ 20 \
\ 30 -.s::.
' 0
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\ ~
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I 0.5 0.1 0.05
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0.01 0.005 0.001
Groin Size in Mi•limeters
SAND SILT MCLAY Medium I Fine
CLASSIFICATION 8 DESCRIPTION
SILTY SAND
Poorly Graded
·--
DRAWN BY DL
BORROW AREA E APPROVED BY
DATE DEC. 1980
PROJECT NO. 052504
-0
N
......
~
u.s. Slan~ard Slsve Openings in lnchu
3 2 I 1/2 1 3/4 1/2 3/8 3 100 i II "'' I II I
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20
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I GRAVEL
Coarse I Fine
SAMPLE NO. MOISTURE DRY LL CONTENT DENSITY
AH-E9-6 4.4%
( 6. 5-8. 0.)
R ¢ M CONSULTANTS,
U,S. Standard S11ve Numbers Hydrometer
4 6 8 10 14 16 20 30 40 506070 100 140 200 270 0 I I ~ I !I I I I I I II
10
20
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G!oin Size in Millimeters
I SAND I SILT or CLAY :1 Coarse I Medium I Fine
-· PI CLASSIFICATION 8 DESCRIPTION
GM Sl\NDi GRAVEL wrrrH SOME SILT .
-
-
-
(DRAWN BY DL
BORROW AREA E APPROVED BY
INC. DATE DEC. 1980
PROJECT NO. 052504
ProJect No. _..:.0=..5 '::;.., 5:;..0:;..4,;__ ___ _
Dote ___ :;11::,-....;2::;.0::;.-_;8:::;;0:::..----
R 8 M Consultant Inc.
LABORATORY COMPACTION CONTROL REPORT
Job Name and Locctton __ _:s...:u:.:s...:i:...;.t.:.:n.:.:a;.__;,{_W.:.:a..;;.t.:.:a.:.:n.:.:a.....;;;D.=am:::.....=s.::i..::t.:.::e.t...} ------------------
Acres American Inc. Architect or Engineer-------------------------------
Contractor-------------------------------------
A. Description ofSotl:_..;.s_I.:.:L..;.T....;...AN....;...D_C.;;;;..LA_Y _____________ -----------
Unified AASHO
Materiel Mark ___ A ___________ Classification __ c_L_-_CH ___ Cicssification __
Source of Material __ o_e_a_~_m_an __ c_r_e_e_k __ s_am--=p_l_e_N_o_._w_-_a....;.o_-_2..:8..::2;._ ____________ _
Natural Water Content.. 42.1% 0/~ Natural Dry Density ______ PCF Specific Gravity ___ _
Liquid Limit ___ ___;5;;..;5;;..;· •;;..;9:;__ 0 /o Plastic Umit ______ ~/o Plasticity lndex _ _.3::.:3z:...:..:. 2....._ ___ _
B. Test Procedure Used T-180 Method "A'' -AASHTO
C. Test Results:Maximum Dry Density _ __;;;l;;..;;0;..;;2;..; • ...;;;;5 _______ pcf Optimum Water Content
l ! l I I I I r . f I I ' !
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Size % Passing l v I i ! -"'-•'\. . I I
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Jl. 40 100 'IT' 90 #200 99.5 t;
• 0.2nmt 0 81.3 1.1..
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10 20 30 40
WATER CONTENT -PERCENT OF DRY WEIGHT
Project No. _ . .....:0:::..:5:::;.:2:::.::5~0~4~---
0are 11-20-80
R 8 M Consultant Inc.
LABORATORY _COMPACTION CON-!ROL REPORT
Job Name and Location Susitna (Watana Dam Site)
Architect or Engineer Acres American Inc.
Contractor_·--------------------·-----------·
A. Description of Soi I~ .. Well Graded 'Till'-GRAVELLY, SILTY SAND W/=r'RACE CLAY
B Unified
Material Mark-------------Classification _s_M __ _
AASHO
Clossificatior~--
Source of Material Deadman Creek Sample Nq ·-_w_-_8_0_-_3...;.0~0 ______________ _
' Natural Water Content 6. 6~% __ 0/o Natural Dry Density ______ PCF Specific Gravity ___ _
Liquid Limit Non Viscous 0/o Plastic Umit ______ 0/o Plasticity Index Non Plastic
C. Test Results: Maximum Dry Density---1=3=5:::.~·:...:0~-----PCF Optimum Water Content
140 . I l ~·--' -\ -+ Sieve Analysis \
\ I I I
I \ l I I
Size % Passing I ~"\
I l I I
\~ l i
~ " 100 .:..
-y~ h !
~ \ t_. i i
1~ " 95 135 1 II 93
3/4" 89
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/ \ I 1\ •,u ! l
/ \ \ .c;
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1/2'' 87 / VI\ \ ~I'\
3/8" 86
# 4 80 1-0
# 10 76 0
LL.
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5 10 15
WATER CONTENT -PERCENT OF DRY WE:IOHT
R 8 M Consultant Inc.
Project No. _0~5~2::..:5:;...0:;;..4-=-----
Dat e ~----=1::.:1:.:-:.::2::.!::0:.::-;.::::8~0~---
LABORATORY COMPACTION CONTROL REPORT
Job Name and Locct1on Susitna (Wat:ana Dam Site)
Architect or Engineer Acres American Inc.
Contractor ________ _
A. Description of Soi I : __ P:;..o:;..o;;;.;r;;.;-1;;;..Y'----::,.,.;r;;.;:a::;;;d;;.;;e;:;.;d;;__'._;:T:.:i:.:1:.:1:...' ..... ,~s~I::L:.:TY:..:_...):,Gii!:I;,FA~VE~L~ANP3J.,;.IUJ.......-::S~AwNDw....~w~.,.~:_I..:.J.T.:.t:Rr.sA~.L..CE:.;.::;....J.C.:J.T.wil·A~Y:__--
c Unified AASHO
Material Mark--------------Classification GC-sc Classification __
Source of Material ~-Bo_;r:;..r:;..o_w_Ar_e;....a_H...;..__s....,am--=p ..... 1;;..;e;..._,;..N..;;;o:...;:._,.;.w:...-...::8;_;;0:....-...::2:.::5;_;;6:__ ____________ _
Natura! Water Content 10 • 9 0/o Natural Dry Density ______ PCF Specific Gravity ___ _
Liquid Limit __ 2_1 ...... _7 ____ 0/o Plastic Limit ______ 0/o Plasticity lndex ___ _..9._. .... 2.._ ___ _
B. Test Procedure Used ___ .. T_-.. l.w8.wO__..M.-e...,t.Mha~d,_".un_"_-~AA~s~HT~O:-____________ _
C. Test Results: Maximum Dry Density_1_3_9_-_o _______ PCF Optimum Water Content 6. 2 °/o
I ' I I ' I I I I 1 j
I
Sieve Analysis I I l \ I l ! I I
! ! l \ I I ' I I
l j I I 1\ I l I . i '
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2 .. 100 I i I \• I I
1 ~II 95
1 II 88
3/41
' 84 140
I I \ ! ' l i I
! I ' I f\ I ' I
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0
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i I . I ' \ I -0 10 15
WATER CONTENT -PERCENT OF DRY WEIGHT
APPENDIX D
SEISMIC REFRACTION SURVEY
Prepared By: Woodward-Clyde Consultants
Woodward·Ciyde Consultants
FINAL REPORT
SUSITNA HYDROELECTRIC PROJECT
SEISMIC.REFRACTION SURVEY
t
SUMMER, 1980
StJbmitted To
R & M Consultants
5024 Cordova
Anchorage, Alaska 99502
4000 West Chapman Avenue
Post Office Box 1149
Orange. California 92668
(714) 634-4440
Telex 68-3420
19 December 1980
Project No. 41306I
R & M Consultants
5024 Cordova
Anchorage, Alaska 99502
Attention: Mr. Gary Smith
Gentlemen:
Woodwam~clyde Consultants
SUBJECT: F~:NAL REPORT -SUSITNA HYDROELECTRIC PROJECT
SEISMIC REFRACTION SURVEY, SUMMER, 1980
Enclosed are 10 copies of our Final Report from the geo-
physical survey conducted under our agreement of July 23,
1980. This report reflects your comments and those of
Acres American to our draft report dated October 2 3,
1980.
As requested by Mr. Robert Henschel of Acres American
in our meeting earlier this month, we are preparing a set
of ~ecomrnended additional surveys to investigate areas
wh~re uncertainties still exist. These recommendations
will be forwarded under separate cover. Mr. Henschel also
requested revision of the profile figures in this report to
reflect true elevations rather than relative elevations.
We will make the appropriate changes and forward revised
drafts when datum elevations become available.
We have enjoyed working with you on this project.
call us if you have any questions or comments.
Please
Very truly yours,
.~
Rietman, Ph.D.
Director of Geophysics
JDR :'DEJ I ab
Enclosures
Consulttng Engineers. Geolog•sts
and Environmental Screntrsts
Offices rn Other Pnnctpal Cihes
~ / ·L~ ~cr·-~
Dennis E. Jensen
Project Geophysicist
Woodward·Ciydtl Consultants
TABLE OF CONTENTS
LETTER OF TRANSMITTAL
TABLE OF CONTENTS
1.0
2.0
3.0
4.0
INTRODUCTION •••• ~> ............................ .
1.1 Purpose. • • • • • • • • • • • • • • • • • • • • • • • • •••••••
1. 2 Scope of Work .......................... .
DATA ACQUISITION ......... s ................... .
DATA REDUCTION PROCEDURES •••••••••••••••••••
DISCUSSION OF RESULTS ....................... .
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
Traverse 80-1 •••••••••• e•••••••••••••••
T~ 1erse 80-2 ••••••••••••••••••••••••••
Traverse 80-3 •••••.••••••••••••••••••••
Traverse 80-6 ••••••••••••••••••••••••••
Traverse 80-7 ••••••••••••••••••••••••••
Traverse 80-8 ••••••.•••••••••••••••••••
Traveree 80-9 ••••••••••••.
Traverse 80-11 ••••••••••••
Traverses 80-12, 80-13,
• • • • • • • • • • • • •
• • • • • • • 0 • • • • •
and 80-15 •• ~···················· . ~ . . .
5.0 GENERA~ OBSERVATIONS AND CONCLUSIONS ••• • • • • •
REFERENCES
FIGURES
APPENDIX A
Page
1-1
1-1
1-2
2-1
3-1
4-1
4-1
4-3
4-5
4-6
4-8
4-9
4-10
4-10
4-11
5-1
Woodward-Clyde Consultants
LIST OF FIGURES
Figure 1. Location of Seismic Refractio~ Lines -
Watana Damsite
Fisure 2. Location of Seismic Re f.t'action Lines -
Watana borrow Areas B and D
Figure 3. Location of Seismic Refr~\ction Lines -
Watana Borrow Area E
Figure 4. Location of Seismic Re frat-:tion Lines '"'
Devil•s Canyon Area
Figure 5. Seismic Rei:raction Profile 80-1
Figure 6. Seismic Ref.raction Profile 8C'1-2
Figure 7. Seismic Ref:t·action Profile 90 ... 3
Figure 8. Seismic Re frt'iction Profile 80-6
Figure 9. Seismic Refraction Profile 80-7
Figure 10. Seismic Refraction Profile 80-8
Figure 11. Seismic Refraction Profile 80-9
Figure 12. Seismic Refract:ion Profile 80-11
Figure 13. Seismic Refraction Profiles 80-12 and
80-15
Figure ~.4. Seismic Refraction Profile 80-13
Woodward·Ciyde Consultants
1.0 INTRODUCTION
This report presents· the results of a seismic refraction
survey performed during June and July, 1980, on the Upper
susi tna River, 1Uaska, approximately 125 miles north of
Anchorage. The survey was performed under contract with
R & M Consul t.ants as part of their subcontract with Acres
American Incorporated.
Most of the survey was performed on the abutments and
in borrow areas for the propc.oe;.~d earth and rockfill da:n
near the confluence of Watana Creek and the. Susitna River.
The locations of lines run at the Watana site are shown on
Figures 1, 2, and 3.
The remainder of the survey was performed across a possible
saddle dam location adjacent to a proposed concrete dam at
Devil Canyon, approximately 27 miles west of the Watana
site. The locations of lines at the Devil Canyon site are
shown on Figure 4.
1.1 Puroose
The purpose of this survey is to provide additional data
for the continuing feasibility studies for the Susitna
Hydroelectric Project proposed by the Alaska Power Au-
thority. This survey is to supplement borings, geologic
mapping, and previous geophysical surveys accomplished over
the past several years.
Line locations were selected by Acres American based on
previous studies. Line lengths, geophone spacing and field
procedures were designed to investigate the nature and
distribution of bedrock and overburden materials~
Woodward·Ciyde Consultants
1-2
1.2 Scope of Work
A t~tal of 27,800 feet of seismic line was run as 11
seoarate traverses. Thirty-six geophone spreads were ...
tested at 122 shot points. The scope of the field work was
limited by several factors including planned duration of
the program, weather, and logistics. Several lines were
deleted or altered with the concurrence of Acres and R & M
field representatives. A few additional lines were added.
In particular, lines planned across the river at both dam
sites w2re not considered feasible because of the high rate
of flow at that time. Deleted line locations are shown on
Figures 1, 3, and 4.
R&M personnel laid out and brushed all seismic lines and
provided a survey of relative elevations and spacing of
geophone and shot locations which had been flagged during
seismic testing.
The a~cumulated data were reduced and interpreted in
the Orange, California office of Woodward-Cl)'de Consul-
tants. Previous seismic studies by Dames & Moore, 1975,
and by Shannon and Wilson, 1978, were used as background
for the present interpretation. Field observations and the
judgment of a Woodward.,.·Clyde Consultants • geologist, who
was part of the survey crew, were included in the interpre-
tation.
Woodward· Clyde Ct,nsultants
2.0 DATA ACQUISITION
The majority of geophone spreads for this survey were 1, ).00
feet long with 100 feet spacing bet·ween geophones. Shorter
spacing of 10, 20, 25, 40, and 50 feet were used where
terrain limited the length of a particular spread or where
greater detail was desired. For traverses of more than one
spread, end geophones on adjustment spreads were located at
the same point.
For :most spreads, shots were placed at half-geophone
spacing beyond the end geophones and at the middle of the
line. Explosive charges of one pound provided sufficient
seismic energy for lines as long as 1100 feet. For about
half of the spreads, greater depths to bedrock required
shots at greater offsets from the ends to achieve re-
fraction from deeper interfaces. The largest offsets were
1, 000 feet from the e.nd geophone, resulting in a shot to
furthest geophone distance of 2,100 feet. Usually, an
explosive charge of two pounds was required for these
longer shots. For short lines explosives were not neces-
sary and a hammer and plate were used as the energy source.
The signature of seismic waves arriving at geophones from
each shot was recorded on a geoMetries/Nimbus model ES-
1210F 12-channel stacking seismograph. Recording gains
were selected by trial and error and fil t.ers were used when
background noise levels were high such as during heavy rain
or near the river.
The stacking feature of the seismograph employs an analog/
digital converter and an. internal memory which stores wave
traces :f.rom each geophone separately. A digital/ analog
convex;ter is then used to display the stored traces on an
2-2 Woodward·Ciyde Consultants
oscilloscope. The input from multiple shots can be summed
into the memory and the summed or "stacked n traces: dis-
played on the oscilloscope. Stacking of multiple . .._,ts
tends to enhance coherent seismic signals while the in-
fluence of random background noise is reduced by de-
structive interference. Stacking was used on this survey
for shorter lines where multiple ha.mmer blows provided
seismic energy instead of explosives. 'l"'he overall ampli-
t.ude of the single or stacked wave traces can be amplified
or reduced by the seismograph before a hard copy of the
record is produced by an electrostatic printer.
For each shot, a field plot was made of distance to each
geophone versus the ·time of arrival of the compressional
seismic wave picked from the recorded wave trace. This was
done to assure that sufficient information had been ob-
tained for later interpretation. At the same time, notes
were made as to terrain and exposed geologic features~
WoodwardaCiyde Consulta~d~
3.0 DATA REDUCTION PROCEDURES
Methods of reducing raw data to values suitable for inter-
pretation were generally those described by Re~-:-~~th ( 1973) .
These general techniques have been augmented to some degree
through our experience on past projects.
First, field records were reviewed and picks of arrival
times tabulated. Final time-distance plots were con-
structed to reflect changes in arrival time·s from those
used for field plots. ~nese plots are shown in Appendix A,
Figures Al through Al 0. Apparent layering, apparent
seismic velocities, and variations in arrival times from
those expected from a particular layer, were used to direct
subsequent data reduction.
Representative "true" velocities were calcula-ted from
differences in arrival times at each geophone from shots at
opposite ends of the line. Where sufficient data were
available, delay times were calculated beneath each gee-
phone for each layer. Layer thicknesses were ther.. cal-
culated using the representative velocity. If sufficient
information was not available for rigorous delay-time
determination, approximation methods were used to estimate
depths.
In many cases, a layer which was well expressed on one
spread, or believed to be present from previous investi-
gations, would not be apparent on an adjacent spread. In
these cases, a judgment was made as to the continuation of
the layer, as a hidden layer or blind zone, beneath the
spread in question to pr6duce t:e most geologically reason-
able interpretation. This often required adjustment of
other layer thicknesses to account for the total delay
time.
Woodward·Ciydt~ Consultants
4.0 DISCUSSION OF RESULTS ·-
The· locations of the :;eismic lines ar~ shown on Figures l
through 4. Profiles along ~ach seismic line illustrating
subsurface conditions interpreted from the survey are
presented as Figures 5 through 14. On these profiles,
layer thicknesses and surface topography are shown at a
twofold vertical exagr. )ration.. This distortion is required
to illustrate the interpreted thickness of thin, shallow
layers.
Lines of contact between layers of differing velocities
vary on the profiles according to the confidence placed on
the interpretation. Solid lir ~s represe~t a well con-
trolled contact with depths shown probably within 15
percent of the true total dept:1 o Dots on the line repre-
sent points of control where the depth is well constra1.ined
by the data. Dashed lines are less well controlled. Short
dashed lines with no control-point dots represent assumed
contacts based on information other than that resulting
directly from data reduction.
The following paragraphs discuss the setting of each
traverse, the results of our interpretation, and anomalous
or ambiguous conditions which became apparent during data
reduction and subsequent review of data from borings, test
trenches, and surficial geolo:ric mapping.
4.1 Traverse 80-1
This traverse consists of six 1, 100 f"ot g(l>nr,.~'-'ne spreads
and three 225 foot detail spreads. As shown on Figure 1,
the line extends northward about 3300 feet from the right
abutment downstream from· the propos _td Watana Dam, and then
northeastward an additional 3300 feet across the proposed
spillway alignment. Topography is relatively steep at both
ends of the line and relatively gentle elsewhere.
4-2
Woodwar'd·Ciyde Consultants
The interpreted profile for traverse 80-1 is shown on
Figure 5. Bedrock velocities along the line appear to
be relatively uniform, ranging from 14,500 fps (feet per
second} to 16, 000 fps. Intermediate layer vel~-:>ci ties range
from 5,250 fps to 13,000 fps and shallow layer velocities
from 1, 300 fps tc 3 # 600 fps. The lower velocities repre-
sent loose surficial materials and possibly, in part,
fine-grained lake deposits such as encountered in boring
DR-6 (the location of borings designr1.ted DR are shown in
u. s. Army ~o~ps of Engineers [1979]).
At the southern end of the line, a 50-foot-thick layer of
10,000 fps material probably represe~ts weathered bedrock.
Near the northern end of spread 80-lE, this layer thickens
to over 100 feet ~nd may represent an anomaly similar to
that shown on Shannon and Wilson ( 1978), line 2 (SW2) to
the southeast. We understand that a prominent gouge zone
is exposed on the steep slopes near the anomaly sho~rln on
SW2. The anomaly on line 80-lE may represent a co:t;-c;inu-
ation of that zone in which case, its trend would be
approximately N40W.
A thick 13,000 fps layer is present near the center of the
traverse. It probably represents weathered diorite bedrock
hut may be a different lithology such as volcanic rock
which has been mapped in the vicinity. Another possibility
is that the 13,000 fps material is part of a ver ... ical
tabular fractured or alte:::-!::!d zone which extends from the
intersection of traverses 80-2 and SW2 where material of
the same velocity has been detected. Although the 13,000
fps zone is shown to be underlain by higher velocity mater-
ial on Figure 5, the higher velocity material may instead
be to the side. Additional refraction 1 ines or borings
will be required to resolve this possibility.
4-3
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1~e ~bin irregular edges of the relict channel discussed in
previous reports are apparent on spreads 80-lA and 80-lB.
Channel fill beneath these lines, which is probably boul-
dery glc:tcial detritus, ranges from 7000 to 9000 fps. The
configuration of the channel beneath line 80-lB is probably
much more complicated than shown on Figure 5. The profile
shows depths which are based on approximation reduction
methods because of the complexity o~ the time-distance plot
{Figure A-1, Appendix A) for which no reasonable mathe-
matical soJ.ution could be found. Depth to bedrock is shown
to be more than 150 feet but is probably highly irregular
and much shallower especially near the center of the line.
Boring DR-6 just southeast of the center ~f the line
encountered bedrock at a dep~n of 65 feet.
The channel appear~ to be the s~:tme as that documented by
the 1975 Dames and Moore survey and on line SW3. It is
also well expressed on lin~~ 80-2 and 80-6 which are dis-
cussed in later paragraphse The southwestern edge of the
channel and the apparent thalweg are shown by dashed lines
on Figure 1. The eastern edge of the channel appears to be
immediately north of line 80-7 and appears to be express.,ed
at the northern end of 80-8.
4G2 Traverse 80-2
Traverse 80-2 consists of five 1100 foot spreads on the
right abutment extending from near the toe of the proposed
Watana Dam, northward across the proposed spillway. It
roughly parallels Traverse 80-1 between 1, 800 and 2, 200
feet to the east and southeast {Figure 1). The topography
is relatively steep at the southern end and moderate to
gentle elsewhere. The interpreted profile for traverse 80-2
is shown on Figure 6.
Woodward·<CI~fde Consultar:!.~t~,
4-4
Bedrock velocities i:tre similar to those of 80-1 ranging
from 14,000 to 17,000 fps. Intermediate layer3 consist of
thick 13,000 fps layers beneath the southern slopes and
channel fill at the northern end of the line ranging from
6,000 to 8,000 fps. Near surface veloaity layers range
from 1250 to 2800 fps.
The lowest bedrock velocity encountered on the traverse is
beneath spread 80-2D and underlies an anomalously deep
portion of the relic:t channel. Borings DR-18 and DR-19,
northwest and southeast of the spread respectively, confirm
the depth to bedrock shown on the profile and indicate that
the rock in that area is highly fractured diorite with
apparent clay gouge zones. This low velocity zone may
represent a continuation of a shear zone known as 11 The
Fins" exposed adjacent to the river to the southeast. The
trend of this possible continuation projects toward the
northeastern end of spread 80-lB which, as previously
discussed, produced a highly irregul~r seismic record.
The 13 1 000 fps layer at the southern end of the traverse
appears to be weathered bedrock based on the shape and
location of the layer. Line SW2 which crosses the traverse
neal its southern end (see Figure 1), also shows the 13,000
fps layer a~d the same depth to bedrock at the inter-
section. A 6, 000 fps layer shown on SW2 was not detected
on 80-2. The 13,000 fps lc\yer is shown on SW2 as contin-
UC)Ut3 for about 2400 feet pa:t:all.el to the river. The shape
oj: ·the material sho"-m on the profile of 80-2 (Figure 6) is
nc>t inconsistent with the suggestion by Shannon and Wils1on
(1978.) that it may be involved in landsliding.
WoodwardeCiyde Consultants
4-5
The channel fill at the northeastern end of the line
consists of two distinct velocity zones similar to those
detected on traverse 80-1. The southt::.cn :?Ortion of the
fill ranges from 6,500 to 8,000 fps. Boring DR-20 appears
to have encountered this material southeast of the line
where it consists of satu.rated sandy gravels with finer
grained interlayers. Boring DR-18, northwest of the line,
appears to 11ave penetrated lower velocity material detected
at the northeasternrnost end of the traverse. This mater-
ial, ranging from 5,400 to 6,000 fps, appears ·~o be mostly
silty sands and sandy silts with some clay and scattered
gravels and boulders.
Surficial materials near porings DR-18 and DR-20 appear to
be sandy silts. Seismic velocities of the surface layer
near the borings are generally less than 2,000 fps.
V~locities to the south along the traverse range are up
to 2, 800 fps and interprete!d as representing more gravelly
or better compact.ed sediments than those near the borings.
4.3 Traverse 80-3
Traverse 80-3 was run on t.he rugged steep slopes of the
abutments across the propose!d upstream portion of the dam.
~rhe profile, shown as Figure 7: is base~d on one 1, 000 foot
spread on the left abutment and three spreads, 1,000 feet,
265 feet, and 300 feet respectively, on the right abut-
ment. A proposed segment of the traverse across tne river
was not considered feasible at the time of the survey nue
to high water levels, and was therefore not performed.
Bedrock is shallow on both abutments. On the south side,
bedrock appears to be of a uniform 15,000 fps velocity.
The top of the southern slope is underlain by 5, 200 j!ps
material which may reflect frozen soil exposed in a shallow
trench in tha·t are.a. FartheJ:· do\vn the slope, surficial
4-6 Woodward-Clyde Consultants
velocities drop to about 2, 200 fps. This appears to be
very loose talus on the slope, at least at the center shot
point. The base of the slope is underlain by 7, 000 fps
material which appears to be highly weathered bedrock.
Representative bedrock velocities on the north side range
from about 15,000 fps near the top to as high as 22,000 fps
lower on th~ slope. Surficial material on the north side
is generally about 15-foot-thick and between 1,500 and
2, 200 fps on the upper slope. Surficial material is
thinner and lower in velocity near the ~ottom. Most of the
upper ~lope is covered with loose talus.
Geophone spread 80-3D was run parallel to the river along
the north bank. This line detected a 7,000 fps layer
50-foot-thick which probably projects beneath the river.
This layer was not apparent on spread 80-3C near the base
of the north slope. It appears as if 80-3C was run above a
resistant bedrc~k spur and that the 7,000 fps material is
present to each side of the spur near the base of the
slope.
Lines 80-4 and 80-5 which were planned across the river at
the proposed dam axis anc... beneath the upstream toe, re-
spectively, were not run due to high water conditions. It
may be possible to complete these lines after the river has
frozen.
4.4 Traveree 80-6
This traverse consisted of one 1,100 foot srread and a
coincident shorter 600 foot detail spread across an appar-
ently anomalous topographic depression approximately 4,000
feet upstream from the proposed dam axis on the north side
of the river. The profile presented as Figure 8, sho~'S the
edge of the relict channel discussed in conjunction with
Tr-averses 80-1 and 80-2.
4-7
Woodward·Ciyde Consultants
Bedrock velocity ranges from 11, 500 fps near the western
end of the line to 20, 000 fps beneath the channel.. The
channel appears to be filled with 7,000 fps material which
also is thinly distributed beneath the western portion of
the line. overlying this is a layer of 2,300 fps material
and, in part, a thin surface layer of 1,100 fps material.
The increase in bedrock velocity across the travt~t"Se from
west to east may be related to effects of 11 The Fins" shear
zone which is exposed about 700 feet southwest of the end
of spread 80-6A. This increase in bedrock velocity east of
the shear zone is also expressed on the 1975 seismic line
and on SW-3 which are both to the northwest of 80-06.
Progressi ve1y higher velocity zones on those three trav-
erses are roughly correlatible and appear to form bands
generally parallel to the shear zone.
The nearest borings to traverse 80-6 are more than l, 000
feet away. The channel fill material is therefore inter-
preted to be similar to that interpreted for line SW-3 and
for traverses 80-1 and 80-2 as previously discussed. The
7, 000 fps velocity of the fill is more urliforrn than seen
elsewhere and probably represents an averaging of both
higher and lower velocity materials such as saturated
alluvium and glacial detritus.
The Shannon and Wilson, 1978, interpretation of nearby line
SW-3 shows a shallower channel containing 4,500 fps mater-
ial within he larger relict channel feature. This layer
can also be interpreted to underlie 60-6 based on the
time-distance plot (see Appendix A 1 Figure A-5). However,
the present interpretation of a slight thickening of the
2,300 fps layer is also r!asonably consistent with the
data.
Woodward~~Ciyde Consultants
4-8
surficial materials are probably similar to those at depth
but less saturated. The 2,300 fps layer may also be finer
grained. The low velocity of the 1,100 fps layer suggests
it is very loose and probably dry.
4.5 Traverse 80-7
Tr-averse 80-7 consists of two 1,100 foot spreads oriented
north~south across the western end of Borrow Area D$ The
line is shown on both Figures 1 and 2. Ground surface
rises gently to the north along the line.
Velocity analysis indicated that bedrock was uniformly
lSPSOO fps even though the time-distance plots showed
higher values() ''J:?h~ differences are attributed to geometry
of the bedrock surface and not to lateral changes. The
interpreted profile for traverse 80-7 is shown on Figure
9.
The line appears to be located over the northeastern side
of the relict channel. Channel fill material ranges from
7, 400 to 9, 000 fps. It is generally about 200-feet-deep
but is shallower near the north end. At the south end, it
may deepen to as much as 400 feet. Line SW3, which crosses
spread 80-7A near its northern end, shows a similar depth
and velocity for bedrock at that. point. The velocity of
the channel iill is given as 7,000 fps on SW3.
Boring DR-26, which is locat~d west of the north end of
line 80-7B, encountered silty sand, clayey silt, gravels,
and sandy silt with boulders at depths equivalent to the
channel fill material interpreted from seismic data.
Th~ velocity Of surface materials along the line appears to
be uniformly 1,850 fps. Several exposures along the line
indicate that the upper portion of this unit consists of
4-9 Woodward· Clyde Consultants
boulder accumul.at'Lons with little or no matrix. Borings
and trenches in the vicinity have encountered gravelly
sands below the immediate surface.
4.6 Traverse 80-8
The two 1,000 foot lines that comprise Traverse 80-8
extend southward from the end of line S\15 at the edge of
Borrow A-cea D near Dead1:1an Creek across proposed Quarry
source B as shown on Figure 2. The line crosses rroderate
and then very steep topography southward.
Four continuous layers are interpreted on the profile
presented as Figure 10. These include a shallow 1,350 to
1,600 fps layer and intermediate velocity layers of 5,000
to 7,000 fps and 8,400 to 9,000 fp~. Bedrock appears to
change laterally from 12,500 fps near the north end to
23,500 fps at the center, and to 16,500 fps near the south
end.
The highest bedrock velocity is at the middle of the
traverse wh~re the rock apparently forms a buried resist~nt
ridge. The bedrock surface may be as deep as 500 feet at a
point below the middle of spread 80-SA. At the north end
of the line bedrock does not appear to be as deep as shown
in Shannon and Wilson, 1978, line SW5. However, this
location is near the end of both lines and additional
control is lacking.
It does not appear likely that hard rock is near enough to
i~e surface to provide an adequate quarry source along tt.e
line of the profile.. We have no information as to possi ·~Jle
outcrops elsewhere within the designated area. The ir.~. C··~r
media~e velocity layers appear to be similar to those
filling the relict channel to the west as previously dis-
cussed. ~be 5,000 to 7,000 fps layer probably represents a
4-10 Woodward-Clyde Consultants
younger episode of channeling and filling similar to that
shown on traverses 80-1 and 80-2. Both intermediate units
probably consist of saturated alluvial deposits and boul-
dery glacial detritus.
A number of test pits in the vicinity of the traverse
indicate that the shallow materials 1,350 to 1,600 fps
surface layers are highly variable. Most pits encountered
loose, unsaturated silty gravely sands.
4.7 Traverse 80-9
Traverse 80-9 was a single 1:100-foot-line at the western
end of' Borrow Area E extending upslope from previous line
SW14. The present interpretation, s·hown on Figure 11, is
in good agreement with that line.
A relatively uniform mantle of low velocity material (1,100
to 1,800 fps) appears to cover the slope 30 to 50 feet
deep. Shallow exposures suggest that the 1,100 fps ma-
terial at the base of the hill is a loose gravel. Higher
on the hill, the surface is mantled by organic soil~
A higher velocity layer (6,000 to 7,250 fps) underlies the
surficial deposits a~d thickens northward. These vel-
ocities are similar to those of saturated alluvium and
glacial detritus found elsewhere. Bedrock with an approxi-
mate velocity of 15,000 fps, is about 100 feet bE:1low the
surface at the base of the hill and may be as deep as 300
feet at the north end cf the line.
4.8 Traverse 80-11
This traverse was run n~rth and west of Tsusena Creek near
the eastern end of Borrow Area E. The alignment was
changed from east of the creek when S\.lrface reconnaissance
showc=d that area to be underlain primarily with bouldery
glacial deposits.
Woodward·Ciyde ConsuJtants
spread ao .... llA was run from the bank of Tsusena Creek
northward 1,100 feet across gentle topography to the base
of a hill (Figure 3). A second 1,100 foot spread, 80-llB,
w·as run from the cent~r of the first in a northeast.erly
d.irectionp This line hd not been previously staked or
br·ushed and \1/hen surveyed later, was found to bend to the
no:t"th as sho~rn on Figure 3. Two shorter detail spreads
(80-11C and 80-llD) were also run near the middle of spread
80-llA.
on the southerr.i end of the traverse 80-llA, a 2, 800 fps
layer of loose surficial deposits appears to be about 30
feet thick and thins to the north. This appears to be
underlain by 1 11,000 fps weathered bedrock layer about 100
feet thick which also thins to the north. Bedrock velocity
beneat..h the area is between 16,000 and 17,000 fps.
In the northern part of the area the 11, 000 fps layer
wedges out beneath an appar.'ent relict channel filled with
5,000 fps material which may be loose saturated sands and
gravels. A 7, 000 fps intermediate zon.e at the north end of
spread 80-llA is not apparent on 80-llB. Instead, the
northern part of 80-llB shows shallow bedrock beneath about
20 feet of 1, 400 fps surficial deposits. The 7, 000 fps
material may be similar to the relict channel fill detected
on lines previously discussed.
4.9 Traverses 80-12, 80-13, and 80-15
These three traverses were run across a small lake and
on the adjacent slop~s above the left abutment of the
propo~ed Devil Canyon Dam as shown on Figure 4. Traverse
80-12 consisted of a 250· foot hydrophone spr·ead across the
western pert of the lake and two 500 foot geophone spreads
4-12
Woodward-Clyde Consultants
up steep adjacent slopes to the north and south. Traverse
80-13 consisted of a similar combination across the eastern
part of the lake. Traverse 15 was a single hydrophone
line, 500 foot long, extending northwest to southeast
across the lake.
The profiles shown on Figures 13. and 14 indicate similar
bedrock velocities of between 16,800 and 18,800 fps.
Profile 80-12 shows a distinct intermediate layer beneath
the slopes of between 7,000 and 10,000 fps. This may be
highly weathered bedrock or glacial deposit2~ A 5,000 fps
intermediate layer beneath the relatively flat north end of
80-13, probably indicates water table in otherwise low
velocity sediments. Surficial deposits on the slopes are
generally between 1,400 and 2,200 fps~ The 4,000 fps
indicated beneath the north-facing slope en line 80-13
probably represents par"":ically frozen ground.
A layer of approximately 5, 000 fps underlies the lake on
all three profiles. This is probably saturated soft .
sediments which may be as deep as 50 feet near the center
of the lake as shown on profile 80-15. Time-distance plots
from all three spreads run across the lake are very ir-
regular and subject to alternative interpretations. Data
from spread 80-15 appear to indicate that high-velocity
bedrock directly underlies the saturated sediments beneath
most of the lake. The other two profiles, however, indi-
cate that only weathered rock is present beneath part of
the area.
The possibility of a sh~ar zone trending approximately
eqat-west beneath the l.ake was suggested by Shannon and
Wilson ( 1978) based on results of line SW-1 7, which par-
allels 80-12, 400 feet to the west. On that line, bedrock
4-13 Woodward·Cilfde Consultants
velocities vnderlying 7,000 fps channel fill near the
center of the line were interpreted to be lower than
beneath the slopes to either side. Th~ee of 5 borings
drilled along that line encountered highly fractured or
sheared phyll·tic bedrock.
The results of the present survey can neither confirm nor
deny the pre~ence of a shear zone. Although the time-
distance plots appear to be anomalously irregular, reason-
able mathematical interpreta"tions were obtained from the
data. Lower velocities were obtained for bedrock beneath
the lake than on the adjacent slopes (as on SW-17) but
the reason for these lower velocities is not clear from the
data. Th('~l rnay indicate sheared material or, alterna-
tively, dense fill material or weathered, surficially
fractured bedrock.
Woodward· Clyde Consultants
5.0 GENERAL OBSERVATION~ AND CONCLUSIONS
Materials represented by ~,eloci ty layers interpreted for
this report have been assigned, at lea$t in general terms,
where boring and test pit data have been available. In
areas where tnis control has not been available, similari-
ties in layering and velocities with better controlled
areas have allowed assignment of material types with a
reasonable degree of confidence.
In general, bedrock velocities near the Watana site vary
between 14, 000 and 2 3, 000 fps. Veloci ·c.ies of 18, 000 to
23,000 fps are representative of hard, unfractured diorite
as exposed in the immediate site vicinity. Lower veloci-
ties indicate increasing degrees of fracturing and weather-
ing if the rock is indeed diorite. These lower velocities
may also represent other lithologies such as metamorphic
zones or volcanics such as have been mapped on the right
abutment downstream from the darn.
Velocities as low as 10,000 fps in intermediate layers
overlying higher velocity bedrock may represent highly
weathered diorite. Apparent layers of 13,000 fps material
found near the middle of traverse 80-1 and at the south end
of 80-2 have been interpreted as weathered bedrock but may
represent ~ different lithology.
Lateral changes in bedrock velocity have been noted on
several lines for this and previous surveys near the
Watana si'*".e. These changes appear to forTh bands of
increasing velocity eastward from 11 The Fins" shear zone as
presently interpreted, and may also form northwest trending
bands farther to the west. Present data, however, is
insufficient to verify this pattern.
Woodward·Ciyde Consuitants
5-2
Portions of the relict channel at the Watana site have been
defined by the present interpretation. The channel is
apparent on tra,•erses 80-11 80-21 80;..6 1 80-71 and 80-8.
Channel fill material ranges from 51 000 to 9, 000 fps and
has been shown by borings to be highly variable but pre-
dominantly alluvial sands and gravels, bouldery glacial
silts and sands, and to a lesser extent lacustrine silts
and clays~ Two ~pisodes of channeling are apparent on
traverses 80-1, S.0-2, and 80-8. Materials on traverses
80-9, and 80-10 with similar velocities appear to be
litL~logically similar to those in the relict channel.
At the Devil Canyon site, the highest bedrock velocity
detected was nearly l81 000 fps. This is t.he velocity
reported fo~ fresh phyllite in the area by Shannon and
Wilson {1978). Lower velocity bedrock interpreted from the
present survey may reflect weat1'1ering or lateral lithologic
changes.
Intermediate layer velocities at the Devil Canyon site
range from 5,000 to 10 1 000 fps. Velocities as low as 7,000
fps could represent weathered bedrock in the metamorphic
terrain~ The 5,000 fps layers interpreted from this survey
appear to be equivalent to the 7,000 fps layer on SW-17 to
the west of the lake. Borings in that area showed the
material to be predominantly sand with some gravel and
boulders.
Surficial deposits are highly variable in the area of the
survey and are therefore difficult to discuss in general
~erms. Surficial materials are best investigated with
short lines and small geophone spacing. Since most of the
lines f~r this survey used wide geophone spacing, the
information obtained about surficial layers is highly
Woodward·Ciyde Consultants
5-3
generalized. Most of the surficial velocities reported
herein are probably averages of several smaller distinct
layers and are more relat.ed to the distance from shot point
to the first geophone than to the velocity of any par-
ticular material.
With regard to structure, two possibl~ shear zones have
been intei'preted from this survey. These are northwest
trending zones extendi::tg from the right abutment at tbe
watana site and are discussed with respect to traverses
80-1, and 80-2 in earlier sec::tions. Information regarding
a possible shear zone beneath the saddle dam :site at Devil
Canyon was lndeterminate.
The data from the present survey were sufficient to make
fairly definite interpretations. However, specific depths
and material types should be confirmed by borings in
critical areas. We suggest that when sufficient boring
control becomes available, that all three refraction
surveys be re-evaluated to more accurately portray con-
ditions between borings.
The interpretation resulting from the present survey
are considered the most reasonable based on available
information. They are not the only interpretations
possible. The limitations of the seismic method and the
present data are discussed further in Appendix A and the
references.
Woodward~~ Clyde Consultants
REFERENCES
Dames a-n~ Moore, 1975, Subsurface exploration, proposed
Watana Dam site on the susitna River, Alaska: Report
for Depf.:\rtment of the Army, Alaska District1 Corps
of Engineers, Contract DACWBS-C-0004.
Redpath, B. B. , 197 3, Seismic refraction exploration
for engineering site investigations: U. S. Army
Engineer Wa"c.erways Experiment Station, Explosive
Excavation Research Laboratory, Livermoref California,
Technical Report E-73-4, 55 p~
Shannon and Wilson, :rt1c., 1978, Seismic ref~ :~.ction survey,
Susitna Hydroelectric Project, Watana Dam site:
Report for Department of the Army, Alaska District,
Corps of Engineers, Contract DACWSS-78-C-0027.
U~ S. Army Corps oi Engineers -Alaska District, 1979,
Southcentral Railbelt Are~l, Alaska Upper Susitna River
Basin -Supplemental Feasibility Report: Appendix Part
I.
I
I
1-!0T(S
I TOPOGRAPHIC CONT~S AR( BASED 0'1 A(FIIAL PHO!OGRAI'liY
OATfO IO JUNE 19f8 \1'RTICA._ DATUM IS Uf.AN SC:A LE'VEl (MStJ
SEISMIC REFBACTION LINES
lA Current Survey
1----------1 Previous Reports
~~~ Proposed for current survey
but altered or deleted
Note: 1975 Seismic Line is from Dames and
Moore, 1975; all other previous lines are from
Shannon and Wilson, 1978. Line designations
( lA) are abbreviated from those in the text
(8· (80-1A}.
RELICT CHANNEL
e----E----
---~T----
Edge
Thalweg
L _, ___ _ -__ ...__ ------.... -....-."'-,---·
WOODWARD-CLYDE CONSULTANTS
LOCATION OF SEISMIC REFRACTION LINES-
WATANA DAMSITE
Project No. 413061
SUSITNA DAM
Fig.
1
~-;z------·-·------. ·-----·
/~
1:Jl I
I / I
(/
/ )
or;•. t
-------~---..... {.. !:JrJC l(o(...:_ ·~..< l"')OC
··------------·------·-:·_, ... ___ ._,. ___ _
___ .. ___________________ . ___ _
SEISMIC REFRACTION LINES
7A
Current Survey
Previous Reports
Note: 1975 Seismic Line is from Dames and
Moore, 1975; all others are from Shannon and
Wilson, 1978. Line designations ( 1 A) are
abbreviated from those in the text (BCt-1 A).
!
~
i
t .&.J'..It oO.h !llt 1!1 lf(lr'o t•' L:"·U' .&i.!A rt, l!JC: l1) \ .e4
~·!II !;:f AJt.• a, t•H• .11-J\ .1.11:, jt It \U 10!..&'1 0.1
l i.l·l u~ JJ t HI •IH :ll lC 1• ~'l\lliU AtU. \ll -'\i~f O.l
t r01 ,t<J..J!.II t' H ' ' .a.e n tt H. ill n1n o.z
WOODWARD-CLYDE CONSULl~NTS
LOCATION OF SEISMIC REFRACTION LINES-
WATA~~A BORROW AREAS B AND D
Project No. 413061 Fig.
SUSITNA DAM 2
·-----------~--J
r---------------------------------------------------------------------~------------------------------
--
L _______ ---·-----------------..
!or' .. ~ r ;z-.....-... -:---:~~
0 ~ IO!l(i 1...00 _it.K'.()
1--------··l Current Survey
Previous Reports
Proposed for current survey
but altered or delete::!
Note: All previous lines shown
are by Shannon and Wilson, 1978.
Line designations ( 1 A) are abbre-
viated from those in the text (80-1A).
WOODWARD-CLYZ)E CONSULTANTS
LOCATION OF SEISMIC REFRACTION UNES-
WATANA BORROW AREA E
':)roject No. 413061
SUSITNA DAM
Fig.
3
--------·~-----------------~ ____ __.__ ---·-· ·--------------'-
r i I ,• \ en w z _J z 0 t; <t 0: IJ... w 0: u ::E en w en
<t
N
en t 0 0. Q) 0: en :::l 0 ·~ c-_ i "' 0 0. E Q.. I I
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8
M
0
0
N
0
0
~ w cc 4: z 0 > z <( u Cl) ~ > w c 1-w w
u..
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--r lid' 0. u: ~ ~ ('t) .... t.:l ~ ~ 6 z t-t; Q) C.? ·rr ::l .... Cl) 0.. ... -~ ...
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I
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I
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I
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I
f
I
t
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Q ..... :c > CIJ
tU
2300 _,
~North
80 1H 2150 -!1 .. ..,
f1 1='
2000
i 1/
i
I
l
1850 1
I
I
1700 ~
I
1550 _j
80-1F
/ /
9500 -.,..,....
148GO
80-lE
'6000
Compressional v11ave velocities 'n fi?Pt per second
Hor1zontal Seal&: 1 inch ·. 300 fP•'t
Vertical Scale: 1 inch ,~ 150 feet
Note: Elevations adju.<;ted to true 'alues
accorriing to R&M COliSL:lltw.t:;, 3/19/81
80-1D
13000
14800
1 2300
2150
2000
1850
1700
-1550
r-WOODWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 80-1
(Sheet 1 of 2)
Project No. 413061
SUSITNA DArVI
Fig.
5A
______ _J ________ ~
I
J
l
I
"-'
~
c
0 ·.;::;
ro ::>
~ w
--~~-~-~~~ .. -::----,.,~...._,_..._......_""'~---
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2150 --1
2000
<t::
1850 -l l?
.Et
u. -
Ill ,....
I ~
.J
1700 -~-~ ....... ro
~
1550 J
80-·1A
.......
'
--·-f -\ 7000
.. ~J·
16000
' ' ' \.
\.
~ ......_
80-18
9000
........ ......._ -----------
14800
Compressional wave velocities in feet per second
Horizont<~' Scalr·
\';It teal ,:,-;a'f! 1
1 mt:h ~· 300 feet
nc!1 ~ 1 50 r ec-:t
~·.,it); c ~ L HN,ltl( .r .; udJubted tc; t' 1re ,,/!lf•li
JC lW:Il'f.J t'J i1r.,;VI (>:•:cUI!~I.I~!;. :~ 1•1 ~1
2300
80-1C
14500
2150
2000 .......
Ill
Ill
4-
r;:~
? I .£' .......
(1J
::> Ill
1850 lU
1700
1550
~--! WOODWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 30-i
(Sheet 2 o-~' 2) ·-----......!.:::::.:..:.::.:: .... __ -·-.·-·-·-----
Project No. 413061 : ;.;.;,
SUSITNA DAM 5B
-----------------------------------------------------·----------------------------------------------
North -r~
2450 -,
I 80-2A
2300
I
j
c'
.2 2150 .....
C'O
~ w
2000 -l~
/
/
/ /. -.--------
1850 .....J
80-28
'( 11-.t. ~ _.....-/
l/
15700 /
/
/
/ •·
"' /
/
/
/ • / ,
/
/
16700
I
Comr ;essional wave velocities in feet per second
Horizontal Scale: 1 inch = 300 feet
Vertical Szale: 1 inch = 150 fe·at
Note: Elevations adjusted to true values
according to R&M Consultants, 3/19/81
I
16900 I
I
I 16700
-I ffil
.I
Cl g:l
Clll
.!:I
...JI
.cl ~I ~I
I
I
I
I
____________________ , ____ ,,., ----------------------------
2450
2300
...... ~
,__ 2150 c'
.2 .....
1"11
~
w
I-2000
-1850
WOC~'NARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 80--2
(ShMt 1 of 2)
Project No. 413081 Fig.
SUSITNA DAM 6A
-
I
.....
(!)
(!) .....
c
0
'.;::.
m > Q)
UJ
2450
2300
2150
2000
1850
N3!5:E-4'""'
l
·~· Abet~ ll0-28 /.<'
i~
<.!
!D
.~
LL
Q)
t:
::J
~;:; .....
Cll
~
80-2C
15400
2450
80-20 80-2E
2300
121 1 ..:--:---._._
2150
--l \ --~ 1211 ... ~ 1800 ~ ' --<1400 ·~------..... '1750~ .-r--::::::::::::;:=::=:=-:·-------~ ' ;·". .-~ = . : -
' / I ., I
\ 6650 / 5400
"'-8050 t'l
"' J
.. o_• /
--• -• _..._,.e
13900
Compressional wave velocities in feet per second
Horizontal Scale· 1 inch = 300 feet
Vertical Scale: 1 inch = 150 feet
Note: Elevations adjusted tc true values
according to R8tM Consultant<;, 3/19/81
5970
2000
15380 \L 1sso
WOODWARD-CLYDE CONSULTANTS
SE!SMIC REFRACTION PROFILE 80-2
_________ ..!.::(Sheet
Project No. 41306;
'SUSITNA DAM
2 of 2) r'· 68
of-
OJ
OJ -c:~
0 ·;:;
Cll > Q)
w
~~----------------------------------
......
Q)
Q) .......
c
0
",i:j
(Q a;
LL'
2100
2000
1900
1800
1700
1600
1500
11.00 .J
North~
80-3/\
2200
15000
._E!~tion
cu e
:J
"' "' e
~.
Cl
7
0 ro
80-3C
~2i'
14 ?
/ I" ......... ,....._,.. 1ooo I ... / ,.
/
_ ...... 20000
20000
Compressional wave velocities in feet per second
Horizontal Scale: 1 inch = 200 feet
Vertical Scale: 1 inch = 100 feet
Note: Elevations adjusted to true values
acc?rding to R&M Consultants, 3.'19/81
80-38
2oono
Crosse~ SIJ'J2 2100
2000
1900
22200
1800
1700
1600
1500
1400
, ... w
~
c.'
.Q ......
~
LLJ
WOODWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 80-3
I -
ProjectNo. 413061
SUSITNA DAM
Fig,
7
~
OJ
OJ -
c
0 ·;:,
m
:>
IJ)
w
2200
2150
2100
205\)
200"1
1950
'1900 J
N78E~
80-6A
2200
2300
j..--------------80--68----------------Jo-j
---· 0--------·-------1100 ---., -·----·-·----.:::._-
7000
-----· ---...-. -----.
11500
......__ ·----. ----..... ...............
...... ......
.............. . ~· ..... -.......
15000
Compressional wave velocities in feet per second
Horizontal Scale: 1 inch = 100 feet
Vertical Scale: 1 inch = 50 feet
Note· Elevati--.~'ls adjttsted to true vaiL,es
aGcorciJng to R&l\1 Con5Llltanu., Ji19tt:51
•
~ • \
\
\
2150
2100
7000
2050
-2000
""'·-.-•--1950
20000
1900
c:
0 ·.;:::;
co
iii
w
WOODWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 80-6
Project No. 413061
SUSITNA DAM
Fig.
8
2400
2300
2200
.......
(!.)
Q.)
'+-
2100 . c
0
';:i
fl).
> 2
LU
2000
1900
1800
North~
80-7A
I
Crosses SW 3 -
12 1
1850
9000
Compressional wave velocities in feet per second
Horizontal Scale: 1 inch = 200 feet
Vertical Scale: 1 inch = 100 feet
Note: Elevations adjusted to true values
according to R&M Consultants, 3/19/81
80-78
7400
--/
1 COO' from Sta
70+00, 1975 line. 12400
2300
8200 2200
.......
OJ
OJ .....
2100 c
0 ·.;::;
ro > OJ
20000? lJj
2000
·goo
1800
t-V;VODWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 80-7
---·---------Project No. 413061 Fig.
SUSITNA DAM 9
....
(!)
a; .....
c
0
·~ ro > Q)
w
2300 North--+-2300
End of line SW 5 -
2200 2200
2100
2000
1900
1800
1700
1600
80-88
16oo/
/
/
~·
~--
/ 9000
I ,_-
! //
/
/ 6ooo 1 ;·
/// ~~ I
/ _/ / -----/ --
----------( 165oo I
-
23500
80-8A
5000
/
/
/ • I
7000 I • I
I
8400
Compressicnal wave velocities in feet per second
Horizc, .~"I Scale: 1 inch = 200 feet
Vertical Scale: 1 inch = 100 feet
Note: Elevations adjusted to true values
according to R&l\11 Co11sultants, 3/19i81
/ -/ --
2100
2000 .... cu
2
c
0 ·.;:::;
ro > Q)
1900 w
1800
1700
1600
[WooDWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILE 80-8
.--------------~~------~·=------; Project No. 413061 Fig.
SUSITNA DAM 10
1900
1800
1700
....,
Q.)
~
c 1600 0 ·;:;
ctl > Q.)
w
1500
1400
'1300
Project:
Project No.
7250
SlJSlTi\iA DAM
413061
.....
1900
1800
80-9
1700
End of line SW14
1600
' ' ' ~ ' ' ' '-,_ 1500 ' ....... ' ..... '-......_!200 .......
' 6000
....... ...... ...... .....
15000 ~ 1400 --
Compressional wave velocities in feet per second
Horizontal Scale: 1 inch = 200 feet
Vertical Scale: 1 inch = 100 feet
Note: Elevations adjusted to true values
according to R&M Consultants, 3/19/81
SEI'$~/IIC REFRACTION PROFILE 80-9
Fig.
u
l
....,
Q.)
Q.) .....
c~
o, ·;:;
ctl > Q.)
w
WOODWARD-CLYDE CONSULTANTS
c'
0 ·.;;
ro > Q)
w
c
0 ·.;::;
ro
~
w
North~
80-11A
r-1500 1500 l
12
Crosses 80-11B,C,L ~ ---
--t-,r------------~~----------------------------~-~n~~n
1 1000 ---------:r--1-!---------------:~----- - ---r--- - - - --/ --------I 5000 --T--1450 -2800 ----------
1400 -
1350 -,_ -_........-........
~N40E~
1500 l
11000 ----
16000
~N30E~
1
I
I -I ----·T I
I
I
I
I
10000
Rll-11 B
-
r Crosses 80-11 A
1 2§QQ__ ---.--?-----:. _l--=:: _ _ -_JOOO .::::-:.-~ ____ - --
I
1450 ---r ----
1 -------1 ,_--
1400 -
0-_.........
I
I 16000
----
5000
-
Compressional wave velocities in feet per second
1350 -
-----
~North --..
........ --/
/
---
1400
16000
7000 f.-1450
-
17000 1-1400
-1350
.-1500 --
1-1450
1-1400
'-1350
+"' O.l
Q) .......
c·
0 ·;;
ro > O.l
LlJ
c·
0 ·;; ro > O.l
LlJ
Horizontal Scale: 1 inch = 100 feet
Vertical Scale: 1 inch = 50 feet
Note: Elevations adjusted to true values
according to R&M Consultants, 3/19/81
~-WOODWARD-CLYDE CONSULTANTS
r SEISMIC REFRACTION PROFilE 80-11
Project No. 413061
SUSITNA DAM
Fig.
12
~ m "1-
c:.·
.Q ....
~ m
.... m
Q)
'+-
c.~
0 ..... ro > m
w
1350
1300
UJ 1250
1200
1500
1450
1400
1350
1300l
125J
('(
I
0 co
N7W~
10800
S80E~
80-128
80-15
Ldi-P El. 1327'
LAKE
16500
M
I
0 co
......
......
' ' '-,
1350
1300
1250
. '1200
80-12A
Crosses 80-15 ~
L.,;L a 1327' I
16800
~
Q)
'll ......
c~
.Q ...,
m > Ill
li.J
80-12C
Compressional wave velocities in feet per second·
Horizontal Scale: 1 inch = 100 feet
Vertical Scale: 1 inch = 50 feet
Notes. Elevations adjusted to true values
according to R&M Consultants, 3/19/81
1500
1450
1400
1350
1300
1250
~
Q)
Q)
"1-
c:.~
0 •.p
Cll > Q)
w
WOODWARD-CLYDE CONSULTANTS
SEISMIC REFRACTION PROF~LES
80-12 AND 80-15
Project No. 413061
SUSITNA DAM
•'
Fig.
13
1450
N7\J~
80-13C
1400
..... I cu 16800 Q) -
1350 I c'
0
"+' ro
~
w
1300
1250
..-~------"""; t---..---.. . ...:...-______ ... ~~......._.N_~._.__.-·-~·~----••-•-"'
80---138
I/ Crosses 80-15
I
I L1kc El. 132;·
12300
Comprassional wave ''elocities in feet per second
Horizontal Scale; 1 inch = 100 feet
\(ertical Scale: 1 inch = 50 feet
Note.: Elevations adjusted to true values
accorc::llg to R&l\/1 Consultants, 31i::.1 G~
80-13A
18800
1450
1400
.....
CJ
Q.)
'+-
1350 c::
.Q .... ro > Q.)
w
1300
1250
~· WOODWARD··CLYDE CONSULTANTS
SEISMIC REFRACTION PROFILES 80-13
Project No. 413061
SUSITNA DAM
Fig.
14
I
APPENDIX A
Woodward-Clyde Consultants
APPENDIX A
TIME-DISTANCE RELA,'FIONSHIPS AND
LIMITA~IONS OF THE DATA
Plots of seismic wave arrival time versus shot and geophone
spacing. for all lines which comprise this survey are shown
on Figures Al through AlO. These plots are the first step
in reduction of the data and illustrate the variations in
the raw data which were interpreted by methods explained in
the text.
The time-distance plots are essentially the same as those
made in the field to evaluate the quality of the data as it
was aquired. A thorough review of the records was made
during data reduction and some changes were made in the
plots.
The number of layers and the velocities shown on the plots
are only apparent and often reflect irregularities in
terrain or subsurface geometry rather than discrete layers.
Interpretation based on these apparent values can be mis-
leading. More realistic interpretations are made by
techniques described in the text. Often several mathe-
matically correct interpretations can result from a par-
ticular data set. Selection of a particular interpretation
depends to a large extent on available control, such as from
borings, surface mapping, and adjacent seismic lines, and on
the judgment of the interpreter.
A further discussion of the general limitations of the
seismic method can be found in Redpath (1973).
V)
'"0 c::
0
(J
Q)
.!2
E
cu"
E
i=
n;
> ·;: ....
<{
II)
'"0 c::
0
(J
Q)
.~
100 r-----
50
0
CD
200
150
E 100
Q)~
E
i=
n;
> ·,c ....
<{ 50
0
CD
•
-® 1000'
8C!-1A
'\100~ ~
Geophone Spacing 100 feet
//
®
Geophone Spacing 100 feet
c-~-,~---~-....-""""'~"'-~'"......,._..._......,_~,....._'--'"'~-.,........--~,..,--'f---,.,_..........~.,...._.,._......_ __________ ,_.._,_...,. ____ ~---
~-
NE-
-
®
@) 850'-
NE
II)
"C c::
0
(J
ru .!2
E
Q)~
E
i=
n;
> ·;: ....
<t:
200 ·-80-18 . . . .......
150
I A • 100
50
0 ~L---L---L---L---~~~LJ--~--~--~--~
CD @ ®
Geophone Spacing 100 feet
@) 1000'-
NE
EXPLANATION
7000 Apparent compressional wave velocity in feet per second
Tick marks on base of plots refer to geophone locations
........-. Dots indicate arrival times in relation to •• best fit" line
® Shot point location
@) 1000'-Direction and distance of offset shot from l:lnd geophone
(-50 ms) Arrival times along entire line plotted at 50 milliseconds less than recorded
r----
WOODWARD-CLYDE CONSULTANTS
TIME-DISTANCE PLOTS
Sheet 1 of 10
Project No. 413061 I Fig.
SUSITNA DAM A-1
l I
100 80-10
tn
"'0 c
0
C)
Q)
.!!.!
·-E .. 50 Q)
E
~
Cii > ·;::
>...
<(
0
® ® G)
Geophone Spacing 100 feet N-
100 80-1F en
"'0 c:
0
C)
Q)
.!!,!
E
Q) 50
E
i=
Cii > ·;: ....
<(
0
® ® G)
Maximum Geophone SpacinfJ 1 00 feet N-
100 -
en
"'0 c:
0
(.)
Q)
.!!.!
.E
50
Q) ..
E
~
'"iii > ·;:
'-<(
0
®
50 -tn
"'0 c:
0
(.)
Q)
.!!.!
·-E
Q) .. 25 E r-
r.:l > ·;:
'-
<(
0
®
80-1E
--------------------~ --------._
_______.-
G)
Geophone Spacing 100 feet N-
80-1G
28500
Geophone Spacing 25 fe~t NE-
WOODWARD-CL:r'OE CONSULTANTS
See Sheet 1 for Explanation. TIME DISTANCE PLOTS
Sheet 2 of 10
Project No. 413061
SUSITNA DAM
Fig.
A-2
80-1H
50 .,
"'0 c
0
(.)
Q)
-~
40000
• •
.,
'0 c
0
(.)
Ql
.~
·-E .E
.. 25
Q)
E
i=
w·
E
i=
-m .::: ... ....
<(
-m > ·;: ....
<(
0
G) @ ®
Geophone Spacing 25 feet N-
80-2A
100 '2,000~ ., .,
"'0 "'0 c c 0 0 (.)
OJ (.)
.~ Ql
.~
E E
w' 50 w·
E E
i= i=
ro -m .::: > .... ·;: ....
<( ....
<(
0
G) ® ®
Geophone Spacing 100 feet N-
50
25
0
100
50
0
80-11
--~---·-~~ ~
.~....... ~-----------..,.,.-.......
/ ·~--. . -. g'\CO .::.----
~I ~ 65'J~
G) ® ®
Geophone Spacing 25 feet N-
80-28
I ~ ~ ~ ~__.--
CD ® @)
-550'@ Geophone Spacing 1 00 feet N-
See Sheet 1 for Explanation.
WOODWARD-CLYDE CONSULTANTS
TIME-DISTANCE PLOTS
Sheet 3 of 10
Project No. 413061 I Fig.
SUSITNA DAM A-3
I
~
~----------------------------------------r---------------------~·----------------------------------------------------------------------------------------------------~
en -o
t:
0
0
Q)
.!Z
·-E ..
Q)
E
i=
-m > ·;:
~
<(
en
"'0
t:
0
0
Q)
-~
~
Q) ..
E
i=
ro > ·;:
~
<(
100
50
0
G)
250
200
150
100
50
0 G)
-@)1000'
80-2C
Geophone Spacing 100 feet
80-2E
®
Geophone Spacing 100 feet
@
NE-
•
® 900'-
N!:----
(I)
"'0 c:
0
0
Q)
.~ -
E
Q).
E
i=
a. > ·;:: ....
<(
200 1
I
150
100
50
0
CD
-
-@80(''
(I)
"'0
t:
0 u
Q)
.~
·-E
Q) ..
E
i=
ro > ·;:: ....
<(
.64000 • 6
50
25
0
CD
80-20
64000 •
----"" -..----...--
"-....
'
®
Geophone Spacing 100 feet
80-3A
Geophone Spacing 1 00 feet
@)
@aoo·-
NE ---
®
N-
WOODWARD-CLYDE CONSULTANTS
See Sheet 1 for Explanation. TIME DISTANCE PLOTS
Sheet 4 of 10
Project No •. 413061
SUSITNA DAM
Fig.
A-4
80-38
100
(f)
"0 c
0
0 ~ Q)
.~
·-E
Q)' 50
E
i=
-ro > ·;:: ,_
~
0
0 @ CD
-350'@
Geophone Spacing 100 feet N-
80-6A
200
15D
tl)
(I)
"0 -o
c c
0 0
tJ (.)
Q)
Q) .~ .~
.E
100 E
Q) .. w'
E E
i= i=
a; -ro
> >
·;:: ·;: ,_ .._
~ <(
50
(2) ® -w Geophone Spacing 100 feet
40
•
20
en -o c
0
(.)
Q) . ~
E
Q)'
E
i=
ro > ·;: .._
<(
0
/--1200
CD
50
~
\
25
21000
• •
80-3C
\ ... -~---o ... ... .... \" ..,_ ____ _
Maximum Geophone Spacing 25 feet N-
80-3D
--------34000 • •
2500 ~
Geophone Spacing 25 feet w-®
WOODWARD-CLYDE CONSULTANTS
See Sheet 1 for Explanation. TIME-DISTANCE PlOTS
Sheet 5 of 10
Project No. 413061
SUSITNA DAM
Fig.
A-5
,-
In
"0 .c
0
0
CLl
~~
E
tl) ..
E
i=
co > •;:: ..._
<(
U)
"0 c
0
0
CLl
.!!!
E ..
CLl
E
i=
tii
.!:! ..._ ..._
<(
100
.... • • 2~
50
0
®
___;.w
200 .-
150
100
50
0
G)
-®sao·
1850
J i
80-68
Geophone Spacing 50 feet
80-78
,,
', '
®
..
,..___~
Geophone Spacing 100 feet
G)
®
@goo·-
N
U)
'"C c:
0
0
Q)
.~
200
150
E 100
Q) ..
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Project No. 413061
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Project No. 413061
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Project No. 41:-l061
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