HomeMy WebLinkAboutHaines-Skagway Phase II Geotechnical Investigation 1982L
Converse Consultants
PHASE II GEOTECHNICAL INVESTIGATION
WEST CREEK HYDROELECTRIC PROJECT ..... HAINES~~~AY REGIONAL STUDIES
.,/ ,. \.
/)' "\ .. '\ :' '~ .
. ~-
p
,r. iff. •;
'
~-.
< •
Converse Consultants
Geotechnical Engineering
and Applied Sciences
PHASE II GEOTECHNICAL INVESTIGATION
WEST CREEK HYDROELECTRIC PROJECT -·
.,-.' ·' HAINES3 SKAG¥/AY REGIONAL STUDIES
,;-~ ,:-;
. ALASKA POWER AUTHORITY
.ANCHORAGE, ALASKA
Prepared for:
R. W. Beck and Associates
200 Tower Building
Seattle, Wsahington 98101
Converse Project No. 81-5165
~1arch 1982
Converse Consultants, Inc.
300 Elliott Avenue We.st
Suite 150
Seattle, Washington 98119
Telephone 206 285-5200
March 5, 1982
R. W. Beck and Associates
200 Tower Building
Seventh Avenue at Olive Way
Seattle, Washington 98101
Attention: Mr. James V. Williamson
Gentlemen:
Converse Consultants
Geotechnical Engineering
and Applied Sciences
81-5165-01
Pursuant to our agreement, herewith is transmitted -~r draft report en-
titled 11 Phase II Geotechnical Investigation, We~C-reek Hydroelectric
Project, Haines-Skagway Regional Studies 11
• <~-
The purpose of this investigation was to._,{Jfuduce, c~mp~:l~ and interpret
geol?gical, ~eophysical and g.eotechnical"'.J:!ata .{or deta:~l''d feasibility
stud1es pert1nent to the des1gn of __ the proposed West vt'eek Hydroelec-
tric Project. {,. ·-..
'
t~r. William s. Bliton, Principal Engtneerihg'. Geologist served as
project geologist for ;xlr' .. studies. He,was assisted by numerous
professionals in our fi.rm intluding: Dr;-··Ronald E. Bucknam, Managing
Vice President, Mr. Dea.n £. Ryden, ·r,.rincipal Engineer; Mr. David A.
Yonemitsu and MJ; . .-"'Carl E. Benson, Sfaff Engineering Geologists. The
investigation .r_wa~··. performed .UQ~r the overall supervision of the
undersigned. '\_ ·. ·, ':..)· . ' ~
We believe the lev-e~ of .effort applied to this geotechnical investiga-
tion was adequate f()r,.,..tfiis phase of study. Analysis of data from this
investigation indicates that the West Creek Hydroelectric Project is
geotechnically feasible.
The assistance and support received from personnel of R. W. Beck and
Associates, Inc. during this investigation was invaluable. We appreci-
ate the opportunity to serve as your geotechnical consultant on this
project.
Very truly yours,
CONVERSE CONSULTANTS, INC.
Alan L. 0' Neill
Vice President
WSB/ALO/dmh
Converse Consultants, Inc.
300 Elliott Avenue West
Suite 150
Seattle, Washington 98119
Telephone 206 285-5200
TABLE OF CONTENTS
1. EXECUTIVE SUMMARY
2. INTRODUCTION
2.1 Purpose of Investigation
2.2 Authorization
2.3 Project Description
2.4 Scope of Work
2.5 Field Investigation
2.5.1 Geologic Mapping
2.5.2 Drilling
2.5.3 Seismic Refraction
;/'"'.
2.6 Laboratory Testing <:t" '* 2.6.1 Construction Materials\~ _,t""'. ~.:
2.6.2 Rock Testing '{ , '''·
2.7 Limitations
,.-·~"' / '~
<..: ,-· .
3. REGIONAL GEOLOGit SETTING
3.1 Re
" ";\ t-.
\,; "'--:·~ '
4. FAULTING Ar•m s'EIS~ICITY
\ .• ,f_
4.1 Regiona\,jf~~lts
4.1.1 Queen Charlotte Fault
4.1. 2 Fairweather Fault
4.1.3 Denali Fault System
4.1.4 Chatham Strait-Lynn Canal
4.1.5 Chinakof-Baranof Fault
4.1. 6 Peri 1 Strait Fault
4 .1. 7 Other Faults
4.2 Regional Lineaments
4.2.1 Coast Range Megalineament
4.2.2 Glacier Bay Lineament
Fault
Page No.
1
5
5
5
5
6
8
8
8
9
10
10
10
11
12
13
15
15
16
16
18
19
19
20
20
21
21
22
Table of Contents (continued)
4.3 Regional Seismicity
4.4 Project Faults and Lineaments
5. PROJECT GEOLOGY
5.1 Bedrock
5.2 Overburden
5.2.1 Glacial Drift
5.2.2 Terrace Deposits
5.2.3 Glacial Moraines
5.2.4 Alluvium
5.2.5 Talus Deposits
5.3 Dam Site
5.4
5.5
5.6
5.7
5.8
5.9
5.~.1 Geology /' _
Sp1ll way \ :'" ·. . .
·~·-''. \-:_ ~) 5.4.1 Left""Abutrnent SpilJway v
5.4.2 -e-0~t Abutment, sp\~ay
West Cre'~k 'Diversion ·--.._./'
~:, ;~~~ -.~ . --·,~
5.5.1 Geol'Qgy.) )
' / Power Tunnel'\,~
5.6.1 Geology-Alternatives 1 through 3
5.6.2 Geology -Alernative 4
Intake
5.7.1 Geology
Surge Tank
5.8.1 Geology
Powerhouse
5.9.1 Powerhouse Alternative 1
5.9.2 Powerhouse Alternatives 2-1 and 2-2
5.9.3 Powerhouse Alternative 3
5.10 Reservoir
5.10.1 Geology
Page No.
23
26
28
29
30
31
31
31
32
32
33
33
35
35
36
36
36
37
37
40
41
41
42
42
43
43
43
44
45
45
Table of Contents (continued)
6. ENGINEERING CONSIDERATIONS
6.1 Dam Foundation
6.1.1 Bedrock Properties
6.1.2 Foundation Excavation
6.1.3 Foundation Treatment
6.1.4 Foundation Drainage
6. 2 Spillway
6.3
6.4
6.5
6.6
6.7
6.2.1 Foundation Excavation
Diversion
6.3.1 Channel Diversion
6.3.2 Cofferdams
,,1'•-"·\,
6.3.3 Diversion Tunnel ( '
' Power Tunnel ~
6.4.1 Excava~~Ch~ract~ristJ.c~),
6.4.2 Excavafipn Stabilizatio{l and
6.4.~in~ . . , ::. "'
Intake\·\;·.., \,_
:~~~~ T:~~n Excavation
6.6.1 Excavation Characteristics
Powerhouse
6.7.1 Foundation Excavation
6. 8 Reservoir
6.9 Construction Materials
6.9.1 Concrete Aggregate
6.9.2 Embankment Materials
6.10 Seismic Design
BIBLIOGRAPHY
Support
Page No.
47
47
47
49
50
51
51
52
52
52
53
53
54
55
56
58
58
58
59
59
60
60
61
61
62
62
63
Table of Contents (continued)
FIGURES
5-1 Explanation of Upper Hemisphere Polar Joint Plot
5-2 Joint Rosette -Right and Left Abutment Composite
5-3 Joint Rosette -Power Tunnel
5-4 Joint Rosette -Powerhouse
TABLES
4-1 Modified Mercali Intensity Scale of 1931 _.,"", rf"w,.. \
6-1 Rock Test Summary <' '::~ :l'
6-2 Summary of Rock Test Data
DRAWINGS
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
Project Location~
/'·
Regional Geology
Proj ec~.S'Efology
Proj ec\.L~fnea~nts
Damsite '~ol_pgy"
Damsite C;~~~~e~tion \,,,. .. ~
Powerhouse Geology
Reservoir Geology
Reservoir Geology
Earthquake Epicenter and Fault Map
APPENDIX A -Drilling Equipment and Procedures
APPENDIX B -Borrow Exploration
APPENDIX C -Rock Testing
APPENDIX D-Construction Mat~rials Testing
APPENDIX E -Seismic Refraction Survey
·.', -~
\' '')..
'-:-\}:-·.,~
\ \ '-;~,._.·
Page No.
ff 33
ff 33
ff 38
ff 42
1. EXECUTIVE SUMMARY
The proposed West Creek Regional Hydroelectric Project for the Haines-
Skagway Regional Study is located in southeastern Alaska approximately
seven miles northwest of Skagway, Alaska. The project will consist of a
120-to 150-foot high embankment dam with a concrete face, or a roller-
compacted concrete (gravity) dam. This phase I I study was for the pur-
pose of providing preliminary geotechnical data for use in detailed
feasibility design studies. The exploratory work included: 12 borings
with an aggregate footage of 1,647.3 feet; 5,740 lineal feet of seis-
mic refraction profiling; geologic mapping of the project area; in-
situ water testing in eight borings; bu 1 k samp 1 i ng of potentia 1 borrow
sources; laboratory testing of rock and borrow ijlate.,rials; and a review
of available data regarding the seismicity of l:h~,a~~a.
A ,. ···, )
./ '\ ·\ 1\. ~ . ' ( ,,
Ana 1 ys is of data from these i nvest..,i gat i &r;,~,;:.tnd,i cates~).t the West Creek
Project is feasible from a geot~c~hi,cal v1·ewp~nt.
. '~-~~ . ., ~~ \./
DAM SITE
\I/ 0 The dam fo~aTio~s will ,CQ_n~,t,st of sound granite.
""'-··, .. '·\,:/.,., \ ·. '·• '\ .. , \. ·., ~ ··. ' "\.-?
o Recommended f-quhpati'on excavation consists of the removal of all over-
burden materia~~eath the dam and the upper five to eight feet of
bedrock in the toe slab area. For the roller-compacted concrete dam,
recommended foundation excavation consists of the removal of all over-
burden and upper five to eight feet of bedrock beneath the dam.
o Overburden on the proposed abutments is relatively thin, ranging from
zero to approximately ten feet and averaging approximately eight feet
in thickness.
o Alluvial deposits in the creek channel are estimated on the order of
20 feet in thickness.
o A highly fractured and/or altered bedrock zone may be present beneath
the creek channel.
-2-
o A single-line grout curtain along with consolidation grouting is rec-
ommended, especially for the roller-compacted concrete dam.
DIVERSION
o Diversion of West Creek appears likely by constructing a cofferdam and
a diversion tunnel, or possibly by channeling through blocks.
o Geotechnically, it is feasible to construct a diversion tunnel beneath
either abutment; topography and geologic conditions may result in bet-
-" ter portal conditions and more rock cover over t~e<tunnel in the right
abutment.
SPILLWAY \ ', '.a. ·:.'~ \\
l ·'\ ~~ ., -... ~
o The major portion of t~pillway excav.at:·;,on will be in bedrock. Ex-
' !· • .·~ ,..:;
cavated slopes in bedrock can be P.l~11ned at l/3H:lV (horizontal to
r'\ r.-"';L,). ....... ~
vertical). <<·,. · "" '..t>).
\,
POWER TUNNEL
\\. ":. \
' . '~ :. . :
\'' " ,· ~~
\.,.r"'"'
o Depending upon the selected powerhouse alternative, the tunnel will be
driven entirely or almost entirely in bedrock.
0 The power tunnel will cross at least one fault zone and numerous line-
aments anticipated to be zones of highly fractured and/or sheared
rock.
o It is judged the tunnel can be driven either by conventional methods
or by tunnel boring machine.
o It is judged the approximately 50 percent of the tunnel will require
rock stabilization if driven by convent1onal methods and approximately
25 percent if driven by tunnel boring mac~ine.
-3-
SURGE TANK
o The surge tank excavation will be completed in bedrock.
o Several highly fractured, sheared and/or weathered zones will be en-
countered and will require rock stabilization if driven by convention-
al methods. A raised bore may require little or no stabilization.
POWERHOUSE
o Bedrock powerhouse sites are available. ~-/>;\
\~),_-,;' '\ __ "-\._,
o Excavation slopes in bedrock can be plan~at l/3H'':·\~\~hile temporary
slopes in overburden can be planned at lH:lV·,~nd petm~nt slopes at
1.5H:lV.
o A powerhcJUse location )J&rlain by cHl~t~ium will require pile support
'i"-' '-. \-:-· , -,_ ,-~t>
and c. sect ion of soft ground tunnel \fOJ tne power tunnel.
----~,e::r":.~._, 'ty
RESERVOIR
<t-'<-
\ ,.
"' ,.
" ·~---, '\:/}
o The major portion of the reservoir perimeter is located in bedrock or
talus. There are no indications of potential landslides.
o Snow avalanches will occur in the reservoir during the winter, but are
not anticipated to be of the size so as to endanger the project.
o The two glaciers which are present in the upper reaches of the drain-
age are retreating and should not represent a danger.
o Some ice falls and small landslides will probably occur in the talus
deposits. They are anticipated to be limited in size and would not
create waves of a magnitude to endanger the facility.
-4-
CONSTRUCTION MATERIALS
o Potential sand and gravel borrow for use as fi 11 and concrete aggre-
gate were identified and sampled.
o No sources of impervious borrow were located in the vicinity of the
project.
o Rock produced from bedrock excavations is judged suitable for use in
the embankment fill.
SEISMIC DESIGN ..if"·,
d
o The project is located in a seismicall0t·ive-~~·~;~,_and the seismic
design should consider a major -~·~thqu~i\.:,\.Gn:~ the n~~)' fault during
the useful 1 i fe of the project.( <. \,_ \
\. \
' >, '':" ·-~
/.''.. ~ .. : '\.,. \.;: .. t>
o A fault, considered('flot active, \trends ·vorthwest through the project ··. . ·, ·v·"'
a rea and woul g --be encountered~ in thypower tunne 1.
(''' . '· . \ ·.);:..
o It is recomm~)Jded>::_thQt a \\~ektrock acceleration of 0.4g be considered in
• \ .,_ ··r. ··-~
des1gn. \ · .. --/1
\..,./
-5-
2. INTRODUCTION
2.1 PURPOSE OF INVESTIGATION
The purpose of this investigation was to produce~ compile and inter-
pret geological, geophysical and other geotechnical data relative to a
detailed feasibility study of the West Creek dam site for the Haines-
Skagway Regional Hydroelectric Studies.
2.2 AUTHORIZATION
""'" /<
<'
Authorization for the detailed feasibility swdy was provided by 1 etter
from R. w. Beck and Associates, Inc. daJ.e9 AJgusf'~, 1981, in accord-
ance with Converse Ward Davis Dixon, <f'n~,·'/·~preserrt~:> Converse Consul-
tants, Inc.) proposal dated June_A.O, 1981 .. /:i;~ ~ <: ., '\~. ';-\
'•:,,;> 2.3 PROJECT DESCRIPTION /~
( <
The proposed w~.~J_ Creek Hyd'roelectr~ Project is located on West Creek,
a tributary'(f;,.the Taiya Rt\t~p. approximately seven miles northwest of
Skagway, Ala~~a·, <ts' ~how~'~ Drawing 1. The proposed project includes
\ ' > ••
a 120-to 150-f. o(Jhi h embankment dam with a concrete face or a dam
oller-compacted concrete method. The dam would be
located at the upstream portion of a bedrock constriction on West Creek,
approximately 2-1/2 miles upstream of the point where the creek empties
into the Taiya River. A surface powerhouse is proposed approximately
two miles downstream of the dam. The dam and powerhouse wi 11 be con-
nected by an unlined rock tunnel. An underground surge tank is proposed
at a point approximately three-quarters of the distance to the power-
house.
Access to the project site will be provided by an extension of West
Creek Road which presently terminates approximately one-half mile from
the dam site. Access to proposed powerhouse areas is generally good.
-6-
2.4 SCOPE OF WORK
The scope of work for the detailed feasibility study was determined in
consultation with R. W. Beck and Associates, Inc.
The principal objectives of the detailed feasibility study at West Creek
included evaluation of:
1. Geological, geophysical, boring and field testing data at the
dam site, power tunnel alignment, and powerhouse locations to
determine preliminary foundation conditions.
2. Potential construction borrow sources. ~·
3.
_,~.
Geologic hazards in the reservoir a~a-•.
'-··. ~':;.
}>
.4-;:·,.,"'..'.., ~ \
General seismic conditions 'Which prevail in, the project area. 4.
To fulfill the abgy,~ objectives, the.,.-<fetailed feasibility study en-
/~ .
ta i 1 ed: \
1. Planning ancf\;_che':1ling administrative and field programs and
subcontracting'\;f:.d'r field support services.
2. Compilation and field checking of existing geologic data.
3. Performing field investigations as follows:
A. General
1) Preliminary geologic mapping of the general project
area between the Taiya River and the upper reaches of
West Creek drainage.
2) Examination of aerial photographs to determine faults
and lineaments in the project area.
-7-
B. Dam Site
c.
D.
E.
1) Preliminary geologic mapping in the vicinity of the
dam site and spillway areas.
2) Geophysical surveys in the area of the dam axis and
spi 11 way.
3) Drilling and sampling a total of 779.7 1 i neal feet in
seven borings.
Power Tunnel
1) Preliminary geologic mapping along the general power
tunnel alignment.
.Af~.,
/ .<.:·
<(., ':, Surge Tank .,.,.,.\ ··~
1) Preliminary geologic rna~ 2" th·~..t\)l'Cinity of the
surge tank. ~ "~'"'·\ .
""'" '"'\ ,of'
2) Drilling and sa~tn§~a tot~ ~f 502.2 lineal feet in
\~. ··-·~ ·,~ '~~ '\
boring DH 108. '; ·~... 1 ~ ...... ...,. ~
/' ~£-, _ .. ~~.. .'],
~ y~t ~~} , __ ,
Power~ouse.\"' . ..,\ \~
1~C-~~~1'£.gic ·-~~!}.Ri·~,.~}in the vicinity of the powerhouse
·,~ alteril,at i ve~~. \ .
.. ,. \ 't ''l;, '~
2) b\i~rjn~ and sampling a total of 365.4 lineal feet in
fo~rings at two alternative sites.
3) Geophysical surveys in the vicinity of the powerhouse
alternatives.
F. Reservoir
1) Geologic mapping of the reserovir area from aerial
photographs, reconnaissance level mapping of poten-
tial borrow areas, and field checking of aerial photo
interpretation.
4. Performing a laboratory testing program on potential con-
struction borrow materials and bedrock cores.
5. Preparing all field logs, geologic maps, and cross sections
as necessary; reducing field geophysical data.
-8-
6. Perfonning a geologic and engineering analysis and preparing
a report on the results of this detailed feasibility report.
7. Preparation and presentation of data for project meetings.
8. Consultation with the staff of R. W. Beck and Associates,
Inc. and finalization of a geotechnical feasibility report.
2.5 FIELD INVESTIGATION
/"";,
The field investigation included surface geologic m~ng~ stereographic
·..;:-i~ ~'
aerial photograph interpretation, drilling a~~n-s'itu\~er testing,
and seismic refraction surveys and was supp~~t~p by a~·•.re'\iew of the
";".' 'f~r 1-., ~ .,~
existing geologic data. //"'>'-,. ·-\.~. (~ ~
~', "'-"-. -~., '1:.' '•\
2.5.1 Geologic Mapping
2.5.2 Drilling
~, \. . "'> '\
': ''t .:J. ,, v
detailed description of
with boring data and
plotted on topographic
A total of 12 borings consisting of 1,647.3 lineal feet of drilling was
completed during the investigation. Borings were distributed among pro-
ject features as follows:
-9-
Boring No. Feature Depth of Hole, feet
DH 101 Spillway 100.5
DH 102 Left Dam Abutment 99.8
DH 103 Left Dam Abutment 100.9
DH 104 Left Dam Abutment and
Stream Channel 201.5
DH 105 Right Dam Abutment 100.8
DH 106 Right Dam Abutment 75.2
DH 107 Right Dam Abutment 101.0
DH 108 Surge Tank 502.2
DH 109 Powerhouse Alternative No. 2 141.4
DH 110 Powerhouse Alternative No. 2 ' 98.0
DH 111 Powerhouse Alternative No. 1 ·~ 50.5
DH 112 Powerhouse Alternative~l '· \..\"\ 75.5
\ '•.:;,;''\ ~~)
The 1 ocat ions of the above bori n~~~e: show~~: p~(prawi ngs 3, 4 and 7.
', .-, ··:":., )
··~ '• . ·v-
Continuous logs of the ~r.face c~nd.jti._otJp as encountered in the bor-
ings were recorded at the ·time of the,j);ill"i ng and are presente~ on each
boring log in ~~a\h A.·~. A. co~Rlete description of the equipment and •' .·'' .. ,. . ''\2
procedures used\,to(;dril,ling·.\ji.'given in Appendix A.
\, '
Water pressure te~~e completed on bor1ngs DH 101 through DH 108.
Water pressure test results are presented along with borings logs in
Appendix A.
2.5.3 Seismic Refraction
A total of 5,750 lineal feet of seismic refraction profiling was com-
pleted in the project area. The profiling was completed along 12 sepa-
rate lines ranging in length between 275 to 625 feet. The purpose of
the seismic profiling was to determine the depth of various velocity
layers, primarily bedrock, and to aid in assessing the quality of rock.
Seismic 1 i nes were distributed among the various project features as
follows:
Line No.
SL-1
SL-2
SL-3
SL-4
SL-5
SL-6
SL-7
SL-8
SL-9
SL-10
SL-11
SL-12
-10-
Project Feature
Powerhouse Alternative No. 2
Powerhouse Alternative No. 2
Powerhouse Alternative No. 2
Powerhouse Alternative No. 1
Spillway
Left Dam Abutment
Right Dam Abutment and Intake Area
Left Dam Abutment
Right Dam Abutment
Right Dam Abutment
Powerhouse Alternative No. 3
Powerhouse Alternative No. 1 -
p"!l. ..,~-.W''
~> ~~
The locations of the 1 ines are shown on''\p?a~ngs
~.. \•, ¢
results of the seismic refractio'( ~l~">~.eys a~ :~own
·,, . ''· \,,~
2.6 LABORATORY TESTI~'':··,
\w. ''.;
\_
';: ·· ..
~;~,---, . \,
2.6 .1 Constr\~&,~.on\~ateri als.·\.,)
Length, feet
625
525
550
500
275
550
540
530
280
550
275
550
3~~and 7 and the
in Appendix E.
v \,. '"...'t,' \ ·\~
Several potentia\~)'r~ areas were identified and sampled during this
study. A limited ~atory testing program was completed to determine
the characteristics of the material for potential use as concrete aggre-
gate and embankment materials. These included numerous physical tests
and petrologic analysis. The results of these tests are presented in
Appendix D.
2.6.2 Rock Testing
Selected rock core specimens were subjected to a series of tests to
det~rmine their engineering properties. Tests were compiled to deter-
mine dry unit weight, specific gravity, compressive strength, modulus of
elasticity and Poisson's ratio. In addition, petrographic analyses were
conducted for identification of the rock type. The results of the rock
testing and petrographic analyses are presented in Appendix C.
-11-
2.7 LIMITATIONS
The purpose of this study was to provide geotechnical information to be
utilized in determining the feasibility of the project and to aid in
preliminary design and cost estimates relative to the proposed dam, pow-
erhouse and appurtenant structures. The amount of exploration has been
held to a level commensurate with the stage of feasibility design.
The analyses, conclusions and recommendations contained in this report
are based on site conditions as they existed at the time of these inves-
tigations, and further assume that the exploratory-·. borings, etc. are .,·· '
representative of subsurface conditions throughe-tft the site, i.e., the
subsurface conditions everywhere are not .. .i4~nif\ca~tl( different from
those disclosed by the exp 1 orations. ( ( ,.;, '\ \\.
\ ,',pY '"' .... A·" -~ '' .. ~ v ('" \~ ~~' \(
The professional services were perfo~e~, fi~i~~s obtained, and recom-
mendations prepared in a.c~>Qrdance~\w{t,h~g~nerMy accepted engineering ""' . .. ,. ..
and geologic principle<"~nd p'ractic~~-~;"'T~ warranty is in lieu of all
other warranties v·e-ithe~"-expres'sed or'~pl i ed. <"'' ,, . .. '. (\\.)
\ ·~ ': .. \ •· "".., V" '\ ·:.. '• \v
-12-
3. REGIONAL GEOLOGIC SETTING
The West Creek Hydroelectric Project and the Haines-Skagway Regional
study area and the West Creek dam site are 1 ocated in southeastern
Alaska, as shown in Drawing 1, and lie within the Coast Range Batholith
Complex of the Pacific Coast Range. The topography of this region is
characterized by glacier-covered, high relief mountains (up to 7,500
feet in elevation), steep-walled glacial modified valleys and fiords.
The present topography is a result of the last major orogeny in late
Mesozoic to Tertiary time, with further modifications by continental
glaciation during the Pliestocene Epoch and by pp~ent-day alpine gla-
A-r~ ,:;,.
,.,.,. >r
(
.;"; ·,~; ., ~
ciation.
,.,.,·"~>·~·. "-: \
The drainages in the Pacific Coast Rang( g·~~e_ra lly f\D~t>i nto many of the ' ... ;. \,.Po
steep fiords and inlets, which g,r._e ind1C.:aft.v~ of solJtheastern Alaska.
; \~ \.\ '··
These drainages are generally s1lor.t''in len1~th~» and were formed by ero-. . ·. ·~
sion by glacial ice and flowing water:··'-.Glacl.a'f meltwater is the source
for most of the str~rfiC~·hich ge'Q~rall.,y..J>carry substantial amounts of
suspended fine-grained''·sedimehts and/~ rock flour.
'~,:fr"· -... ~ '
·('' . . •. .\)~
The Coast Rang·~ Batbol•5,th C~lex of the Pacific Coast Range 1 ies within
a region which ~~ ... ~·'be, geologically active since the Paleozoic Era.
This region is bo~ on the west by the Wrangell-Revillagigedo f'4eta-
morphic Belt, and on the east by the Intermontane Belt of the Canadian
Cordillera. The Wrangell-Revillagigedo Belt consists primarily of Tri-
assic to Jurassic Age metamorphic rocks while the Intermontane Belt con-
sists primarily of Trias sic through Tertiary sedimentary and volcanic
rocks. The general boundary area between the Wrangell-Revi ll agi gedo
Belt and the Coast Range Batholith Complex is characterized by several
fault systems and lineaments (Brew, i~orrell, 1980, Lathram 1964). The
geologic system of this region is related to interaction of plate tec-
tonics, collision and subduction of oceanic and continental plates.
(At.water 1970). This tectonic belt has been active since at least the
late Paleozoic and the last major deformation occurred during the late
t~esozoic and Tertiary with some minor activity continuing into the Qua-
ternary.
-13-
3.1 REGIONAL GEOLOGY
This portion of the Pacific Coast Range has had a complex history of
sedimentation, deformation, igneous intrusion, glaciation and erosion.
The bedrock which underlies the major portion of the region consists
primarily of granitic crystalline intrusive rocks, ranging in age from
Tertiary to Cretaceous in age, approximately 40 to 140 million years
before the present. These intrusive rocks were emplaced into the
Wrangell-Revillagigedo Metamorphic Belt rocks, ranging from Paleozoic to
Mezosoic in age. The rocks of the 'rJrangell-Revillagigedo Belt were
deposited in the Juneau Synclinorium, as marine ~tltstone, shale, gray-
"' """ :~ wacke, limestone, and quartz sandstones, inte~edded with volcanic units
(Buddi ngton and Chapin 1929). Si nee ~e . ..,.. i.t i6n ·,t;h·~·~~ .sequen~e of rocks
has undergone several eye 1 es of teet mG, deformatqoi\'.\ Th1 s defonna-., ..... \. •;, "
tion has produced an intermed~ to n)'Lgh:..g.tade mefemorphic suite, of
schist, quartzite, marbles an\g,~·~'i-ss with,,. A.~ regional northwest trend
(Lemke, Yehle 1972). · -, /
During the ea~.\crGa.o~.~. throu:0 m~le Tertiary, these rocks were
1 ntruded by /~a{ge, mul tJ-sta.~.$> bathol1 th known as the Coast Range Pl u-
toni c Comp 1 e~,~co~pri s,ed chj,efly of diorite, quartz monzonite and gra no-
v ·1: '. ...
diorite (Brew, "~~or,r.el) 1980). Along the northwest periphery of this
intrusion a ultr;~{~ body was emplaced during the late Cretaceous time
as a 1 aye red comprised of duni te proxenite, hornb 1 eni te and gabbro
(Brew, Morrell 1980).
Tectonic deformation of the regional rocks has produced two distinct
structural trends, northwest-southeast and northeast-southwest. These
structural trends, in the form of joints and/or shear zones, have pro-
duced strong lineaments which are evident as topographic lows on the
ground surface and in aerial photographs. Many dikes of mafic origin
have been intruded into the regional rocks (Barker 1952). Numerous
numbers of these dikes have been emplaced along the structural trends
described above.
-14-
The present topography of most of this region is largely the result of
continental and alpine glaciation during the Pleistocene Epoch, approx-
imately 13,000 years before present. During the last glacial period, an
average of 5,000 feet of glacial ice covered most of this region (Lemke,
Yehle 1972). The weight of glacier significantly depressed the land.
Upon retreat of the glaciers, many valleys which had been formerly occu-
pied by ice were inundated by the sea. Ongoing isostatic rebound has
resulted in the slow emergence of several areas of land in this region
to be above the present sea level. This rebound has caused marine and
beach deposits to be elevated well above sea level in coastal areas of
Haines and Skagway (Lemke, Yhele 1972). Hanging valleys, elongated and
deepened lakes, U-shaped valleys, and deepely scoured embayments, inlets
and passages, reflect the effects of regional g}).,Fiation. Locally,
small and large alpine glaciers still occupy ~-<it the steep-walled
'lq'"'·'. ··.
valleys and higher mountain sides. Landf~.o . , sucl1\~a'\lateral and ter-
minal moraines, are presently being modi~:d:''an_~/or f'b(~\~.
,. ..:'> 'V'
/'\, \ ., .... ~.''·,·
':>'
,, ... ,::.~~-5-"""p.
\.?
-15-
4. FAULTING AND SEISMICITY
The study of seismicity of any project area must of necessity begin with
a knowledge of geologic forces affecting the entire region. Earthquakes
occur when masses of rock rupture in response to tectonic stresses with-
in the earth. The force developing these stresses is associated with
the slow movement of large, rigid plates of the earth's crust. As these
lithospheric plates collide, diverge, or grind past each other, the
stresses created are relieved by such geologic processes as faulting
with associated earthquakes, mountain building, and/or volcanism.
4.1 REGIONAL FAULTS
The present seismicity of southeast Alaska and~~est British Colum-
""'·~··: ... , ~~
bia appears to be largely controlled ~he riiov~m~t of the Pacific
plate as it abuts the North American pl,~e~:" .,:n soJt .. ~~~t Alaska, geo-
logic processes are controlled b~.the il'\teraction a~deformation of <"' \, '. ·,
several faults related to and t~oligh't'"possib~Je\,to be directly connected
with these plate bound·~.ar: ovements< _In .. so~'t-fi~rn British Columbia and
the Pacific Northwest( the Pacific ;:and' ~h American plates ar-e separ-
ated by the smp-H ind~pendent Juan·~ Fuca plate system. In this area
the Juan de ~a<.p,J ate is -~ei:;rtg,)tri ven south-eastward and thrust beneath
the North Amer;\an 'pl~te. ~.~southeast Alaska and northwestern British
Columbia the Ju;~ d~1 E~ca plate is not present. The Pacific plate is
being driven nort~ward, and abuts the North American plate with an
inferred right lateral movement. Two major fault systems are present
along the west coast of Alaska and British Columbia. One of the systems
is the Denali fault system which is located inland and roughly parallels
the coast. It extends from the northern port ion of southeast Alaska,
westward for 1,600 miles. The eastern portion of the Denali system
includes the Lynn Canal-Chatham Strait fault, Chilkat River fault, and
the Shakwak Valley fault. The other system is the Queen Charlotte-
Fairweather fault system which is located offshore and extends from near
Vancouver Island northward to the northern portion of southeast Alaska.
The Queen Charlotte fault, offshore of British Columbia and southeast
Alaska, and the Fairweather fault, in the northern portion of southeast
Alaska, are presently thought to represent the active boundary between
-16-
the Pacific and North American Plates. This zone which includes the
Queen Charlotte, Chinakof-Baranof, Sandspit and Fairweather faults is a
vertical to steeply dipping group of right lateral strike-slip transform
faults. To the north, adjoined zones are thrust faults: the Transition
fault and the Chugach-St. Alias fault. These thrust faults mark the
zone where the Pacific Plate is subducted beneath the North American
Plate. The relationship of these faults relative to the West Creek
Hydroelectric Project is shown on Drawing 8. The individual faults are
discussed below.
4.1.1 Queen Charlotte Fault
;-<'~~., ... ~ ~ ..
The trace of the active Queen Charlotte faulC is marked by a narrow but
highly active zone of seismicity as ~'1;1 on o'r~w\{!g 8. Fault plane
solutions for events thought to be ce~,~~~d\along\~~trace show almost
pure strike-slip motion (Mil~-~ othe\ .. 1~78). H~ver, analysis of
geophysical data near the Qu~en .. Ch~tlotfe }slands indicates that the
azimuth of th~ rightA' .. ateral st.:tke,~,s·l,i,p w~s N26°vJ _whereas topographic
fault express1on wa~:, N'35°W;. , Th1s. WJU'W'( suggest a m1nor amount of under
thrusting is,...,..a'ssociated with. the'"''fault zone, at least in this area
/ . ·.. . ··. ..
(Milne and'>qthe·r 1978).\. 1'n}~ ... .fotal horizontal offset along the fault is
unknown but t\~ .. t·~?j.l~~~t t~{e considerable (Yehle 1978). A recent study
on the adjoini'~rrweather fault indicates horizontal movement may
have begun as little as 100,000 years ago (Plafker and other 1978). If
the two faults are continuous, then there would be a similar age for
commencement of right-lateral movement. A major disadvantage with this
assumption is the relatively minor amount of horizontal offset, only
five to six kilometers, mapped on the Fairweather fault.
4.1.2 Fairweather Fault
The Fairweather fault is generally considered a part of a long zone of
rou~hly adjoined faults including the northern extension of the Queen
Charlotte fault comprising the boundary between the Pacific and North
American plates ( Pl afker and others, 1975). The onshore trace of the
-17-
Fairweather fault is a northwest trending depression which can be traced
from Icy Point to the upper Seward Glacier. In the vicinity of Lituya
Bay, the depression is nearly one kilometer in width. Early work sug~
gested that the northern end of the Fairweather fault continued to the
northwest, crossing the St. Elias Mountains to join the Denali fault
zone. Subsequent work indicates that sufficient offset does not exist
along the Denali fault to accomodate offset known to have occurred along
the Fairweather (Plafker and others 1978). Instead it probably merges
with the Chugach-St. Elias fault system between Yakutat Bay and Icy Bay.
To the south, the Fairweather trends offshore southeast of L ituya Bay
where it is thought to join the Queen Charlotte Fault Zone.
The onshore length of the Fairweather fault is ab9ut 125 miles. Along
"""' \ most of its length it juxtaposes late Mesozoic~tys~, melange and Ceno-
zoic plutons to the southwest against the J~~etainb"'Phi:<:: and plutonic rock
to the northeast ( Pl afker and others ~~) ·, The~;\~~~heast b 1 ock has
been uplifted more than three mil,es. Movement along 1i:ff'e fault may have
/ "· ;
started in the Middle Eocene (Y"~hle''~978). ··
Presently the Fairweat~.""fault is a -tra,ttsition fault zone with a dip-
..... \ ~
slip component.,......~Radi'o~arbon datin~~f Holocene features offset by the
/' •,
fault indica~·!:\ minimum avera,g~~:.displacement of 4.8 cm/yr to 5.8 em/ yr
for the last 'in.~l-le~ni\Jm, w~j~h~_.,.corresponds well to the world-wide plate
''0 ·: . -.
tectonic data fb.[ "the }'acific-North American plate boundary of 5.4 em/
yr. At this high'~ of movement the Fairweather would have changed to
a ri ght-1 ateral fault only 100,000 years ago to accommodate the sug-
gested 5.5 km of right lateral offset (Plafker and others 1978).
Although a number of large events have been attributed to the Fair-
weather fault, the most recent to be studied in detail as to its sur-
ficial effects was the 7.9 magnitude earthquake of July 10, 1958. Dis-
placements of 6.5 meters lateral and one meter dip-slip (6:1-7:1) were
measured near Crillon Lake (Plafker and others 1978). The closest ap-
proach of the Fairweather Fault to the project location is approximately
95 miles in the vicinity of Lituya Bay.
-18-
4.1.3 Denali Fault System
The Denali Fault System includes the Denali Fault in western and central
Alaska, the Shakwak Fault in the Yukon, the Chilkat Fault in northern-
most southeast Alaska and its southern continuation, the Chatham Strait-
Lynn Canal Fault. Although mapped as separate segments of the Denali
fault system, specific information regarding the Shakwak and Chil kat
Rivers faults is sparse.
The Denali fault system is observed as linear topographic depressions
such as fiords and valleys. Movement along the fault is primarily right
lateral strike slip and some of the faulting probably started before the
Miocene and locally into the Holocene (Yehle l972l.--·,..· ... tn central Alaska,
faulting includes normal, reverse and thrust c'pqn~n,ts (Brew, 1966).
The total length of the Denali fault syst~1rlcl udin~\.t~\ Chatham Strait
and Lynn Canal faults is 1300 mile;. Th'e,._ actv;.al De~;a~) fault is 870
miles in length. Recent displaceltf€irt\along 'tile<Denali fault system is 3
. . ... \
mm/yr compared to 3 cm/yr during the ·Holo~ene C~~J'g 1972). Displacement
,...,,.. . . ·' ··'.·
in Quaternary deposits .,6tf"e obs.erved along th,e r~cKinley strand. Pleisto-, . \• .. .->
cene deposits s h~~--5 to' 7 km disp l ac~,nf: Holocene deposits show 200
meters displac~er\: ~Some vertic'a) scarps are 6 to 15 meters high (Berg
1972). \, •. . '';,_\ . ...,
\,. :, \ ~ " ,, . :\
The Chilkat River'·\~ is interpreted as a continuation of a major
strand of the Chatham Strait fault (Brew and others, 1966). The fault
underlies and parallels the Chilkat River Valley and continues north-
westward into Canada where it is assumed to connect with the Shakwak
fault and ultimately with the Denali fault. The fault has a strong
topographic expression and juxtaposing terranes with distinctive geo-
logical and structural styles (MacKevett and others, 1974). There are
suggestions that the fault dips steeply and the dominant displacement,
at last during the later stages, was vertical. Information relative to
the_time and amount of movement along the fault is sparse. It is thought
faulting is Tertiary in age and may be as young as Miocene. No large
earthquake epicenters have been located near the fault, however, a high
microseismicity has been documented along the fault near Haines.
-19-
The closest approach of the Denali fault system is approximately 20
miles near Haines where the Chatham Strait-Lynn Canal fault joins the
Chilkat extension of the Denali.
4.1.4 Chatham Strait-Lynn Canal Fault
The Chatham Strait fault is interpreted as a possible continuation of
the Denali fault system. Trending N7°W, the fault runs approximately
250 miles up the Chatham Strait and Lynn Canal to the northern border of
southeast A 1 ask a where it joins other structures which comprise the
Denali fault zone, a 1000-mile long plate boundary feature. It has been
suggested that at least 123 miles of displacement has occurred along the
Chatham Strait-Lynn Canal fault, but its age ~present activity are
subject to debate. Recent studies indicate t~9-:t,, fb,e fault has been ac-
tive si nee Miocene, while older studi e~~e pl-ac~ti"' -~{ert i ary or Creta-
ceous date for the commencement of act'i~it,.Y\~Yehle \~'\,), and Twenhofel
and Sainsbury 1958). Recent st).J<ft~s suggest that the only indication of
~ -. .. ..
possible Holocene movement is along'the sou.th~rn end of Chatham Strait
'. ''¢'"' west of Coronation Islptt. At this poin,t some deformation and faulted
sediments were inter~:eted from seismjc~ofiles (Rogers 1976)~ A seis-
mic monitori n~ . .rSystem ·.installed irl/~he general region in the fall of
1977 has ob~itle~ no dat~ -~~4ndicate activity along Chatham Strait
(Milne l980).~ow~veY., re2/nt seismic hazard studies completed in the
area have inter~~~~~~hese features as active. The closest approach of
this fault to the ~ject site is about 20 miles south southwest.
4.1.5 Chinakof-Baranof Fault
The Chinakof-Baranof fault is interpreted as a south-southeasterly splay
of the Fairweather fault system at approximate latitude 58°20'. Numer-
ous epicenters located along its inferred trace indicates it is present-
ly an active seismic zone. Since it is so closely related to the Fair-
weather fault system and no divergent fault place solutions were found
on the east side of that fault zone, it is reasonable to assume it is
also a transform fault (Milne and others 1978). The closest approach of
this fault to the project site is approximately 100 miles to the south-
west in the vicinity of Cross Sound where the Peril Strait, Fairweather
and Chinakof-Baranof fault approximately merge.
-20-
4.1.6 Peril Strait Fault
The Peril Strait fault is interpreted as a splay of the Fairweather
fault system (Platter and others, 1967). Trending northwesterly, the
Peril Strait fault joins the Fairweather fault in the vicinity of Cross
Sound. Movement along the fault is right laterial and is interpreted
to be a part of the Pacific North American plate boundary zone. Dis-
placement along the fault is approximately ll kilometers since the late
Cretaceous. The closest approach of this fault to the project site is
approximately 100 miles.
4.1.7 Other Faults
The Chaix Hills, Coal Glacier and the Chugah-St.?,,.,Jlias faults are lo-_.,...,. .,.
cated west of the project site on the order ~-" 20Q miles. As shown on
Drawing 10, the area is characterized_)~\? 1~~9·, ~mber of earthquake
epicenters. They have been i nterprete~:~as·,· t~[ust f~~~ t}s associ a ted with
the Fairweather fault system (P}Eff..,ker 19.82).,/''' V ( :, ·.· ,,
; . ~~, \~~ \_
The Boundry fault i s,.,...a"ho cons.jde,.r~d >.a ~';~ off of the Fairweather
4-·, • ..-, ...,
fault. The fault i§, presently ihte'fpr".e(ed as ancient. No movement was
noted along t.fl'e'."faul t a~ a res.ult ·~Yt the 1899 earthquake \'/hose epicenter
./' . . ., ;
is near the\faltlt (Plafk~_r'{~·
"'-, ·~ ,, '·' -~.,..
\ \ ~-\
The King Salmo\ 'lng}Nahl in faults are located east of the project in
Canada. The Nah~fault has been traced almost continuously for a dis-
tance of 250 miles. A minimum vertical displacement of 20,000 feet has
been speculated as taking place since middle Jurassic. The King Salmon
fault trends west-northwesterly, almost parallel and south of the Nahlin
fault. The King Salmon fault is interpreted as an old thrust fault and
not presently active. An intrusion interpreted as being approximately
140 million years old cross cuts the fault and exhibits no faulting or
shearing (Souther, 1972).
The Hubart fault (Art Lewis fault) is located north of Yakutat Bay. The
fault is considered an old suture zone. The fault has been annealled by
an intrusive which is interpreted as being 140 million years old (Dodds,
1982).
-21-
The Gastineau fault trends northwest through Gastineau channel near
Juneau to Berners Bay and into Lynn Canal. ~1ost investigators connect
the Lynn Canal and the Gastineau faults. In the Juneau area careful
inspection of Pleistocene sediments has resulted in the conclusion that
no post-Pleistocene movement has taken place in that vicinity (Miller,
1972).
4.2 REGIONAL LINEAMENTS
Throughout southeast Alaska there are numerous 1 inear features repre-
sented by aligned topographic features such as valleys, drainage chan-
nels, fiords and straits. A larger number of these features are repre-
sented by water courses. A plot of epicenter i..Pfoi;nation and feature <:' .·
location generally show little or no correlation .. ~,T~ major lineaments
within the region of the project are dis~d bela~~<::\\.
'((· ' _,.. '.,. . ...
·' ..•• "' > p /'\ ' ') ·l·'
4.2.1 Coast Range Megalineament(, ·-.,_ " .. \
,··, \. }
4f~; "" ' ~: . v
The Coast Range megal -k(e~ents orgi,,nat.es,~proximately 50 miles south of
the West Creek ... P.l::{lject··~ite at. Poiru~herman. The megalineanient is a
major structri:(~l::·and to'pograR& feature which roughly parallels the
western edge of,th,e,Co.p.st ~e batholithic complex. From its junction
with the Chatha~~~-~{t~~i~-Lynn Canal fault at Point Sherman, it trends in ~ 1
a southeasterly di,\e(tion for 370 miles across southeast Alaska to Work
Canal and Chatham Sound-Grenville Canal in British Columbia (Twenhofel
and Sainsbury 1958, and Brew and Ford 1978). Although there are areas
of limited lateral and vertical separation along the lineament, it does
not appear to be a major fault structure but a zone of closely spaced
joints, foliation, compositional layering and small faults which has
been accentuated by fluvial and glacial erosion (Brew and Ford 1978).
This zone varies from a few meters to six miles in width, and more than
one major strand of the megalineament has been recognized in several
areas. The most notable occurrence is the bifurcation of the main strand
just north of Endicott Arm. The more northerly splay trends southeast-
erly along the arm rejoining the more southerly strand near Thomas Bay.
In 1929 the southern strand was mapped as a thrust fault (Twenhofel and
-22-
Sainsbury 1958). More recently a five to 15 meter wide gouge zone has
been mapped between quartzite units within a granet-biotite schist just
south of this strand (Brew and Ford 1978). A six-mile right-lateral
offset has been suggested based on the separation of zones of equa 1
grades of metamorphism, however, these zones are nearly vertical and
poorly controlled in the area. At Burroughs Bay near the north end of
Revillagigedo Island, a 0.5-mile gouge zone coincides with the entrance
of the lineament into Behm Canal. Holocene allvial deposits overlying
portions of this zone show no evidence of recent movement (Berg 1980).
South of Rudyard Bay where the 1 i neament comes onshore, field evidence
indicates it is not a fault. Canadian investigations have classified the
southern extension of the lineament into the Work Canal area of British
Columbia as a fault. _....!.#1'/!'f"~:,.,
t'-~. \.
As a surficial feature the Coast Range li~'t is cd'Rs,~red late Ple-
istocene. Although no post-Pl ei s~cene '\Ni'ij.e~e ex~~~~ to indicate
faulting was a major cont ri but or (o Jne format ~n of the 1 i neament, it
\:. . . ... . . ~-~ . ··\.
may have occurred (Brew and Ford 19?81~ \;r:here'\~~)no strong evidence to
indicate that the line~;1s acticv:e.:}n.,,.~~as where it is mapped as a
fault. \ '\~ ... (=>\ ·. ·\,·~
Recent i nterpreta,t i'oh,s 'as td\~-l'le origin of the 1 i neament suggest that
the Coast Range l''i~~amejt is an upward projection of the deep-seated
boundary between rel~ely thin predominately metamorphic crustal rocks
and the thicker, more granitic crust to the east (Brew and Ford 1978).
4.2.2 Glacier Bay Lineament
The Glacier Bay lineament trends northwesterly from Chatham Strait
through Icy Strait and Glacier Bay. The basis for the linament is ap-
parently the semi-linear trend of the waterways. Geophysical profiling
completed in the vicinity of the lineament has exhibited no evidence of
faulting or at least surface rupture (Plafker, 1982).
-23-
4.3 REGIONAL SEISMICITY
Southeast Alaska lies within a seismically active zone which is located
within or adjacent to the west coast of Canada and Alaska. In the re-
gion of the West Creek Hydroelectric project the major earthquakes occur
to the south and west towards the Pacific Ocean. A regional plot of
earthquake epicenters, known faults, and lineaments are shown on Drawing
10. The concentration of earthquakes epicenters generally occur west-
ward from general location of the Chilkat fault offshore to the general
vicinity of the Fairweather fault system. The Fairweather fault is
1 ocated offshore approximately 95 miles from the project site. The
Chilkat and Chatham Strait-Lynn Canal faults are located approximately
20 miles from the project site. /.""-:·~~'.
<'. ·-·
The earthquake epicenters shown on Draw~.10 were ~tai ned from 1 i st-
ings by National Geophysics and Solar 'er~.~strial o\t}:.Center of NOAA,
., 5. ;, '::V"
and from the Pacific Geoscience Ce,.r;~;tre, E~rtht~hysics Branch, Department
./ ', ·, \
of Energy Mines and Resources It Sidney, B':\; .. ;'~Canada.
information is for the period start in·;<. 1899 '{;;d going
for the Canadian listipg~nnd 1980 fo; ~he_.,·#OAA listing.
•;, ' \,/}'
The earthquake
up through 1978
The earthquak~.tf~~~ivity is.a~,t,ts}Pated to be actually higher than that
noted. It is a.-~sunied 'that n\~ earthquakes were not detected because of
the 1 ack of stai~~;,~';·a~ sparse population. Seismograph stations are
widely spaced. Th~~ka, Alaska station has been in operation since
1904. A station was installed at Whitehorse and at Kluane Lake in the
Yukon in 1975 (Lahr, 1982).
Within a 100-mile radius of the project site, there have been a total of
approximately 128 seismic events recorded between 1899 and 1980. This
figure does not include 12 additional events which have been interpreted
as representing duplications. Of the 128 seismic events, 55 were magni-
tudes 2.5 and 3.4, 50 events between 3.5 and 4.4, 23 events between 4.5
and 5.4, 8 events between 6.5 and 7.4, and one event greater than 7.5.
~/ithin a 20-mile radius of the project site only four seismic events
-24-
have been recorded. These four events consist of two between the magni-
tudes of 2.5 and 3.4, and one event each in the ranges of 3.5 to 4.4,
and 4.5 and 5.4. In addition, a single event with a magnitude range of
5.5 to 6.4 was recorded just beyond the 20 mile radius.
In recorded history there have been numerous seismic events which have
been felt in the Skagway area (Yehle, Lemke 1972). A brief description
of the major events are listed below:
1899 In September of 1899, five earthquakes were felt in the Skag-
way area. The first occurred on September 4 and was located
near Icy Bay, approximately 240 miles we$ot'"-pf the project
site. An estimated intensity of VII ha(b~e-~\given at Skag-
way and is reported to have caus<1:evere ~'ne.k\ng. On Sep-
tember 10, two earthquakes were rei{prt,.eql~ felt ~~i ng cracked
chimneys and only two b~~:.~.gs ~~p~o'\ted escaping damage.
The epicenters for these\ e~\:h~.uake\)Pve been located a
short distance ~.q{ Yaku;at>.J_,~~~~· approximately 170 mi 1 es
west Of the pr~:~tt,./ Sl t,~. Qr-v.:~etftember 16th, an earthquake
occurr~~h apparently~ resulted in submarine sliding and damage\~~:~~, ?Ra.~wa~'>.,~ojb ... >This was follm·Jed by another quake
on Septeml?e'r,.'''Ft:~. ): Seatt 1 e paper reported an earthquake
occurring \-Qri'''~ o.Jober 4th which resulted in the shifting of
several buil~g foundations in Skagway.
1900 On October 9, 1900 on earthquake occurred near Icy Bay and
very near the September 4, 1899 epicenter. An assigned in-
tensity of VI to VI I was given at Skagway. The earthquake
was located approximately 240 miles west of the project site.
1903 On July 26, 1903, an earthquake with a magnitude of 8.2 oc-
curred with an epicenter location approximately 200 miles
west southwest of the project. Information does not indicate
any record that this earthquake was felt in Skagway.
-25-
1909 On May 6, 1909 an earthquake with a magnitude of 7.0 occurred
with an epicenter near the Alaska coast and a short distance
south of Yakutat Bay. The epicenter has been located approx-
imately 148 miles west of the project site. There is no re-
cord that this earthquake was felt in Skagway.
1927 On October 24, 1927 an earthquake of magnitude 7.1 occurred
off the coast of Alaska along the Fairweather fault zone. Its
epicenter is approximately 155 miles south southwest of the
project site and offshore of Baranof Island. There is a
questionable account of this event being felt in the vicinity
of Skagway.
----~·~·(~ .. \~
1944 On February 3, 1944 an earthquake of ~gnitude 6.5 occurred
along the Chilkat fault of the~ali fault'~. system. This
event was 1 ocated in the Yukon a)~rh~i~ate ly'-"'~~~ . miles north-
west of the project sit~;,T,~,ere i'sa ~q'uestion&l5 e account of
this event being felt in~'Skagway (Yeh)e\ 1972).
~· " '·. '~
1958 On July 10, 19'58~'-an earthquak~. &f)magnitude 7.9 occurred east
of L~~'-Bay approx im.at.ely~if5 miles southwest of the project
site.'-<\"'th,i·~ ·;: thtt~_,s?recent earthquake to cause damage in
the Ska\yict:Xf-re,a. -~haking was in a north-south direction and
caused s~crete foundations to crack and many landslides
occurred along the valley sides. Two abnormal sea waves
reached Skagway although no damage occurred to the harbor
facilities. However, submarine landslides caused submarine
communication cables to break. This earthquake broke the
surface in the vicinity of :he epicenter and accounted for
21-1/2 feet of right lateral movement and 3-1/2 feet of ver-
tical slip along the Fairweather fault.
1973 On July 1, 1973 an earthquake of magnitude 6. 7 occurred off
the coast of Alaska near the north end of Baranof Island ap-
proximately 140 miles southv1est of the project site. There
is no account of it being felt in Skagway. The event has
been associated with movement along the Fairweather fault
zone.
-26-
4.4 PROJECT FAULTS AND LINEAMENTS
During this phase II investigation for the West Creek Hydroelectric Pro-
ject and regional geologic studies completed by others, no faults have
been defined which have offset either Pleistocene or Holocene age sedi-
ments (Yehle,. Lemke 1972).
There are numerous 1 inear features which have been identified in the
general project area. Many of these areas are reflected in linear
waterways, inlets or river valleys. Some of these lineaments have been
designed as inferred faults. If they are proven to be faults, it is
thought that they would be no older than middle Tertiary and no younger
than the 1 ast major Quaternary period of gl aci at ion. The 1 arger of the
features consist of the inferred Chilkoot Inlet(:"aU'l'~, Ferebee River
lineament, Taiya River lineament, Skagway RiX Hneamettt. and the Kat-
zehin River Delta-Upper Dewey Lake lineama~.··t(''~T.~ese ,~~\res generally
are int.erpreted to be northern e~,ions\.~f·~t)e Lynn'\~nal-Chilkoot
Inlet 11 neaments. ' -~ '·· \, -~ ·~. -:.· ... ·., \~)
The inferred Chilkoot fi\~~ends n'c>..rt.hw~ard, parallel and beneath
the Chilkoot Rive~J,all~)~ ln'~·~ddit~ to the linear nature of the
valley, large b(cfr.o~.k·Jandslides. ti'jve been reported which may suggest ., '., . . .., -:,;'"
faulting (Yehle ~.821 ··Hpweve~recent mapping in the area indicates no
\: . '
offset in geologic\tJrittsJacross the valley. In addition, geophysical
profiling in the Chif~ and Lutak Inlets have produced no evidence of
faulting (Plafker 1982).
The inferred Ferebee and Taiya River faults are based solely on the
evidence of linearity. No direct evidence is available at this time
which indicates a fault. Like the inferred Chilkoot fault, the geology
is reported to be continuous across the Ferebee and Taiya valleys. In
addition, geophysical profiling in the Taiya and Chilkoot Inlets reveal
no .evidence of faulting (Plafker 1982).
The inferred Skagway River fault parallels and lies beneath the Skagway
Valley. As with the other inferred faults, the evidence is indirect and
-27-
is primarily based on the linearity of the valley. North in Canada, the
feature merges with other structures which have been mapped as faults
(Yehle, Lemke 1972).
The Katzehin River Delta-Uppe~ Dewey Lake lineament is represented by a
very prominent north-trending lineament. The feature can be traced for
approximately 35 miles from the Katzehin River Delta on the Chilkoot
Inlet, northward and parallel with the Taiya Inlet through Upper Dewey
Lake, Goat Lake and northward into Canada. The trend of this feature
approximates the genera 1 trend of region a 1 joint sets ( Yeh 1 e, Lemke
1972).
/"\
'· c
-28-
5. PROJECT GEOLOGY
The West Creek drainage has been investigated by the United States Geo-
logical Survey in 1962 as a potential hydroelectric site. The investi-
gation consisted of a reconnaissance-level geologic examination of a
possible dam site, reservoir area, and the area of appurtenant struc-
tures. The 1962 study identified a dam site which is approximately
similar to that investigated during this phase II investigation. The
results of the Geological Survey investigation indicate a generally
favorable conclusion from a geotechnical standpoint for hydroelectric
development of the drainage (Callahan, Wayland 1965) •
.r" _..,-.~ -·l
The West Creek Hydroelectric Project would be }6ca1;.~d in the West Creek
.:. •'
drainage near its confluence with the ~ya 'River~·"' The West Creek
draina:e is. approximatel.y ten miles i~en~t.~ and\.'(~l~s easterly into
the Ta1ya R1ver. Approx1mately three m1le~ doWfistream~f the confluence
of West Creek, the Taiya River ~h~~ into;·T;t¥.a Inlet. Taiya Inlet is
a long, narrow fiord-like extension ~f·,:~hilk'~ Inlet and Lynn Canal.
The West Creek Valley p;rcates in. i~s )~per reaches and glaciers oc-
cupy each of the valle}s.. In. t~e ar~$-J'of the dam site, a bedrock ridge
trends diagonaV~across the vall>Y generally dividing the drainage into
two distinct g~o~orphk areas·.~;''""setween the upper reaches of the drain-.... · .. \ ·,._/
age and the becfl:'ock :ri'dge, the valley is steep-walled with a valley ,, ., ~" I
floor characterized\ a .. ...t:.eing relatively broad, poorly-drained and with 't.;>"yu
very little relief. This flatter portion of the valley has an elevation
change of approximately 125 feet in a distance of about three miles.
The gradient is somewhat steeper further upstream. Downstream of the
dam site, West Creek is generally located in a bedrock channel with an
elevation change of about 590 feet in approximately 2-1/2 river miles.
The project location is underlain by granodiorite bedrock belonging to
the multi-phase batholith complex of Cretaceous age which intruded
Paleozoic to Mesozoic age metamorphic rock units (Brew,. Morrell 1980).
These metamorphic units are now only preserved as roof pendants and thin
layers within the intrusive complex. The last major orogeny, which
began during the early Tertiary time, has caused uplift, folding and
faulting, thus has resulted locally in a complex structural configura-
tion.
-29-
Glacial action in the West Creek drainage has resulted in the general
scouring of the landform, including the removal or modification of any
pre-glacial soil mantle. In addition, it is probable that near-surface
y--lfl' .
zones of weak, weathered and/or fractured rock .was' removed by scour and
plucking. The most obvious effect of the glacial action has been the
overdeepening of the upper West Creek drainage. Based on a projection
of the valley walls, it is anticipated that the thickness of sediments
in the upper valley caul d be well in excess of 200 feet. After the
retreat of the glacier, the ridge near the dam site formed a barrier
resulting in the formation of a lake. Eventually, the water spilled
over the ridge, subsequently channelized in its/pf'~sent location. Gla-
cial debris and alluvium slowly filled the (~ke basin to its present
level. The level of infilling was cont~'l.ed by \~~{reek channel ele-
vat ion near the dam site. ( ···. , \. )
:\ ··,!.(
5.1 BEDROCK
~-, ..,
Bedrock is generally /X posed around ·"t·w)' perimeter of the reservoir,
within the area of th~~-.d,am sit-e, pow.efhouse and along the major portion
r···•, .•.
of the viest Creel channel downstb:!am of the dam site. \. .. . ·. ' .. ~
"\:. . ·~ ;.~J,
·.~,,
The predominant .. ',r,otk __ 't1es within the project is granitic crystalline
rocks, primarily -...,~diorite, previous investigation observed small
exposures of diorite. Diorite was identified by petrologic examination
of core recovered from boring DH 104. Several fine-grained mafic dikes
which intrude the granodiorite have been observed in borings and outcrop
exposures. They have been observed as ranging in size from one to five
feet in thickness.
Physically, the granodiorite is light gray, medium-grained,
slightly weathered to unweathered with widely-spaced fractures.
hard,
Some of
these fractures have been hydrothermally altered and/or weathered pro-
ducing a gray-green or orange col or in the granodiorite. The mafic
dikes are of andesite composition, gray green in color, fine-grained,
slightly weathered to unweathered and hard with medium to closely spaced
-30-
fractures. The general trend of these dikes is N5°E to N50°E and dip-
ping 60° to 80°S. The age of these dikes are thought to be Quaternary
age (Barker 1952).
Three joints sets have been identified. The primary joint set trends
between N65°E and N80°E and dips between 60° and 85° to the south. A
secondary joint set strikes between N30°E and N35°E and dips between 60°
and 85° to the south. Another secondary joint set trends between N35°W
and N45°W and dips approximately 80° either side of vertical. In the
powerhouse area, another joint set was identified trending approximately
north-south and dipping between 55° and 70° to the east. In addition to
these tectonic joints, it is anticipated that relief or sheeting joints
will be present. These joints generally are parallel or subparallel to
rock surface and are the result of exfoliation or st~ss relief.
,_.?" ) c· ,:
'l· ·'"· '*t
Detail examination of the surface exposu~~d rock\cb\e exhibits frac-
ture spacing ranging from very widely tt> ex~r.~mely ~~~e-spaced. Ex-
, ,. ' " ;;
tremely close-spaced fra:tured prel\,was g-ener:a'lly en6e'Untered beneath
areas marked by surface lineament's. These zo·oe~ are anticipated to vary
'!. ' ., 't· .~;..
in width from a few fe~""ff'\approximately )00 f"eet.
~. ,:·:, ' ' :' .
....---='"' 5.2 OVERBUR~· . '
~~ +~ ·\;>
"*;__ z \ ,, ), , . .,. ..
In general, the\~e'ct'~pc~ is ~ant led with varying thicknesses of overbur-
den materials. T~~rburden thickness is generally less on the valley
walls and downstream from the dam site to the powerhouse sites. Thin
deposits, on the order of a few feet, generally mantled most of the area
which is indicated a bedrock on the geologic maps. The thicker overbur-
den deposits are located in the proposed reservoir area and along West
Creek approximately midway between the dam and powerhouse sites and in
the Taiya River Valley. These overburden materials include terrace
deposits, glacial moraines, recent alluvium and talus deposits. A very
limited exposure of glacial drift was observed near the dam site.
-31-
5.2.1 Glacial Drift
The oldest exposed overburden unit observed at the project site is a
glacial drift. A small exposure of glacial drift was observed in the
vicinity of the right dam abutment. It is thought to be a relic of a
more extensive deposit which was subsequently eroded by West Creek.
Glacial drift is very dense, unstratified mixture of silt, sand and
gravel with some cobbles and was deposited directly beneath the glacier.
Subsequent overriding by glacial ice resulted in overconsolidation of
these sediments.
5.2.2 Terrace Deposits
Terrace deposits are present in the vicinity ~--t'tl~\ bend in the river
approximately one-half mile downstream of the da!Jl si~ and in the vicin-
ity of alternative powerhouse 3. The ~:its ne~t~t¥ river bend are
poorly exposed and are not anticipated.·to:be\of gr~\!)thickness. The
deposits near alternative powe~se.3 are::mo;t prono~nced with moder-
u.tely well-defined terr~~-. levels at ·ap.prox~'~ elevations of 300, 200
and 100 feet. These ('deposits are':: w·eil.:-e~osed in roadcuts of· the West ,. ·.' v
Creek access r:q.a-d. I:n these. expo,.~es, the terrace deposits consist
primarily of<t)f~.R's.e sand, sil_t~.)nd and gravel. Based on the projection
of the bedroc~\su.(fac~, th~ deposits may range upwards on the order of
' .' ....
100 to 150 feet'~~kness.
5.2.3 Glacial Moraines
Lateral and end moraine deposits are present in the upper West Creek
drainage and are actively being deposited by glaciers. The deposits
consist of a homogeneous mixture of clay, silt, sand and gravel with
numerous boulders.
An overburden deposit in the vicinity of alternative powerhouse 2 has
been tentatively identified as a morainal deposit. Based on the results
of borings DH 109 and DH 110 and limited surface exposures, the deposit
consists of subangular to subrounded boulders up to three feet in diam-
eter with c. matrix of silt, sand and gravel. The deposit forms a bulge
-32-
on the west side of the Taiya Valley at the mouth of West Creek. With
the exception of this deposit, the west wall of the Taiya Valley is
relatively uniform. Based on the results of the drilling and a seismic
refraction study, the deposit ranges upwards on the order of 100 feet in
thickness. A thickness of 117 feet was encountered in boring DH 109.
Low compressional wave velocities determined during the seismic refrac-
tion study indicate that the material is relatively loose and probably
of 1 ow density. Severa 1 we 11-deve 1 oped terrace 1 eve 1 s were observed at
approximate elevations of 250 feet, 175 feet and 45 feet indicating the
deposit has been modified by flowing water.
5. 2. 4 A 11 uv i urn /\
Recent alluvium is present in the West Creek..)..rainage upstream of the
proposed dam site and in limited amounts indhe,existi~~,.~·~, ek channel.
' \ In addition, there are some small ex~ures a,short dista downstream
from the dam site. In addition, th( T~tya Rive~, 'V-alley is underlain by
recent alluvium. Exposuresy.tthe recent.alluvhu~are limited. How-
ever, based on these expos:¢res, 'the a 11 uvium d>ns i sts of bedded deposits
' . '<li"
of sand, gravel and .c,o.bbles with varying\.,.afhounts of silt. In the upper
West Creek draina.{;·"jill .. d '·upstre.am.ot_)ile dam site, it is anticipated that
the coarser sand 'a.nd' 'grav,e 1 w~~-is exposed at the surface wi 11 be
--.. ~ \:;. \. . ·,
underlain at depth fY_x"" 'fJny-grained lacustrine deposits. An electrical
resistivity survey was~pleted as part of the borrow exploration in-
dicates that the boundary between the coarse-and fine-grained sediments
may be on the order of 25 feet below the ground surface.
5.2.5 Talus Deposits
Upstream of the dam site and in the proposed reservoir area, the lower
valley sides are mantled with cone-shaped deposits of talus. Talus de-
posits primarily consist of rock fragments ranging from sand size to
several feet in size. There is generally a matrix of loose soil between
the rock fragments. The surf4ce of the deposits is generally steep with
slopes near their natural angle of repose. The source of the rock frag-
ments is the bedrock exposures higher up on the valley sides. The rock
-33-
fragments become detached by the freezing and thawing of water which has
penetrated the fractures of the bedrock. It is anticipated that these
deposits may reach a maximum thickness of several tens of feet.
5.3 DAM SITE
Geologic conditions at the dam site were explored by surficial mapping,
air photo interpretation and six borings, DH-102 through DH-107. In ad-
dition, five seismic refraction traverses, SL-6 through SL-10 were com-
pleted in the damsite area. The location of the explorations and dam
site geology is shown on Drawing 5. The location~~orientation of the
borings were selected to explore specific f~ur~~ such as surface
lineaments and conditions beneath the Wes~~ek ch~ho,~\~\
., . 't,'\,-¥~
5. 3.1 Geology
!~. -~
;/'
Bedrock is interpreted as<""'-@eing at or very near the ground surface in / . '
the general vicinity of<the dam site. Gene·Fally, there is a thin mantle
< ,-, ,. ,;_)
of overburden in ,..t.he form of talus,•""alluvium and/or organic debris.
,4' .,
~ . ~
Bedrock outcrop:~ are generally restricted to steeper slopes and· the area
immediately adja'cent to '.the ~t Creek channel. The predominant rock
\ ' ' '
type at the dam !;,its' g..f-ea is granodiorite. A. thin, approximately
~ ..,
four-foot wide andesi1t€" dike was encountered in boring DH 102.
The major structural property of the bedrock is the joint sets. Three
joint sets were identified in the area of the dam site and are summar-
ized in a joint rosette on Figure 5-2. The joint rosette is an upper
hemisphere polar joint plot and its derivation is shown on Figure 5-L
The primary joint set strikes approximately N70°E and dips between 70°
and 80° toward the south. Two less prominent joint sets were also
observed. These less prominent joint sets strike approximately N30°E
and N35°W and dip 70° to 75° to the south and near-vertical, respective-
ly. The presence of a low angle joint was occasionally observed. This
is not interpreted as a true tectonic joint, but a parting in the bed-
rock which is caused by exfoliation and/or a stress relief. These
joints or fractures are anticipated to be a near-surface characteristic
and to roughly parallel the bedrock surface.
c
0
'" u
:0
;;;J c.
2
"0
CD >
0 c. c. <
., ... .....
"' ,.,
D
0 z
::f rr
0
1/..
Reference Sphere
The attitudes of joint
planes are represented
by a reference sphere
used to define dips
and strike of joint
pl ane'Siil space in
Figure 1. The shaded
edge portion of this
plane is known as the
great circle, which
uniquely defines the
dip and strike of the
joint plane in space.
Since the same infor-
mation is given on
both upper and 1 ower
parts of the sphere,
only one of these need
be used and, in engi-
neering applications,
the upper hemisphere
is used shown in Fi-
gure 2.
Great Circle
In addition to the
great circle, the in-
clination and orien-~·
tation of the join~?~ ·.
plane can also be deC · ,
fined by the ~ of,
the joint pl_.pJt€ •. The
pole is ti).e~· point at
which the\ surface .of
the sphere '-is pierced
by the radi>Rl · .1 ine '."'
which is nonna'hto t.~e j
joint plane. ~ · ~
--;,._ ,)~
"t.,_.._:
In order to commlfni-
cate the infonnation
given by the great
circle and the posi-
tion of the joint pole
on the surface of the
upper hemisphere, a
two-dimensional repre-
sentation is obtained
by projecting the in-
formation onto the
horizontal reference
plane known as polar
egual-area stereonet
shown in Figure 3.
Figure 1
Figure 3
Pole
Projection
of Joint Pole
Vertical
Projection
Line
EXPLANATION OF UPPER HEMISPHERE POLAR JOINT PLOT
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates Inc.
@ Converse Ward DaVIS DIXOn Geotechnical consultants
Project No.
81-5165
Figure No.
5-1
c
-~ co u
:0
::>
0.
w
LEGEND
UPPER HEMISPHERE POLAR PLOT
./'. <z •C: ..
N
•.
.. \
" \yi?'
--v:·}
s
---1.0-% of joint poles within contour
Total Population: 499 joint attitudes
E
JOINT ROSETTE-RIGHT & LEFT ABUTMENT COMPOSITE
HAlilcS-SKAG,JAY REGIO,lAL HYDROELECTRIC PROJECT
~ Skagway, klaska
~ for R,~J. t3ed: and 1-\ssociates, Inc.
D i ~ Converse Ward DaVIS DIXOn Geotechnical consultants
0 ..
Project No.
81-5165
FigurP No.
5-2
-34-
The left abutment area was explored by three borings, DH 102 through DH
104, and by seismic refraction traverses SL-6 and SL-8. Boring DH 104
was inclined beneath the West Creek channel. Bedrock is exposed at the
surface or was encountered at shallow depths. The bedrock is generally
unweathered below a depth of five feet and widely-spaced fractures and
occasional zones of closely-spaced fractures. A gray-green, medium
fractured, andesite dike was encountered between approximate depths of
40 to 45 feet in boring DH 102.
The right abutment was explored by three borings, DH 105 through DH 107,
and seismic refraction traverses SL-7, SL-9 an~lO. Similar to the
1 eft abutment, bedrock is exposed at the surf~1 \o:(~was encountered at a
shallow depth. The bedrock is genera~unwea\he~d below five feet
with widely-spaced fractures and occ~iQfal zon;~\2\extremely close
fractures with some being slick(Qn ided ahd infilled w~ clay. In addi-
tion, there are zones of medi m ~h'ard rock. which have been hydrother-
.~., ' ~~
mally altered. Borings DH 105 ar)d DH, 107 wer~"'oriented to intersect the
subsurface ex tens i ons~urface 1 ,i neam~.r~ts. The 1 i neaments are inter-
preted as the surface ·~xpres si on of·._J.8ck having a lower quality. Boring
DH 107 enco~d .. zones of .~·~JY close fractured and/or sheared rock
beneath the g\[le'ral areas bf_.,,surface 1 i neaments. Some of the very close
'\. '\.: ,__ :\ ~
fracture zones ·~h i,b:ited s 1 i ckens i ded fractures with gouge and c 1 ay in-
·~· .... /
f i 11 • "\:../', ...
Geologic conditions beneath the West Creek channel were explored by bor-
ing DH 104. This boring was located on the left abutment and inclined
beneath the creek channel. An extremely close fractured and/or shear
zone was encountered of approximately 140 feet and 155 feet along the
drill hole. This zone is located beneath the active creek channel and
along with the linearity of the West Creek channel suggests that the
creek may be structurally controlled.
Based on interpretation of the boring data, the estimated depth to sound
rock below the rock surface measured at right angles ranges between zero
and five feet on the right abutment and five to ten feet on the 1 eft
abutment. An approximate sound rock line is shown on the damsite sec-
tion, Drawing 6.
-35-
As previously indicated, there is generally a thin mantle of overburden
over the bedrock. Immediately upstream of the dam site, the thickness
of overburden increases. Based on the results of seismic refraction
traverse SL-6, bedrock dips steeply downward in an upstream direction.
The seismic information indicates that the overburden thickness is on
the order of 85 feet near the end of the traverse. Based on 1 imited
exposures, this alluvium is anticipated to consist primarily of sand and
gravel with possibly silt and clay at depth. A relatively small area of
alluvium was mapped downstream of the dam site between an approximate
distance of 500 and 1,400 feet. Alluvium is also present in the active
stream channel. The results of boring DH 104 near the dam site indicate
that a deep erosi anal channel does not exist in tj;t"'""~'irea. It is judged
that the thickness of river alluvium in the dam\J-t~\.·~ea may be on the
order of 20 feet. /~ '\, "\ ~. ·( " \.
'<\:, :, .-',\ '\~
5.4 SPILLWAY
··. .;~
';)
Two potential spillway s~ave b~eri: identjfied. The initial site is
lJcated in a topographic<..loti"o~' the left,.atJGtment, north of the proposed
-,, , ~--~,~ .. ··' .
dam axis. Th~~···'· ··n~tive, .. sp.i.l,~w.~y _s'ite is located on a topographic
bench on the r1 t ~~pb~tm.ent a sh~·ll'( d1 stance south of the proposed dam.
": . " ··~, -.....:._~~-· ..
\ . '':. ·.
5.4.1 Left Abutment',~pi\hay
. -~· \~ ... ,..
The left abutment spillway was explored by geologic mapping, boring DH
101, and seismic refraction traverse SL-5. Boring DH 101 was oriented
so as to cross the primary joint set at approximately a right angle and
to explore at depth a potential surface lineament.
Bedrock is well exposed along the margins of the topographic low on the
steeper slopes. The bedrock, 1 ike elsewhere, consists of a granodio-
rite, slightly weathered and hard with generally widely-spaced frac-
tures. The results of the seismic refraction traverse and boring DH 101
indicate that where overburden exists, it is relatively thin and only a
few feet in thickness. The presence of occasional potholes in the
bedrock surface suggests that this topographic low was probably a high
level outlet for a preglacial lake prior to the establishment of West
Creek in its present channel.
-36-
5.4.2 Right Abutment Spillway
The alternative right abutment spillway site was explored by geologic
mapping, borings DH 105 through DH 107, and by seismic refraction tra-
verses SL-7, SL-9 and SL-10. Borings DH 105 and DH 106 were oriented so
as to cross the primary joint sets and to explore at depth a surface
1 i neament.
Bedrock is exposed only on a few steep slopes. In other areas, bedrock
is mantled with a thin layer of overburden. At the boring locations,
the thickness of overburden ranges from approximately two to ten feet.
Based on the interpretation of the seismic refr~c;~on traverses, the
overburden thickness generally ranges between f~~a~d ten feet. At the ...... 1--.~ •.
boring locations, the overburden consiste~{ a ~u~a~ layer of forest
duff underlain by medium dense silty sa~ ·()[ ~andy ~\Jt\ Boring DH 107
encountered a hydrothermally al te~:.nd. e)-t;e'~·~y to v~>(y c 1 ose ly frac-
tured zone between a depth of ap~{~,1~~ely 3~ ~:~d 41 feet, and between
49 and 58 feet. It is ~ught fhat ·these alt"ered and fractured rock
zones may reflect concJt{i.?Q~',for ~;he. to'pg.gtaphic 1 i neament observed at
~.
the ground surface. '\ , ·._./~
~~. . '
5. 5 WEST CREEK\I(IV~R~IQ~ ·: ,,.,.)'·-.,,/
·~~ '·
\, \.,)
It appears 1 ikely t~~""West Creek could be diverted by either a diver-
sion tunnel or possibly by channeling through the dam structure. Topo-
graphically and physically, it appears that a diversion tunnel could be
driven in either abutment. No exploration other than the damsite
borings, seismic refraction surveys and geologic mapping was completed
relative to the diversion structure.
5.5.1 Geology
Bedrock is exposed intermittently throughout the genera 1 damsite area.
The exception to the thin overburden is upstream of the dam axis on the
left abutment where seismic refraction traverse SL-6 indicates that the
bedrock surface dips steeply downward in an upstream direction with
-37-
overburden thickness ranging upwards on the order of 85 feet. On the
right abutment, the results of boring DH 107 and seismic refraction
traverse SL-7 indicate that bedrock is covered by a generally thin
mantle of overburden, on the order of five to ten feet.
Bedrock in the area of the diversion structure is anticipated to be the
same as that described for the dam site. The rock will be granodio-
rite, slightly weathered to unweathered, hard, with widely-spaced
fractures. Zones of closely or extremely closely fractured rock are
anticipated along with occasional andesite dikes.
"' .... ~,,..,..-\
_,:!' ...
<'
5.6 POWER TUNNEL
Four potential power tunnel alternativ~~e being 1/hfsidered. Alterna-
tives 1, 2 and 3 are located south of ;West Creek wh,ii\ alternative 4 is
1 ocated north of West Creek. ah. alte~nati ~e sche,~ include a surge
ill .' ·...... \
tank or shaft near t~o_werho1.;~e ~rid_ of tQ_.;)tunnel. Alternatives 1, 2
and 3 consist of t~s~me ·9-lignm~nt b~tween the dam site and surge tank.
"-'.· .. . ' ... ,P~
The vari at~~urs \~ownstr~am ovhe surge tank where the al i_gnment is
governed b\_ t~e srl ect~d p:~house scheme. Power tunnel alignments 1
and 2 connec\ to\po*l,lerh~~ sites on the south side of Fa 11 s Creek while
power tunnel -~nt 3 swings northward crossing beneath West Creek
connecting to a powerhouse site on the north side of West Creek. Power
tunnel alternative 4 is located north of West Creek and connects to the
powerhouse site on the north side of West Creek.
At the time of the field investigations, only the alternatives on the
south side of West Creek had been identified. Thus, the field investi-
gation program was directed to these alignments.
5.6.1 Geology-Alternatives 1 through 3
Exploration in the vicinity of the proposed power tunnel alignments 1
through 3 consisted of explorations at the dam site and the powerhouse
sites, boring DH 108 at the surge tank, aerial photographic interpreta-
tion, and a reconnaissance level geologic traverse along the general
alignment.
-38-
Between the dam site and the surge tank, bedrock is exposed intermit-
tently at the ground surface. In general, the overburden is anticipated
to consist of a surface layer of forest duff underlain by colluvial
soil. Talus deposits were observed in some areas and their thickness is
anticipated to range up to several tens of feet. Based on the informa-
tion presently available, it is judged that the tunnel alignment between
the dam site and surge tank will be entirely within bedrock. The bed-
rock will be granodiorite with numerous dikes crossing the alignment.
Rock quality is anticipated to be highly variable ranging from widely-
spaced to extremely closely-spaced fractures. A joint rosette summariz-
ing joint attitudes observed along the general alignment is shown on
Figure 5-3. The joint attitudes correspond closely with those obtained
in the vicinity of the dam site and powerhouses. ,.. The primary joint
system strikes approximately N65°E and N45°W an9_,-ai'~~."60° to 85° to the
south and 80° to vertical to the north, J;eSpectively. As previously
J(f.:': ' '\.
mentioned, a less prominent joint or parting in the rock.~. is anticipated
to parallel the rock surface as a.,.v{!lief joint.· This,J.ofnt is a result
..-···
of exfoliation probably due to ·removal of overlying rock rather than
tectonic in nature. T~~,tunnel al.; gnment wi.1 f cross beneath severa 1
lineaments which have(been identified bgth in aerial photographs and
during the geolq,g;i-e field reconnaissa,nee. In the field, the lineaments
/'~' \
appear a line(r topographic low.~;;. Generally, bedrock is exposed on the
" ' .\ '' ~?,. <#'"
steeper slopes ',of the l,ow, ·~·seldom if ever in the bottom of the low.
Most of the line~'ment::S)re parallel or subparallel to the primary joint
set and may repreMt zones of closer-spaced joints and/or shearing.
The anticipated lower quality of rock probably has made these areas more
susceptible to erosion and ultimately resulted in the surface formation
of the lineament. In several areas, andesite dikes were noted as paral-
leling the joint sets. It is possible that at least some of the linea-
ments may represent zones where dikes or dike swarms are present and
differential weathering and erosion has resulted in the creation of the
surface lineaments. In addition, a lineament identified both on aerial
photographs and in geologic mapping crosses the tunnel alignment at an
approximate right angle approximately 2,000 feet downstream of the dam
site. This lineament or series of parallel lineaments, as viewed in
high altitude aerial photographs, can be traced for approximately 12
c
0
iO u
:0
:l
Q.
~
"0
Cl> > 2
Q.
Q.
<(
.. ... .... c
"' D
0 z
:2 cr
0
"-
UPPER HEMISPHERE POLAR PLOT
N
w
... )
' ....
'<,,..til'·,?)~
s
LEGEND
--3.0-% of joint poles within contours
Total Population: 133 joint attitudes
JOINT ROSETTE--POWER TUNNEL
HALJES-SKAG1JAY REGIO,~AL HYuRuELEC 1 RIC PROJECT
Skayv;ay, Alaska
for R.~. Beck and Associates, Inc •
~ Converse Ward DaVIS DIXOn Geotechnical consultants
N45W
/ 80°-90°N
E
Project No.
31-Sl6S
F1gure No.
5-3
-39-
miles. At least one of the lineaments is interpreted as paralleling
West Creek in the area where the course of the creek makes a sharp bend.
This correlation strongly suggets that this portion of West Creek may be
structurally controlled. Several exposures of highly fractured~ sheared
and/or altered bedrock were observed along the creek channel in this
area. An extension of this lineament was inspected on the hillside
north of West Creek. At this location, it has a trend of approximately
N5°E and dipping approximately 85° to the west. The zone is approxi-
mately 100 to 150 feet in width and consists of medi urn hard to soft,
hydrothermally altered granodiorite with extremely close fractures, some
of which exhibited slickensides with infillings of mylonite and clay
gouge. Based on present information, this feature has been classified
~·'"" as a fault. The previous investigation by the Un~ .States Geological
Survey described the feature as an i nferre~_lt. ·. . \
\. ' \\:. \
As previously indicated, the powe~t1nel alignments di\·~e downstream ~' ··.·.. \ '
of the surge tank, depe~ upon:,which powe(,hd1,1se alternative is con-
sidered. Power tunnel\al:fernative \1 \::gnriects ·to,~ alternative powerhouse
-~ \.;.:·:·,· /~ ~-<·.· \:1 .,.,)
1 approximat -t;,Th~O fe;r,sou\h of\,st"'VCreek as shown on Drawings 2,
4 and 7. Bed ·c~"·is 1:·~xpo~ed\t~~)rmittently along this alignment. Over-
burden is anticl.p~t;k.d ~o ~elatively shallow and consist of a surface
~ \'.--~ c
mantle of forest\p~;underlain by either colluvium and/or talus depos-
its. This tunnel alignment will be parallel to near parallel to the
primary joint set and to the trend of the lineaments mentioned above.
The downstream portal area of power tunnel alternative 1 was explored by
seismic traverse SL-4 and SL-12, and by borings OH 111 and OH 112.
Power tunnel alternative 2 connects with a powerhouse alternatives 2-1
and 2-2 adjacent to and on the south side of West Creek. Similar geo-
logic conditions are anticipated along most of the alignment with the
exception of the extreme downstream portion. Geologic mapping, seismic
refraction traverses SL-1 through SL-3 and borings DH 109 and OH 110
confirm presence of a thick overburden deposit which has been tentative-
ly interpreted as a glacial moraine. These are only very poor exposures
of this deposit. Borings OH 109 and OH llO indicate that the deposit
consists of gravel and boulders with a sand and silt matrix. Low com-
pressional wave velocities determined during the seismic refraction
-40-
studies suggest that the material is loose or has a low density. Bor-
ings DH 109 and DH 110 encountered approximately 90 and 120 feet of
overburden overlying bedrock. The deposit has severa 1 terrace 1 evel s
which indicates modification by flow water. Both borings DH 109 and DH
110 encountered primary andesite rock with minor amounts of gra nodi a-
rite. The limited amount of granodiorite may mean that the borings were
drilled along dikes or that a substantial amount of andesite or a swarm
of andesite dikes underlie the area. The tunnel alignment in this area
will be parallel to subparallel to the primary joint set.
Power tunnel alternative 3 trends northeastward..,-~ the surge tank lo-
cation, crossing beneath the West Creek chann~. to powerhouse a 1 terna-
tive 3 on the north side of the creek. ~loration~, .. ai\ong this alignment
consisted of geologic mapping and the-: completion "Qf ~ single seismic
refraction traverse, SL-11, in~~·,~icinity·?t the p~osed powerhouse.
,~ \• . . ~
Bedrock is anticipated to be at.Or near the. g,r;ound surface in the area
south of West Creek~a,lluvia,l ·-.ter'~ac:e ~(ntles the major portion of
the area on the north\ side o~ the, cr~ek""''~ith the exception of the imme-
r:·""~ •' . ·~/
di ate area {' ,.t~e proposed pewerho.use. The overburden, where exposed,
consists pri~;i· .. JX .. 'h~ i n~~d sand and grc:vel. The thickness of the
alluvium is no~~~~n} However, it is anticipated that bedrock would be
encountered at ~a posed tunnel 1 evel. Rock is exposed at the ex-
treme downstream end of the alignment and in this exposure, the rock is
slightly weathered and hard with widely spaced joints or fractures.
5.6.2 Geology -Alternative 4
Power tunnel alternative 4 was not identified until after the field
portion of the investigation had been completed. Thus, the exploration
for this alignment consists primarily of interpretation of aerial photo-
graphs and geologic mapping relative to the dam site and alternative
powerhouse 3.
Although some talus deposits are present in the area, it is anticipated
that a tunnel along the proposed alignment would probably be located
-41-
entirely in bedrock. In addition, it is likely that bedrock conditions
will be similar to those along the southern alignment. The upstream
portion of the alignment will be parallel to the secondary joint set.
5. 7 INTAKE
An intake structure will be located upstream of the dam site and on
either the north or south side of West Creek depending upon which of the
power tunnel alignments is selected.
5.7.1 Geology
/...."'\.!.
The proposed intake in the right abutment was explo~d by geologic map-
ping, boring DH 107, and seismic refr~n trav~r;~~\SL-7. Based on
th:s information, subsurface con~':ions ace ... a".tic:pat.;d')to consist.of.a
th1n mantle of overburden overlfing ''bedrock •. Bonng D'lf 107 and se1sm1c t . \ \
travers~ SL-7 indicat~t the 1 ,overburden:~~~ range in thickness be-
tween f1 ve and ten ~et.:· There are no J.Xposures of the overburden or
bedrock at }~irr:t;ake locatio)1. Q~e.rbu,rden in boring DH 107 consisted
of medium-de\~~,;~d't,{ san;d~ ;,~rock encountered in the boring consisted
of generally"+. 'll,hwe~ther'M"; hard granodiorite with widely-spaced
\ '1\.; ..
fractures. The·~g did encounter some sheared and extremely close
fractured zones which have been hydrothermally altered. Geologic map-
ping indicates the presence of alluvium on the west side of a small
stream near the west end of the intake area.
The proposed intake for tunnel alternative 4 is located along the north
side of West Creek and upstream of the dam site approximately 800 feet.
Exploration at the site consisted of geologic mapping. Bedrock is ex-
posed in the vicinity of the back portion of the proposed intake and
consists of a slightly weathered, hard, granodiorite with widely-spaced
fractures. The ground surface in the southwestern portion of the pro-
posed intake area is relativ.ely flat-lying and underlain by alluvium.
The bedrock surface is anticipated to slope steeply downward in a west-
erly direction. The near-surface portion of this alluvium is antici-
pated to consist of sand and gravel with the possibility of underlying
by finer-grained silts and clays.
-42-
5.8 SURGE SHAFT
A surge shaft is planned approximately three-quarters of the way along
the tunnel alignment and near the powerhouse. Present design indicates
that the shaft will be vertical, approximately six feet in diameter·, and
will extend from the tunnel to near the ground surface.
5.8.1 Geology
Exploration of the surge shaft area consisted of geologic mapping and
boring DH 108. As previously indicated, the northern tunnel alignment,
alternative 4, and its surge tank were not ident)J<~ until after com-
pletion of the field investigation phase. ~ ··.
/'-_. \ f""'" . ' '\
There are no exposures of bedrock or overburde.n in th~ '\mmedi ate vici n-
ity of the surge tank location.(·1f3\cil:!ver,t_he·.terrain~~gests that the
overburden is relatively thin. 'Th .. e closest b~drock outcrop observed is
,.$'
approximately 300 fee~ the ~·~aft locpti~·~: Boring DH 108 encoun-
.. ~. " ·. •, -·~ .. ~-
tered approximately 17'--.fe.et of overburdefl consisting of angular cobbles
~f,-y,:"::-·• :,\ ~-' •. Jf;:)·
and boulders.:W<th sqme sando_mat'r\ix. ···rt is possible that the actual bed-
rock surface\ '\s~~.e~:~at 's:~f?wer and portions of that cl assi fi ed as
cobbles and bou"'-{e~~b mjy be highly fractured bedrock. The bedrock en-
countered in the~;.(i hole consisted primarily of unweathered, hard,
granodiorite. Generally, the rock exhibited widely-spaced fractures
with approximately one-half of the drill core being recovered as intact
10-foot sections. However, several zones of medium to closely fractured
and weathered rock were encountered. The major zones were between
depths 66.5 feet and 79.5 feet, 103.3 feet and 128.0 feet, and 373.0
feet and 414.0 feet. It is possible that at least some of these more
fractured rock zones may reflect the subsurface intersection of linea-
ments which have been identified on the surface.
Little information is known about the geology at the surge tank location
on the north side of the viest Creek. An interpretation of the aerial
photograph suggests that bedrock is probably at or near the ground
surface.
c
.2
<:: u
., ... ....
"' ,.,
0
0 z
l a:
0 ...
w
LEGEND
--1.9---
UPPER HEMISPHERE POLAR PLOT
N
I
s N80E
60°-85°8
% of joint poles within contour
Total Population: 104 joint attitudes
JOINT ROSETTE-POWERHOUSE
HAI,~ES-Sr~AG~~AY REGILliML. HYuf:Jl::i..i::CTRI C PROJECT
SkagvJay, Alaska
for R.d, Bee~~ and Associa·~es, Inc.
@ Converse Ward DaVIS DIXOn Geotechnical consultants
E
Project No.
81-516:5
Figure No.
5-4
-43-
5. 9 POWERHOJSE
Four alternative powerhouse locations have been defined. Alternatives
1, 2-1 and 2-2 are located on the south side of West Creek while alter-
native 3 is located north of West Creek. Powerhouse alternative 1 is
f ,Z.ert:?
located approximately ~feet south of West Creek and along the west
wall of the Taiya River Valley. Powerhou~e alternative 2-1 is located a
..,...,\.\..~-
short distance south of West Creek .:i-00-~a+--t~e--eoftf..l-uence of West Creek
~ Taiya River Valley~. Powerhouse alternative 2-2 is located in the
same general vicinity and approximately 100 feet further east. Power-
house alternative 3 is located a short distance north of West Cree~ a-~~
\~ .iY~-t~~,__-. ,r-f A\~'..-....s L.~l /0 -z-2 .
5.9.1 Powerhouse Alternative 1 (-c ,;
~· ·;,
·, "' \ ;..;:.,
Exploration at the powerhouse a~rative,1 :Si.~e con~1s)ed of geologic
mapping, borings DH 111 and DH,112;· and s.~fsmic ref~ction traverses
SL-4 and SL-12. ~-~ r .
'\
/~·· ·. :. Bedr~ck is \XP~~ed'::in t~he ;g~n~ral \v.ilcinity of t~e :owerhouse.site and
cons 1 sts of ~ 1 g·h't,ly, to (lnw~~red, hard granod10r1 te. Overburden on ,, ... , '\ " ,.)
the valley wal\~6o~syts 1\fimarily of talus with a thin surface mantle
of forest duff. ~rock encountered in boring DH 111 was relatively
unweathered while the upper 22 feet of boring DH 112 was more fractured.
The upper portion of seismic refraction traverse SL-12 indicates a
intermediate velocity layer which is interpreted as representing the
more fractured zone. The Taiya River floodplain lies immediately
adjacent to the proposed powerhouse location. Based on the results of
the seismic refraction lines, the bedrock surface slopes downward be-
neath the Taiya River floodplain at approximately the same slope as on
the valley wall. The floodplain sediments are anticipated to consist
primarily of sand, sand and gravel, and interbedded sand and silt.
5.9.2 Powerhouse Alternatives 2-1 and 2-2
Exploration at powerhouse alternatives 2-1 and 2-2 consisted of geologic
mapping, borings DH 109 and DH 110, and seismic refraction traverses
SL-1 through SL-3.
-44-
Powerhouse alternative 2-1 is located in an area of overburden which has
been tentatively classified as a glacial moraine deposit. The deposit
is generally covered by a mantle of forest duff and exposures are poor.
Numerous rounded boulders and cobbles are present on the surface and the
slopes are moderately steep and in most areas very uniform. Borings OH
109 and OH 110 indicate that the deposit is coarse grained consisting of
cobbles and boulders with a sand and silt matrix with some sand layers.
Compressional velocities obtained from the seismic refraction survey are
low indicating a generally loose nature for the deposit. The boring
results indicate that the deposit reaches a maximum thickness in excess
of 100 feet. ""/\ ~ .. ·
'\:J ~ ·'
The closest outcrop of bedrock is along~,southern edge of West Creek
and upslope near the end of seismic ref~-cti'~n, travers·~~;SL-1. The bed-
rock exposures consist of a sli~·Y.-;:-weather~'granodi~te with moder-
ately close to closel~ced fract_ures. Be'ctrock encountered in the
borings consisted prflParily'of andesite svgge~ng the probable presence
~-· of dike swar~·beneath this area. , -~ ...
-i'\ \r c,
\ \ •'. .· .,,, ~ ,,, " " "' 1,, .._..,-
Powerhouse al t-err:tat fv..e 2-'t...fs 1 ocated a short distance east of a lterna-
"· '\ !'
tive 2-1.
floodplain
It '~ated beyond the area of explorations and on the
of West Creek and the Taiya River. The floodplain deposits
are anticipated to consist primarily of sand and gravel. Based on a
projection of the subsurface information at the alternative 2-1 site,
the bedrock surface is anticipated to continue to slope do\'mward in an
easterly direction. Thus, it is anticipated that the thickness of over-
burden increases toward the alternative 2-2 site.
5.9.3 Powerhouse Alternative 3
Exploration at powerhouse alternative 3 consisted of geologic mapping
and seismic refraction traverse SL-11.
Bedrock consisting of a slightly-weathered, hard granodiorite with
widely-spaced fractures is exposed in the im:ned~ate vicinity of the
powerhouse site. Seismic refract ion traverse SL-11 indicates that the
-45-
bedrock surface dips downward toward the east beneath the Taiya River
Valley. The overburden in the Taiya River Valley is anticipated to be
similar to that present in the vicinity of the other powerhouse sites.
5.10 RESERVOIR
Construct ion of the West Creek Hydroelectric Project will result in the
inundation of the upper West Creek Valley. A reservoir with maximum
normal water surface elevation of 700 feet would create a lake approxi-
mately two miles in length.
5.10.1 Geology ~~~
Geology in the area of the proposed rese~. was"''e'val\Jated by the in-
terpretation of aeri a 1 ~hotograph(>:';,ow 1 ~.~f'r'r onna {S,:'&.ce by he 1 i cop-
ter, and by f1eld check1ng. ', · \ '·~. ·.~
1 ' /,-...,., ··:. ;. \ (. .. ... . ··v
The proposed we,.~t,.~reek. reser~~ir -Is loc;,~jfd within a glacially modified
drainage bas~ ~,nerallyc~a~a~:eri~ by steep valley walls a~d a flat
valley floor.\ ~h.rtvg th~ ·q:>~rstocene Epoch, glacial ice scoured and
\ '); '" \ "-> ..,;;,
deepened the b~fP;_.;}t<j an e"Tevation well below the present valley level.
During this periWany pre-glacial soil and incompetent zones of bed-
rock were removed. After the retreat of glacial ice, a preglacial lake
was formed behind a rock ridge near the proposed dam site area. Subse-
quently, the lake water topped the natural dam and began erosion of
water channels through the ridge. Evidence observed within the various
swales along the ridge suggest that in past times the impounded water
flov1ed through var-ious channels at different lake levels. A thick se-
quence of glacially derived sediments were deposited in the lake and
judged from a projection of the valley walls, a thickness of at least
250 to 300 feet of sediments is likely (Callahan, Wayland 1964). It is
anticipated these sediments will consist of bedded silt, sand, rockflour
and clay interbedded with coarser sands and gravels.
Alluvium exposed in the active stream channel and stream cuts in lov1
terraces consists primarily of sand, and sand and gravel with some silt.
-46-
The interpretation of electrical resistivity soundings completed in the
potential borrow area suggests the coarser-grained surface material may
be on the order of 25 feet in thickness.
Glacial materials presently being deposited by alpine glaciers in the
upper valley area consist primarily of heterogeneous deposits of silt,
sand, gravel, cobbles and boulders.
Bedrock is generally exposed on the steep slopes within the reservoir
area and is assumed to consist primarily of granodiorite. Numerous
cone-shaped deposits of talus mark the lower portion of the valley
walls. These deposits consist primarily of rock,,fragments ranging in
/ }
size from sand up to blocks several feet in siz~ ~
/""''\
( ·.· ..
\,, '
"'' \\Y{.,.:...-
Project Foature
Loft Abuhront
Left t\butment
L8ft Abutment
Left Abutloont
Left Abutment
Loft Abutment
L<>f t Abutrmnt
L,~ft Abutment
Loft Abuhoont
Left AbutrTJ-•nt
I oft Abutmrnt
Loft Abutloont
Left Abutrront
Right Abutment
RIght Abutment
Right Abutrrent
Intake Structure
I ntCJke Structure
Right Abutroont
Rl ght Abutrrent
Surge Timk
Boring
tt>.
102
102
102
102
103
103
103
103
104
101
10<1
104
104
105
105
105
106
l<X>
107
107
108
Specimen
tt>.
102-1
102-2
102-3
PET-102
PET-103
103-1
103-2
103-3
104-1
101-3
10<1-4
PET-101-1
PET-104-2
105-1
105-2
105-3
106-1
10fr3
107-1
PET-107
Pl:l-108
Depth
(foot)
11.0-11.5
20.1 -20.5
41.0-41.45
41.45-41.5
7.5-7.6
7.6-8.0
8.0 -0.4
14.3-14.7
21.3 -21.7
25.3-25.7
34,7-35.1
35.5 -35.6
140.0 -140.5
12.7-13.1
20.5-20.9
20.9-21.25
5.7-6.0
14.35-14.6
48,6 -48.9
48.9 -49.1
373.0 -373. 1
Fol low lng d<Jta curp letod by The Robbins Cof!TJ<Jny
Surge Tank
Surge T<Jnk
Surgo Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
Surge Tank
108
100
108
100
108
100
108
100
108
100
108
100
108
36~
3659
3660
?.660
3660
3661
3661
3661
3661
3662
3662
3662
3662
63.0 -64.2
63.0 -64,2
AJ9.2 -210.0
209.2 -210.0
AJ9.2 -210.0
375.0 -376.2
375.0 -376.2
375.0 -376.2
375.0 -376.2
486.5 -487.7
486.5 -487.7
486.5 -487.7
486.5 -487.7
TABLE 6-1
ROCK TEST SUMMARY
Rock< 1l Test<2l
~ ~
CD UC
CD DEN
00 DEN
At-0 PET
m PEJ~_
CD . .Pffi '\_
CD -~ UC.· \ m ....... :· tt: ··. •l
-~""'" _. -:·'· \ CD-t . ,, , UC m\:'· ' DEN"' CD ::UC
Am ~,.· PET
f>LD PET
m DEN
CD •"Tr:: ~ m \v::: m DEN m m,., ·
fffi uc.
Am PET
fffi PET ,.
\t;
m
m
m
m Am
fffi Am
fffi
m m
m
m
uc
uc
uc
uc
uc
uc
uc
uc
uc
uc
uc
uc
uc
Density
<pcfl
166.1
167.4
161.4
166.4
167.6
168.1
167.1
167.2
ft67.7
:1~3
161:4
167.1
165.8
167.1
166.0
'i~~
\ '\..'
(llRock Type: GJ =granodiorite; AGJ =altered grancxllorlte; At-V =andesite dike,
Specific
Q-avlty
2.62
2.63
2.53
2. 59
2.62
2.63
2.62
2.62
2.63
2.61
2.62
2.62
2.61
Ultimate
Strength
16,210
:3),320
4,899(6)
16,350
15,920
19,920
12,430
·0t~ 10,090
20,800
:;.:'·
":·'2~ 10, 190 2~6{ \ 12,730
'2.67"-8,910
2~67 14,010
2.67 '(·'\ 8,910
2.4 . ·{!,275
2.4 , ... <f" 8 275 .... ,. . ,
2 M' _,. ·-}f640 .... r -7. • (~:~f.... ~:~6
"2.68 12,730
2.68 12,730
2.68 15,280
Young's rJodulus
psi x 106
Tangent<3l
5.02
5.80
5.52
5.90
7.22
6,14
2.23
7.83
Secant<4l
4.21
3.98
4.30
5.98
4.98
6.06
2.56
6.93
<2 >Test Type: UC = uniaxial unconfined compression test; DEN= density and specific gravity tests; PET= petrology-petrographic analysis
D>Tang-:mt ~1odulus basod on most linear portion of stress-strain curve at 40 percont of the ultlllli'lte axial stress.
<4 >Secant Modulus from zero stress to 40 percent of ultimate axial stress.
(5lpofsson 1 s Ratio calculated from tangent portion of axial and radial stress-strain curves.
<6>uttloote strength low due to failure along pre-existing fracture, no Ya.mg's M:xlulus or Poisson's Ratio calculated.
Polsson's(5)
Ratio
0.24
0.20
0.25
0.12
0.27
0.28
0.17
0.22
-47-
6. ENGINEERING CONSIDERATIONS
The purpose of this investigation has been to acquire. compile and in-
terpret preliminary data for use in feasibility design study of the West
Creek Hydroelectric Project for the Haines-Skagway Regional Studies.
The subsurface exploration including number, attitude and depth of bor-
ings, amount of seismic refraction surveys and locations and features to
be investigated were determined in consultation with personnel of R. W.
Beck and Associates, Inc.
Conclusions and recommendations develo~'r.om ~hi~~tJ.ase II investiga-
tion are presented in the fol\O,l·w··~g sect,i6. ns\:; ConC}~)ions and recom-
mendations are made with respe t tO.,.information provi'aed by R. w. Beck . ~-. '
and A.ssoci ates,. Inc. '~\;he t1me of,inves~j_gat ion regarding proposed
locat1on of proJeCt ~atures. -':._ ..... .,..>
6.1 DAM FO(~~:~~ION, -~ v~
( ',>._ ',\ ~ ·...._¢"'
;~~ ··~. ·:.
The area of th~ .pfoJosed dam site was explored by six borings, OH 102
through DH 107, ~~~seismic refraction traverses SL-6 through SL-10. In
addition, geologic mapping was completed in the general vicinity. All
of the explorations completed during this phase II investigation
indicate that the granodiorite bedrock will provide an adequate
foundation for either an embankment dam or a roller-compacted concrete
(gravity) dam.
6.1.1 Bedrock Properties
Limited laboratory tests have been completed to determine the physical
characteri sties of the granodiorite bedrock. The results of the rock
tests are shown on Table 6-1. A summary of the computed strength values
are shown on Table 6-2. Rock testing results are presented in Appendix
c.
Laboratory tests indicate that the rock has good co;-::tJressi ve strength
ranging between 10,090 and 20,800 pounds per squa~"e inch {psi) and
averaging 16,505 psi. That range/average i gnofeS one uncharacteristic
low value.
-48-
As noted in Table 6-2, the average elastic modulus of the core tested
was 4.9 million psi with an average value of 5.2 million psi for samples
from the right abutment and 4.6 million psi for the left abutment. The
rock quality designation (RQD), as noted on the boring logs, was review-
ed to provide a guide as to the degree of natural jointing and fractur-
ing of the rock. See Figure A-1, Appendix A, for the explanation of
rock quality designation. The RQD values ranged between 25 and 100 per-
cent. However, the low values are somewhat deceiving. A total of 70
percent of the core recovered had an RQD value of 90 percent or higher.
TABLE 6-2 r'~~',·;~
•..
SUMMARY OF ROC~J DATA\ '\
.... ·. ; '\.
Range of Compressiv~ • E"' . Strength (ps1) \ ···
(""'~·"'"""'',: ..
Average CotQp~~S,sive
Strength ( p'!i;5 }\ ·' ·,
\, \. ;t.
'\ \)./~ ~
Range of Se~ah.t 4 ""/
Modulus (ps1) \,_,/
(elastic modulus)
Average Secant
Modulus (psi)
(elastic modulus)
Range RQD
*Standard deviation
.,16:. 505
*5 ···~ 3 834 ~· . ~· ,
~ ... ::
2.6 X 106
to
6.9 X 106
4.9 X 106
S = 1.4 X 106
25% -100%
":· ').. .. '\
·Right Abutmoot
~..,10 ,090
to
20,800
15,810
*S = 5,352
2.6 X 106
to
6.9 X 106
5.2 X 106
S = 1.9 X 106
25% -100%
Left Abutment
15,920
to
20 '320
17,200
*S ~ 2,088
4.0 X 106
to
6.0 X 106
4.6 X 106
S = 0.9 X 106
31% -100%
Additional rock property values include an overall mean average of 167.0
pcf (pounds per cubic foot) for granodiorite and 161.4 pcf for a single
andesite sample.
iorite and 2.53
Ratio is 0.22.
The mean average specific gravity is 2.62 for granod-
for the andesite sample. The mean average Poisson's
-49-
6.1.2 Foundation Excavation
Bedrock in the damsite area is exposed on the steeper slopes and gen-
erally along the margins of the creek channel. Based on the explora-
tions completed during this phase, overburden thickness on the abutments
range from zero up to about ten feet.
In the creek bed, bedrock is overlain by recent alluvium. The thickness
of the alluvium is not known, however, it is estimated to have a maximum
depth on the order of 20 feet.
The bedrock is a slightly weathered to unwea~;~ hard granodiorite
with widely-spaced fractures. The bori ,.~''\enc)u·rtt~~'te~ rock zones which
were closely to extremely closely frac~r~~ with so~e·\,hydrothermal al-
teration. In addition, zones ~ractured rock whic~:t,r~xhibited slick-
ensides and/or alternation was ~ncabntered.:i·n borings inclined beneath
surface lineaments •. T t~h· ,_,included··~orin.~ DH'"J:04 vvhich was inclined be-
neath the ~/est Creek 6anoe 1. Three joint sets were observed. The pri-
mary joint se~tri k~~ N70°E and d,tp·s between 70° to 80° to the south.
Two secondar( j.~nt: sets had· ~,tFikes of N30°E and N35°W and dip 70° to
75° to the so~~th\.and~~pprc»;,~ately vertical, respectively. In the bor-
ings, sound bed~ko~k~ w:e.s encountered below the bedrock surface between '~ L depths of zero aniJ.. five feet in the right abutment and five to ten feet
in the left abutment. In the area of the left abutment, there may be
numerous large detacted blocks of bedrock which have been formed by
intersecting joint sets and the low angle exfoliation or relief joints
which are approximately parallel to the ground surface.
Foundation excavation requirements will vary depending upon the type of
proposed dam. It is our understanding that either an embankment dam
with a concrete face or a roller-compacted concrete (gravity) dam are
being considered. In the case of an embankment dam, foundation excava-
tion should consist of the removal of all overburden beneath the dam and
the excavation of all weathered rock in the toe slab area so that the
slab will be founded on sound rock. The shell portion of the embankment
can be founded on the exposed bedrock surface after overburden removal.
Some shaping of the bedrock surface may be required.
-50-
In the case of a roller-compacted concrete (gravity) dam, foundation ex-
cavation should consist of the removal of all overburden and bedrock
down to the sound rock level. The required rock excavation is antici-
pated to average approximately five feet on the right abutment and
approximately eight feet on the left abutment.
Excavation slopes in overburden should be no steeper than 1. 5H: 1 V for
temporary slopes. Overburden slopes which will be subsequently located
below reservoir level should be cut no steeper than 2 1/2H:1V. Excava-
tion slopes in rock will be primarily controlled by joints and permanent
rock slopes should be no steeper than 1/3H:1V. Ste_pper slopes could un-
/---~
dercut the joint planes and may result in uns~9-Qle slopes or the re-,_ .
qui rement for rock bolt reinforcement. ~~ra ry sl~Pf\~ in bedrock can
be cut at 0.1H:1V for heights of ten feet''·or less. BTast.ing will be re-
quired for rock excavation and ~{i cati-ons ~houl d ~·~q~i re controlled
l, ·.. . ·. . ' '
blasting to avoid excessive breakbge·arid loo~ening of foundation rock.
~~--" \_,,r
6 .1. 3 Found at iJ,~~>.Jre~i:m~nt' .· , '
,..("~ ., t-.~><'"'' \ \. ;. ·. ,)
Water pressure\test,s\compl~ted' during the subsurface exploration indi-·:1 i;;, \ ~. .,J--
cate that seepa~. t~ropgh joints and fractures can occur. For estimat-
ing purposes, cu~~ grouting should be considered and should be
planned to be a single line with holes on ten-foot centers. The maximum
depth of the grout holes would be 75 feet, using the formula H/2 to re-
duce the depth until a minimum depth of 25 feet is reached. For esti-
mating purposes, a grout take of about 0.5 sacks per lineal foot of hole
can be used.
In the case of an embankment dam with a concrete face, estimates should
include consolidation grouting in the area of the toe slab. It is our
understanding that the toe slab will be approximately 12 feet in width.
Considering the curtain grouting, consolidation grouting would consist
of an additional single line of consolidation holes. These holes would
be staggered with the curtain grout holes to form a triangular pattern
on 10-foot spacing. The consolidation holes should be planned for a
20-foot depth.
-51-
In the case of the roller-compacted concrete (gravity) dam, plans should
include consolidation grouting in the highly fractured and/or sheared
rock areas. For planning purposes assume that 50 percent of the foun-
dation area will require consolidation grouting. A triangular pattern
of 20-foot deep holes on a ten-foot spacing, split to five or closer
where necessary, should be adequate. For estimating purposes, assume a
take of 0.5 sacks per lineal foot of hole.
Although sound rock was judged to occur within five to ten feet of the
top of rock in the cores, it is likely that differential weathering
and/or erosion has occurred along
may require dental excavation.
should assume that 10 percent of
additional five feet of excavation.
joints, shear o~_,.ft{ tered zones, and
For estimati~ purposes, estimates
the f~.tion a~,ea.,may require an
'
\>. \
• ,·'ti"
6.1.4 Foundation Drainage
~ •r.,)> ~ \ .... :., ····! . ,, .,
It is recommended.,.,that \fou~dati on dra i (lag('' be considered in the case of
the roller-c~p~.~d. coricrete.\:.§rav\t;) dam. Foundation grouting is
anticipa:ed to\\d~fr,ea~e the )irrtO~nt of seepage through rock fractures.
\ ~ ' ~ ,/
However, some s~page ;is expected to pass through or around the grout
curtain and could\~ uplift pressure beneath the dam. It is doubtful
that a drainage system would be required for the embankment dam. A
seepage analysis should be performed to determine if a drainage system
is necessary.
6.2 SPILLWAY
Two potential spillway sites have been identified. The .;nitial site is
located in a topographic low on the left abutment and was explored by
boring DH 101 and seismic refraction traverse SL-5. The alternative
site is located on a topographic bench in the right abutment and was
explored by borings DH 105 through 107 and by seismic refraction tra-
verses SL-7, SL-9 and SL-10. ·
-52-
6.2.1 Foundation Excavation
Bedrock underlies both of the spillway sites at relatively shallow
depths. At the left abutment spillway site, overburden thicknesses are
anticipated to be relatively thin~ on the order of a few feet. At the
right abutment spillway site, overburden thicknesses are anticipated to
range between five and ten feet.
Bedrock conditions are anticipated to be very similar to that in the
damsite area. The excavation slopes will be primart.l-J,...cpntrolled by the / '
joint system. In the left abutment site, the spillway alignment will
parallel the secondary joint set which s~s· appr~~i~a,~ely N30°E and
-.~ f ·, .),
ciips 70° to 75° to the south. T~ relatcionsh1P resu~t~ in the left
wall being the most critical. B~sed''on the· pn~sent information, rock
slopes should be cut no ..s.t,eeper ~than 1/3H:1~_. .. )on the left wall and
1/4H:1V on the right wa(r··Th·e same rock slopes. are recommended for the
,_. ·-. ,.Y
right abutmen~e;· ... whe·r~ again the,)eft wall will be most critical.
For cuts in e\ce~s .. : of approxi.0.~ely 20 feet, an approximate 18-inch
offset will be r~.qi.Iin~,ed'.to t'ae'll it ate drilling.
\~ ~\-.. ~-~ ) ,,,_ ,./,
Overburden slopes ~''~c(uld be cut no steeper than 1 1/2H:1V. It is recom-
mended that a bench be constructed at the overburden-bedrock boundary.
A bench with a width of 20 feet will allovt construction equipment to
remove sloughing overburden material as necessary.
6.3 DIVERSION
There are two likely schemes for dewatering and diversion of West Creek.
One scheme involves diverting the flows through conduits in the channel
while the other scheme involves a cofferdam with diversion through a
tunnel.
6.3.1 Channel Diversion
The diversion of West Creek through the channel would likely consist
of diverting flows around the channel during the lm'l'-flow period and
-53-
placing a conduit(s) in the channel bottom. It is anticipated the flows
are relatively low during the winter months. After construction of the
dam, the conduit(s) would be plugged.
6.3.2 Cofferdams
An upstream cofferdam will be required for diversion. No subsurface
exploration was completed in this area. A 11 uvi urn in the creek channel
at the dam site is judged to be on the order of 20 feet in thickness.
Depending on the location of an upstream coff~, the thickness of
alluvium may be greater. The alluvium, based~ surface exposures, will
\_, .
consist primarily of sand, gravel and ~s •. ~Thj~S\~aterial is likely
to be highly permeable. ~ · \
. )
\r;.:r"" _...-"'"'·'.,
~ . .
Two methods of construction ar~ considered f~asible. One method would ..,.
be the driving of a s~·-'Pi 1 e wa 11. The other method would be the con-
struction of an emba~kment with an imperVlous cutoff. Embankment mater-
o(~::--s;_.. ,. . : ;.:,
ials could ~f1sis~. of material from road construction, tunnel muck or
sand and gr:\~!=i·<'1.o~:a:;ted a:, shp·rt.'distance upstream in the proposed reser-
\., \ ~\. ·.\._ '·;~ ...... )-.)
voir. A suit~le,sou,rce of fine-grained material has not been locat-
ed. Alternati-,,~j.rA~r a impervious cutoff include a manufactured
membrane, slurry trench, or a sheet pile wall.
6.3.3 Diversion Tunnel
Geologically, it appears that a tunnel could be driven in either abut-
ment. Geologic conditions are not expected to differ appreciably from
one abutment to another. However, based on topography, a tunnel in the
right abutment appears more favorab 1 e. The steeper topography on the
right abutment would likely result in better portal conditions, more
cover over the tunnel, and possibly a shorter tunnel.
A tunnel driven in the right abutment in the vicinity of seismic re-
fraction traverse SL-7 is anticipated to be primarily in bedrock. A
tunnel located in the left abutment and along the general alignment of
seismic refraction traverse SL-6 will encounter a substantial amount of
-54-
overburden along the upstream approximate 200 feet of the alignment.
Downstream from this point overburden is anticipated to be shallow.
However, the amount of rock cover over a tunnel is anticipated to be
relatively thin. A tunnel heading located 200 to 300 feet further up-
stream will encounter much less overburden, have a better portal area,
and more rock cover. However, this location will result in a longer
tunnel alignment.
Tunneling conditions in rock are expected to be generally good. The
general tunnel alignment will cross the two secondary joint sets at an
oblique angle and be parallel to subparallel to t.~h.e .·rimary joint set.
For planning purposes, it should be assumed tha("::ocl< support will be
required along 20 percent of the tunn~ngth: ·.\T~\i s support waul d
con~ist_of 50 feet of light to m~mweight st~els at.~ch portal. For
est1mat1ng purposes the steel ~ool~d be 8" x 6 1/2 11 \~~ 24 pounds per
·,:~ '
foot sets installed ~-foot centers. Th~, remainder of the tunnel
~ t;::."' I ~,,.·
could be re~·nf ~d w\th. bolt:s. These ~?.1ts should be 10 feet in length
on 5-foot c nt~~s ~nd installed as necessary. In areas where rock cover
';. \ . v
is less than \~~~'-·,tu~nel ?i·~~_t:ers, additional support will be required.
This support s'touJ-;d i:;onsi<~t of steel sets, as noted above, inst-alled on
\ . j
three-to four},J~~ centers. In addition, crown bars should be in-
stalled and grouted ahead of the tunnel face.
In the portal areas, overburden slopes should be planned no steeper than
1-1/2H:1V and rock slopes at 1/3H:1V. For safety purposes, it would be
prudent to p 1 an rock bolts and mesh pinned to rock above the working
portal entrance.
6.4 POWER TUNNEL
Four potential power alternatives are presently being considered. These
consist of alternatives 1, 2 and 3 located south of West Creek and al-
ternative 4 located north of West Creek. The major portion of the
field effort was directed towards the southern alternatives. Alterna-
tives 1, 2 and 3 follov1 the same alignment between the intake and the
surge tank. Between the surge tank and the powerhouse, the alignment
varies depending upon the powerhouse alternative.
-55-
Other than boring DH 108 dri 11 ed at the surge tank 1 ocat ion, no other
subsurface exploration, aside from a reconnaissance level geologic tra-
verse, was completed. Recommendations relative to tunneling have been
developed with consideration of boring DH 108, but are also influenced
by the geologic mapping and inspection of aerial photographs.
The power tunnels are anticipated to be driven almost entirely through
bedrock. The exception is the approximate downstream 200 feet of tunnel
alternative 2 which connects to alternative powerhouse 2-2 and will be
located in overburden. This overburden is anticipated to consist of
relatively loose sand, gravel, cobbles and boulders,.-~drock is antici-
pated to consist primarily of granodiorit~ with oc~:asional andesite
dikes. <"·· \
~
For the most part, the rock is aC;"pated to b~·, relaticrefy massive with
widely-spaced joints.~e'\tunner will 'generaiJ;Y be subparallel to the
joint sets. Howver,·'at least a portion,._Jlf each alignment will be par-
allel or nea -pa(ai··lel to one j,pint·~~t. The major portion of the tun-
\ '1;-, '\ \ '· ' < ~·
nel alignment\ \:~1\\be ·s,~~a.rsa'1lel to a series of strong lineaments
which appear t(\.t>~.:r~flected in the joint sets. For a tunnel driven
from the upstrea\Art(rtal these features would be first en:ountered in
the right wall and arch, and would remain in the tunnel until they pass
beyond the left wall. The tunnel alignments will cross at least one
inferred fault zone at approximately right angles. This fault zone is
anticipated to be on the order of 100 to 150 feet in width.
6.4.1 Excavation Characteristics
It is anticipated that the power tunnel could be driven eithe~"' by the
drill and shot method, or by a tunnel boring machine (TBM). The gran-
odiorite bedrock is anticipated to be relatively uniform with the excep-
tion of the lineations. The strength characteristics obtained to date
are summarized in Table 6-2. The subparallel lineations could result in
a mixed face condition in the tunnel. In addition, it is anticipated
that the tunnels would encounter numerous andesite dikes. The presence
of the fractured and/or sheared zones could effectively reduce the high
-56-
progress rate anticipated with a tunnel boring machine. Based on exist-
; ng data, there is no evidence of broad zones of soft ground or c 1 ay
gouge which would cause squeezing in the tunnel. There is no inter-
granular permeability in the granodiorite. However, groundwater may be
encountered in highly fractured and/or sheared zones or faults.
In conventional drill and blast method, the rock would not be expected
to present any drilling problems, and an acceptable fragmentation can
probably be achieved. The amount of support necessary will depend on
the method and care in driving. The drill and shot method will depend
on the quality of blasting around the periphery of the tunnel. Thus the
........ ~,\
specifications will require a controlled drill~'f ahd blasting tech-
ni:ues. Because of les~ distur~ance. to t~surrt5u'n~in~ r~ck, a tunnel
dnven by a tunnel bonng mach1ne 1s arfficipated to· r~qu1re much less ' ., t.
stabilization and support. (" .. ,, , · '\,.,}
6.4.2 Excavation Sta~tion and Support
\·j-
As previousl~·d·i~'ated, it is ~ntic4"r5~ted that the major portion of the
alignment wil~\_be driven in b~'Gr~ck. The exception to this is the down-
··... -· ) \ , _.,fr
stream few hunch;-e.d .. 'fe'~t of-alternative 2 which connects to powerhouse
"-,'>-!·, :.'
alternative 2-2. \\.~ portion of the tunne 1 will be driven in over-
burden materials and will require soft ground excavation techniques. The
overburden portion of the tunnel will require the installation of steel
sets capable of supporting the full overburden load. It is anticipated
that the driving of spiling ahead of the tunnel face will be required to
facilitate the installation of the steel sets. It is recommended that
the steel sets be installed on two-foot centers. Driving of spiling may
be difficult because of the presence of cobbles and numerous large boul-
ders. Excavation through the overburden can be expected to be tedious
and progress will be slow.
The bedrock portion of the tunnels will cross several lineaments. These
lineaments are interpreted to be the surface erosional reflection of
highly fractured and/or sheared rock zones. At least one zone has been
tentatively identified as a fault. In the event of construction by the
-57-
drill and shot method, it is judged that approximately 1,000 feet of
primarily the highly fractured, sheared, and/or fault zones will require
support. This support would be in the form of light-weight steel sets.
For estimating purposes, a five-inch !-beam weighing 10 pounds per foot
and installed on five-foot centers would be adequate. In addition,
planning should include 50 feet of the same size steel supports in-
stalled on four-foot centers at each portal. In the remaining approxi-
mate 9,000 feet of tunnel, it is judged that one-half of this length
(4,500) will require reinforcement in the form of rock bolts installed
across the crown. For an eight-foot diameter tunnel, the bolts should
be estimated at six feet in length, fully encapsulated~ installed on
three-foot centers across the crown. If the tun~, i~s driven by a
tunnel boring machine (TBM), less disturban~~l be ~?·~fi. to the sur-
rounding rock and the requirement f~~c.k sLip,Port. ;., and rk.~:-n,~rcement is
judged to be less than that descr1be9 ·above for the dr·rn and shot
~ ·'.~. : . \.
method. In lieu of the ~ed 1,000'feet ot' $teel-supported tunnel,
·~ .• <~· . .·.. ·.-
it is judged that rock 0.or1trol could be acbieved with bolts and mesh
~-. '*''
installed on a (frq~~.a'r:, patt~rn .'as\prevj.ot.Jsly indicated for bolted sec-
tions of the tu~_e'l.' ·+n ad.?it~iQ~rock bolts should be planned for an
..... \. -\ ' .· ';)
additional 1,000 f~et',of'tunn~fto be installed as required. -
~ ,, • '1
\ ·"""' v ...
Estimates should include shotcrete for sealing areas where spalling is a
problem. It would also be prudent to have provisions for shotcreting
and sealing highly fractured and/or sheared zones to prevent or reduce
erosion and plucking of weaker rock by flowing water which could result
in ultimate collapse in the tunnel.
As previously indicated, the tunnel schemes incorporate a surge ta_nk , ~
1shaftf. In the area of the intersection of the tunnel and surge shaft,
rock support and reinforcement should be provided. It is judged that
this support should be in the fonn of six-foot long fully encapsulated
rock bolts installed on three-foot centers and medium weight steel sets
installed for a distance of 30 feet. For estimating pur~oses assume the
set to be 6-inch by 6-inch H-beam, 20 pounds/foot and installed on
four-foot centers.
-58-
6.4.3 Lining
Concrete linings should be provided in the soft ground portion of the
power tunnel for powerhouse alternative 2-2 and in areas where the rock
cover, in feet, is less than 0.5 times the head in feet. In addition,
those sections of the tunnel with steel support will require concrete
lining or shotcrete to protect the supports from the flowing water.
A steel-lined section should be provided at the downstream portal and in
areas where rock cover will be less than 50-feet in thickness.
6.5 INTAKE
~·· '· .. ·\
An intake structure will be located a\sffo.rt distan~~, upstream of the
proposed dam site, either no¢fl~r south of West G:r:~ek depending on
which power tunnel alternative~\ i; selected. ' There are two alternative
in~ake designs, one~' free-s'tanding ·:;ow&r)'·with a connecting bridge
wh1le the other woula'~"b~ construct,ed. ag-a'lnst a rock slope.
6.5.1 Foun~:\'i<ca:atioy /'
\•:\.. ' ' '. ·~. ."'t.Y~''
·~ ~
<· J'
The intake towe;\"",.~a bridge supports, if appropriate, should be founded
on rock. At the northside site, bedrock is anticipated to slope steeply
downward and the flatter portion of the site is anticipated to be
underlain by a thick sequence of overburden sediments. Overburden at
the southside site is anticipated to be relatively shallow and underlain
by bedrock.
Excavation slopes in overburden material which will be below the reser-
voir level should be planned no steeper than 2.5H:lV. In addition, it
would be prudent to allow for riprap or concrete lining along the sub-
merged overburden slopes. Overburden slopes which will be above the
reservoir level should be cut no steeper than l-l/2H:lV. Excavation
slopes in bedrock will be primarily controlled by joint sets. For the
northside site, the left slope is most critical and should be cut no
steeper than l/3H:lV. The right side and back slope are less critical
-59-
and should be cut no steeper than 1/4H:1V. For the southside site, it
should be planned to cut all rock slopes no steeper than 1/4H:lV. In
areas ~vhere steeper rock slopes are required, reinforcement by rock
bolts should be planned. Rock bolts 15-foot in length, fully encapsul-
ated and installed on rectangular eight-foot centers should be a basic
pattern. Intersecting joints may require a locally closer spacing.
Careful drilling and blasting will be essential to achieve satisfactory
slopes in rock.
6.6 SURGE TANK t<"'''~\
,.,../ ,,..~·
~
As the present time, a six-foot diameter su~ tan~ (shMt) is planned
at a point approximately three-quarters of ~he-distance ·a l,bJ.lg the power
~
' " tunnel. The subsurface conditio~t~ the site >were exp1ored by the
500-foot long boring, DH108. Based' on .the drilling information and
interpretation of aeri al~ographs ~ the shaft '"'may penetrate severa 1
fractured, sheared, and/or ·weathered .. zones. ·· Some of these zones are
thought to be re~ed as nearby topographic surface 1 i neament s.
<;, ·-: ·,
~-
6.6.1 Excavation hnaracte:risttc~
": .I
··--,f'.;<··
It is anticipated that the surge shaft could either be excavated as a
raise by conventional drill and shoot methods or by drilling methods.
If the shaft is excavated by drill and shoot methods, it is anticipated
that some rock reinforcement will be required in the fractured, sheared,
and/or weathered rock zones. Reinforcement consisting of fully encap-
sulated five-foot long rock bolts installed on three-foot centers should
be adequate. In addition, shotcrete and mesh may be required in areas
where spalling is a problem. For planning purposes, it should be
assumed that 15 percent of the excavation will require rock bolts and
would include an approximate 50-foot section of the shaft at the area of
int.ersection with the povter tunnel. If the shaft is excavated by
drilling the raised bore method, it is anticipated that little or no
reinforcement will be required. However, it would be prudent to plan
for rock bolting of the shaft at the intersection with the power tunnel.
-60-
6.7 POWERHOUSE
Four alternative powerhouse sites have been defined and consist of
Alternatives 1, 2-1, and 2-2 on the south side of West Creek, and
Alternative 3 on the north side of West Creek. Alternative 1 is located
approximately 1,000 feet south and along the west wall of the Taiya
River. The other alternatives are located adjacent to West Creek.
Foundation conditions will vary greatly depending upon the alternative.
Alternatives 1 and 3 will be founded on bedrock. Alternative 2-1 is
anticipated to be founded on bedrock, however, extensive overburden
excavations are planned. Alternative 2-2 is located on the West
Creek-Taiya River flood plain and will likely require-,·fo~nding in piles
('
driven to bedrock.
6.7.1 Foundations Excavation
\
'•' " ~ .. ,
. '"
Suitable bedrock is antic~d at the foundatiQJ:t,.~levels for alterna-
tives 1, 2-1 and 3. Ba<e"d "on completed expJora~ions, granodiorite is
\:, ., ·.o.·'
anticipated at al~ative sites 1 and ·J,)Iand granodiorite with. andesite
dikes is antici~ted:. at .alterna~i~~· site 2-1. No subsurface explora-
tions were complet~ \jhthe iwd'iate area of alternative site 2-2.
\ ·:. } "· .;"''''
Excavations in bedrocY will be controlled primarily by joint sets and
rock quality. Excavation slopes in bedrock should be planned no steeper
than 1/3H:lV. Permanent slopes in overburden should be planned no
steeper than l-l/2H: 1 V. Temporary s 1 opes in overburden should be
planned no steeper than 1H:1V. In addition these temporary slopes will
require ve:y close monitoring by the contractor.
Excavations located partially or wholly within overburden soils below
the West Creek-Taiya River flood plain surface may require dewater-
ing.
In the case of alternative site 2-2, a steel penstock-power conduit will
be requirec between the power tunnel and powerhouse. It is recommended
that the penstock be placed on a concrete slab to minimize differential
settlement. The design should take into account the seismic conditions
of the area..
-61-
6.8 RESERVOIR
Geologic conditions in the reservoir area were determined by geologic
mapping, aerial overflights and interpretation of aerial photographs.
The flatter portions of the reservoir are underlain by recent alluvium
with bedrock exposed in the steeper portions of the valley walls. De-
posits at the base of most of the steep drainages of talus are accumu-
lating.
No significant areas of landsliding were identified on the aerial photo-
graphs or visually during overflights. However, b~ool},.s"e of the steep
valley slopes, some slides are likely. Based on a~ailable data, it is
doubtful that the slides waul d be of the si ~, endange~ t~e project.
'\. . . ·.. ·;.
~ . ·.! .:~ .\' ~~-~
Avalanches may occur in the project(a~e·a\and spec'tfically 'in the reser-
, .. ' '•
voir area. These are an~ated to occur durin:~ winter and spring
months when the reservoi r{Su.rfa~e may. be ·fro~,~n. ,.It is anticipated that
the presence of t~-{rozen surface wi 1 .. ~--minimize the impact of these
ava 1 anches. \'(~, ', ,_' _ ~
\ .. '· Based on available i~form~~ion, reservoir leakage should not be a prob-
\ ·;?-*"
lem as long as the prb-Ject is properly constructed. The rock ridge on
which the dam site is located will act as a suitable barrier to see-
page.
6.9 CONSTRUCTION MATERIALS
An alluvial terrace deposit within the proposed reservoir area was ex-
plored as a potential source of granular construction material. This
terrace area, as shown on Drawing 8, is approximately 1,600 to 4,008
feet upstream of the dam site on the right river bank. Explorations
consisted of test pit excavations, and observation and sampling of
exi.sting cut banks along the river.
The terrace materials were predominantly sand with about 30 to 40 per-
cent gravel and occasional cobbles to a maximum size of four to eight
-62-
inches. The deposit was relatively clean and particles were rounded.
Overburden to be removed to expose the surface of the terrace deposits
was observed to range from approximately 1/2 to 1-1/2 feet.
6.9.1 Concrete Aggregate
Laboratory test results for samples of potential concrete aggregate are
presented in Appendix D and summarized in Table D-1. The major compo-
nents of all the samples tested were granitic rocks and quartz. The
constituents were innocuous and free from coatings/0\ silt, clay, and
precipitated mineral matter. The particles ar~·""cons'idered dense and
generally sound as indicated by 1 ow absorp~~ specifi6\gravity greater
than 2, and low losses in the soundness test-s •. The losses in the L.A.
Abrasion tests were relatively hif1~?§reatef thari 40 perc~·~t.
t ' . ,
Based on these prel imi ~x.ami nations a·nd> tes{;. results, granular soi 1
from the upstream terrate deposi.ts appe9rs:··lo be satisfactory for use as
concrete aggr~:\q, permanent ~onsfr~ct ion. Additional samples are
currently bein~ fested for'•abr~'ion resistance to verify the high re-
sults obtai ned e}t:.l'i·~r. \ . _ _, ... ·
6.9.2 Embankment Materials
The same terrace materials explored for concrete aggregate appear to be
suitable granular fill materials for the dam embankment. Particles are
sound, rounded, and well graded. Based on the triaxial compression test
and sieve results on scaled specimens as described in Appendix C, the
following soil properties are recorn:nended for preliminary embankment
design assuming the material is compacted to at least 95 percent of its
maximum dry density as defined by ASTi~ test designation 0 2049:
Dry Unit Weight 125 pcf
t~oi st Unit Weight 136 pcf
Saturated Unit Weight 142 pcf
Effective Angle of Internal Friction 41°
(for confining pressures less
than 12 ksf)
Effective Cohesion 0
Coefficient of Permeability 0.02 to 10 em/sec
-63-
Based on present construction concepts, it is anticipated that a con-
siderable portion of an embankment dam will be constructed utilizing
shot rock. This shot rock is likely to be obtained from required
spillway and other excavations. As previously described, the bedrock
exposed at the surface and encountered in borings consisted primarily of
a slightly-weathered to unweathered granodiorite.
Generally, the rock exhibites widely-spaced joints or fractures but does
have some zones of very closely to closely-spaced fra,ctures. The rock
... ,;-... '' \
is relatively isotropic and is anticipated with proper blasting techni-
ques to produce approximately equal dimen~J block~.\ Based on the
information available to date, it is judged~-that ... the rci~k'\obtained from
the planned excavations will prod~-suita.ble ,c{ual ity ·\.J'k for use in
\ ··,, .t-..
the embankment portion ~\~am. ,, \c)'
6.10 SEISMIC ~-· .
0 \. \ '\ >
\. ~,. ·:'\-, '•. ·~ I' ".._.•·
Preliminary seis~ic~~-:~es~gn p.,atameters for the Vlest Creek project have
been developed af1\~r'-a~evievJ of available tectonic and seismic informa-
'~. ~ tion. As shown on TI'rawing 10, the project lies within an area consid-
ered to be moderately seismicly active. Within a 100-mile radius of the
project site, 128 seismic events with magnitudes ranging up to 8.2.
Within a 20-mile radius of the project site, four seismic events have
been recorded with magnitudes ranging between 2.5 and 5.4.
Because of the distance of prior and existing seismograph stations from
the project area, the seismicity in the vicinity of the project is anti-
cipated to be higher than that presented on Drawing 10.
Numerous lineaments have been identified in the field and in litera-
ture for the project area. The lineaments which were field-inspected
suggested that they vJere the result of differential erosion caused by
varying rock quality. A n?rth-trending lineament which crosses the
proposed tunnel has been identified tentatively as a fault. No jeomor-
phic features have been observed which would indicate post-Pleistocene
movement.
-64-
The ATC-3-06 (NSF 78-8) publication indicates the effective peak accel-
eration in the project area is suggested to be approximately 0.35g with
a 10 percent probability of being exceeded in 50 years. The project is
located in seismic zone 2 in the Uniform Building Code and is classified
as a zone where moderate damage could occur. It is recommended that a
peak bedrock acceleration of 0.4g be considered for preliminary design.
A subsequent detailed study of seismicity may identify the need to use a
higher value of acceleration.
APPENDIX A
DRILLING EQUIPMENT AND PROCEDURES
A.l GENERAL
The phase II geotechnical investigation which included drilling, test
pits, seismic refraction traverses, and resistivity soundings was per-
formed between late summer and early winter of 1981 at the proposed West
Creek dam site and appurtenant areas. Tab 1 e A-3 1 i sts all borings
including location, feature investigated, and length.
The major portion of the explorations were completea· in late summer and
early fall. A total of ten borings, DH !":rough DH 1>~0, were com-
pleted by Wyman Construction CompanyA: Kettb·i·k.an:~ Alasko\)etween Sep-
tember 23 and October 22, 1981. ~s .. e ·.ten ba-~?.1 ri:~s represent an aggre-
gate of 1, 521.3 1 i neal feet....¢... .. ~ rill i!19· .. >·WQ_;,k d\:~). ran~ed. from ei gh~ to
twelve hours, seven day<a-.week. To. e~p.e~d_:;..e the dnll 1 ng opera~ 1 ons
two 12 hour shif!Y'J'e-r day we~e employ'~),in''~the latter part of October.
Temsco Hel icopt~r,s·'lnc'• of Ket~h-~}~n, Alaska was contracted to provide
·.. \ \·· "" ~,,:j·
helicopter support.to,~o~ men::...a'lld equipment. A Bell 204 helcopter was
used to move the d'~ii·l~·-~uipment, and a Hughes 500 D Model Helicopter
was used to transpo~·.,;drill crews and geologist as required. These
borings were drilled utilizing a skid mounted Longyear Model 38 diamond
drill utilizing dual Bean Royal pumps for water supply system.
A small exploration program was completed in early w;nter and consis~ed
primarily of the drilling of two borings, DH 111 and DH 112, at the
alternative 1 powerhouse site. This phase of drilling was con~leted by
Alaskan Enterprises of Juneau, Alaska, between December 2 and 12, 1981.
A total of 126.0 1 inear feet was drilled during this period. Due to
col·d weather and short daylight hours, work days consisted of six-to
ten-hour shifts, seven days a week. Livingston Helicopter Services of
Juneau, Alaska was contracted to provide helicopt-:=r support to move
drill equipment. An Allouette II helicopter v;as utilized in moving
t10DIFIED
CORE RECOVERY CORE
RECOVERY .....----""!
(Pieces in excess of 4" in length)
10"
2"
2"
3"
4"
5"
3"
4"
6"
-;. ,. 21' \.
5"
50"
Core Recov.
Core
Ru:1
60"
10"
4"
6"
5"
-.4_11 .).
RQD
= 5'J/60 ::: 33% = 34/60 = 57%
ILLUSTRATIO~ OF CORE RECOVERY & RQD
HAINES-SKAGWAY IONAL HYDROEL 1 IC PROJECT
Skagv1ay, A 1 as ka
for P W Beck a~d Acsoriates Jrr
~ Converse Consultants Geotechnical e.ngineerin 9 ~ and Applied Science$
ProJeC! No
81-5165
Ftgure r-...o
A-1
TABLE A-1
KEY TO SOIL SYMBOLS AND TERMS
TERMS US£0 IR THIS REPORT fOR D£SCRIII•G SOilS ACCORO!IIG TO T"EIR TElTURE OR 'lAI• SllE
OISTRIBUTIOWS AH GENERAlLT IM ACCORDANCE WITH TME U.,lfiED SOIL CLASSifiCATION SfSTEII.
MAJOR DIYISIO•s TfP I tAL UIIES TE~ DESCRIBlhG Cl»>DITIOH. COISISTEIICY MD HAR1»1ESS
"' 0 ., .
= ~ n . .. ., .. _., .. ~ -'!' --.. ., .. --.. " ., . ...... . ., .. .. :. ,.. -.. ..
" .. .. .. ..
0 .
c . .. .. .
.. .. ., .. .. ... ..
" ,.. .. ..
0 ... . ... .. -....
~ ~ --.. ., -.. _,.
~. .. .. . ..
.. 0 --... ., .. :r ..
" . .. ..
0
0
M
• c .. -
2
0 ., -· .. .. ~
"'"' ... ., "
~"' , .. ·-.....
"' zo., .......
c
n • .... .. .. .... -.. ..
c ·:: .... _,..
H~ ·--c
"
..
0 ., ... • .... _,.. -· ~::0
:: n
; . ..
!: " ... " ., 0 .. .. ... . -"' .. . ..
,..,
... ., .., .. ., c .. ..
~~ ;: .... ;-~ ~ :. ; -· . ...
c -~ = .. ..
r--.. .. "" ;;;: ..
c " ., ..
" ..
'"
GC
SW
Wtll·gradtd tr•••ls, gra••l·
11n4 a1xture5. l1ttle or no
flnt>
Poorly·gradt4 gr&•tls,
graYel·llnd a1xtures •
little or no fines
Silty t••••ls, t••••l·sand·
slIt •~>t••u
Clayey gra•ols, gr•••l·sand·
clay •txtvr.,s
Wtll-gradtd sands, gra•elly
sonds, llttlt or no fines
COAlS£ 'IAIMED SOILS (•ajor portloo rettlaed on Mo. tOO slowol:
Includes (T) cl11n grawels, (2} silty or clayey t••••ls, aad l)
silty, clayey or trowelly •••••· tooslstoocy Is ratod accordta1 to rolatlvo dtnslty, as dttor•loed by laborttory tosts •
Dncrlrthe Tor•
Vtry loose
lOOSt
Dncrl ptht Tor•
Yery soft
5oft
Rolttl•t Deosltl
o to lSI
IS to 401
40 to 701
10 to an
IS to 1001
$hotr Streogtk ltsfl
len tlotn O.U
0.25 to o.so
,..
~,.._ 10 ':II SP P'oorl{-traded sands •
1 5 : l _________ '_r_•_•_• __ l_y __ •_•_a_d_'_· __ l_l_tt_l_• ______
1
..... ,. .. ... .. ....
0 " .......
0 .. .... ., ....
~ or no flotl
... " ., ... ;:• ..... . ., .. :: -.. .. _
•o _,
M .. ..
.
.. ... ... .,
... .. ! _.,. ..
.. -:r :. " _ .. . " 0 • li .. ..
.. ,. ...
:: " .. .. .. : ..
"
"' .. -
... -~ • ..
" .,
.. .. ..
" ...
" ..
'!
.....
~ ;;:
sc
I!L
CL
OL
MH
CM
OH
Silty sands, sand-sllt
•1 xtures
Orvanlc silt• and ortanlc
silty clay• of low
plasticity
lft~rtaft1C s11t1, atcac•ous
or dlato•acoo~• floe saod7
or silty •ol1s, elastic
slits
Inorganic cloys of hlgh
plasticity, fat clays
Orvonlc clar• of ••dl•• to
h!th plntlclty, organic
silts
Peat ••d ot~er hlthly
orgulc ulh
Soft
Moderately
lotrd
Hard
Ytry ll&rd
tan bt dut by loaod aai cr.sloed
~>r. ft•t•••
Friable, ctn 1>1 vov,.d itoply
wltk talfe aod will cr1111~h
readily vader 11tH 111-r
blows
lnlfe scratclo l••••• ivst
troce, will wttlostaa' & f ..
h-r lll0t1a lldora llr .. tlat
Scratclood wltlo tolfo wltlo
difficulty, itfftcult to
brut wiU1 ~o~-r blow&
SOil IIDISTUR£
Fro• low to kith tho soil •olsturt Is tadtcatoi loy:
Dnl!!ftltloo.
Tract
Llttlt
And
GRAIN SIZE DISTRIBUTIOK
Dry
Sl1tktly .oht
lloht
Very .oht
lilet
SIZE PUORT lotS
'•rce~t by welsht
0 to 10
10 to 10
20 to lS
35 to so
I -CI.AY--+-----SILT---•ro~--1-.. -:_-:_-:_~-;_SAN_~ -·~JN«-GRA...,..""'I~-l....,-=-:1
SIIW! Sllf .._, 1'10 100 liC Jill II: te :tr II II" ll' J• ll!' r r
I ~-----~~~~~jii----~~--~-~._~O~I_. __ _. __ ~t~l~~l~t----------~~~.G--~Ir.oG~------~~-~~__.
,.Atn'IC.L.E OtAW£TI['fll IN lltiU..tWI:T£Jit'S
HARDNESS
TABLE A-2
EXPLANATION OF BEDROCK TERMS AND SYMBOLS
SOFT
MODERATELY
HARD
HARD
VERY HARD
-Can be dug by hand and crushed by fingers
-Friable, can be gouged deeply with knife and
will crumble readily under light hammer blows
-Knife scratch leaves dust trace, will with-
stand a few hammer blows before breaking
-Scratched with knife with difficulty, dif-
ficult to break with hammer blows
THINLY LAMINATED
LAMINATED
-less than l/10"
STRATI FICA TI ON VERY THINLY BEDDED -1/2" to 2,1!/""'"\
(:'
THINLY BEDDED
THICKLY BEDDE~'~",
INTENS~ FRACTURED .
c/
VERY F'RACTURED
-less than 1" spacing
~ .... "~'"
FRACTURING ~"., · .. ___;_;_--=--.;;__;:_....:._•:{~ ·< 'MOD ERA TEL Y FRACTUR(D
/' -1 11 to 6" spacing
\ ' '
-6" to 12" spacing
\ ·-, ·~ -::.:..r;t·""
< SUGHTL Y. .FRACTURED
~ --~·
-12" to 36" spacing
WEATHERING
JOINT ATTITUDE
\,.~Y
WEATHERED
MODERATELY
WEATHERED
SLIGHTLY
WEATHERED
FRESH
N20W •
•
50N
-Abundant fractures coated with oxides, car-
bonates, sulphates, mud, etc., through
discoloration, rock disintegration, mineral
decomposition
-Some fracture coating, moderate or local-
ized discoloration, little to no affect on
cementation, slight mineral decomposition
-A fev: stained fractures, slight discoloration,
little to no affect on cementation, no mineral
decomposition
-Unaffected by weathering agents, no appre-
ciable change with depth
Strike (in degrees)
Dip (in degrees)
Vertical Joint
A-2
dri 11 equipment for boring DH 112. Dri 11 i ng equipment for this program
consisted of a Hydro Wink portaole diamond drill, supported by two Bean
Royal pumps for water supply system.
Soil and overburden materials were continuously logged and classified in
accordance with the Unified Soil Classification System in accordance
with terms presented in Table A-1 and bedrock materials were described
in accordance with terms presented in Table A-2. Location and eleva-
tions of the borings DH 101 through DH 108 was estab 1 i shed by Tryck,
Nyman a Hayes of Anchorage, Alaska. The locations and elevations for
borings DH 109 through DH 112 were approximated in the field by compass
bearing, tape measure and hand level surveys to known survey points.
A.2 SAMPLING ~
Overburden samp 1 i ng was restricted ~teri'~ l.s\ ~~covered by the core
barrel and by wash cuttings in the wat,er r:~turn •. ~attempts were made
to sample overburden materi ~due to ·"~he 1 imited ;;,t,W;ckness and/or the
coarseness. c ·,
\
Bedrock ~,.,~>sa~pled by continuop_~.!'cdt:· drilling using a ten-foot long NX
2-15/16-1 \ c\~~~ .u~. ( f·} ~~~.idch I: D. ) double barre 1, wire line core samp 1 e
in bori ngs\DH,-·10l thrfJtlgh DH 108 and DH 110. Boring DH 109 utili zed a
~~ ";__--;·' I
ten-foot lo~~~2-5/8-inch 0.0. (1-7/16-inch I.O.) double barrel, wire-
line core sampler. Borings OH 111 and DH 112 utilized a five-foot long
NX 2-15/16-inch O.D. (1-7/8-inch I.D.) double barrel, wireline core
samp 1 er.
Core samples were placed in five-foot long wooden core boxes, photo-
graphed, and placed in storage at the sewage treatment facility in Skag-
way, Alaska.
A.3 WATER PRESSURE TESTS AND PROCEDURES
Water pressure tests were performed in borings DH 101 through DH 107 at
the dam site and boring OH 108 at the surge tank location to determine
the approximate permeability of the bedrock. Longyear wireline single
TABLE A-3
SUMMARY OF EXPLORATION
Boring No. Feature Depth of Hole, feet
DH 101 Spillway 100.5
DH 102 Left Dam Abutment 99.8
DH 103 Left Dam Abutment 100.9
DH 104 Left Dam Abutment and .zor:5'\ Stream Channel
\·
DH 105 Right Dam Abutment r· 100.8
j;.~ \ DH 106 Right Dam Abutment \. . 75.2 ,,
Dam Abutme~'-•\
}
DH 107 Right 101.0. " .)
1!-y
DH 108 Surg~· 502.2
DH 109 Powethouse Alternative No. 2 141.4
DH 110 ~"~bwerho.use A 1 terna~1~e rra: 2 98.0
DH 111 ?< ·. . ' . •' No. 1 50.5 \ •\Powerhou~e Alt.~rnative
\' '.' \ ·, ... ·~
DH 112 f>owerhous'e" ·A 1 te rnat i ve No. 1 75.5
[;
"\ .... ;r?'>l<_;ad'"'
The locations of the above borings are shown on Drawings 3, 4 and 7.
A-3
pneumatic packer system was used to test all borings. In addition, a
Longyear wireline dual pneumatic packer system was used to test selected
intervals in boring DH 104.
A calibrated flowmeter and a watch with a second hand was used to moni-
tor the rate of flovJ per unit time within each interval. Where water
was not readily available, a dual pumping setup was utilized. The gen-
eral test procedures are as follows:
1. The flowmeter was calibrated using a five gallon container
marked in one-gallon intervals. Actual flow versus measured
flow was calculated and a correction factor established.
2.
3.
4.
,..-"I:
The drill hole was flushed after drilling and priaf"·t~ fnser-
tion of the packer pressure testing appar~~ \.
~., ' •:\, ~~\. ·:·. ·: ~.:·--·\ "\ \)~
A single pneumatic packer unit cbnsists of a fgur-foot~:,~ng
·': '~.\ . ~
rubber se~tio~ is lo~~o~n a wirelin~'. thry~j,h. the dr~ll
rods seat1ng ~e cot::e barrel and outsltt.e the d1amond blt.
The dual pne~at:i,c···::vacker un~t",cons·~;;ked .... ~f 15 feet of· per-
forated pipe ~parilt ing the f~oot 1 ong rubber 1 ower pack-
er. A c ompres s~e \~ j r '~tank \:ra:'s used to rna i nta in a pressure of
250 to 350 psi .,~i~n the packer system to keep it firmly
seated against the drill hole wall and the core barrel.
The depth of the test interval for each test was established
and noted.
5. The height of the rods above the ground was measured to es-
tablish the total static head. Water was then pumped into
the hole. Various pressure increments were used based on
possible future hydrostatic load. Generally, holes were
tested at pressure increments of 15, 30, 45, 60, 75, and 30
psi as indicated on the pressure guage. Maximum water pres-
sure attained was in boring DH 108 where 150 psi water pres-
sure was used.
A-4
6. Water flow at each pressure was monitored using a flowmeter
calibrated to 1/10 of a gall on. Constant flow was estab-
lished at each pressure interval.
7. The packer was deflated and moved up to the next test inter-
val.
The results of the water pressure tests are summarized and presented
immediately following the corresponding drill log.
.,_,, >
' .-.;.:~!·;~·
' \ .. ;..:~~·
\~(> ..
':.
' ~,
c:
.2 co u
::0
"' c.
~
~
"0
CD >
!? c. c.
<(
"' t•
' "' .. ,
0
0 z
::;:
a:
0 ...
800
780
760
1-w w u...
z 740 ......,
"7
6 ......,
1-
c::(
> w
_J
w
720
700
680
Ground Surface
BEDROCK: Granodiorite unweathere ,
very widely fractured, alteration
halo•s around some fractures
/'1•,
\f -· \ .. ,
... -
·., ..
wATER PRESSURE TEST
1 1.40 gprn at 60 1-JSi
2 1.26 gpm at 30 psi
SUMMARY LOG DH-1 01
HAiiiES-SKAG,.JAY REGIQ,~AL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.w. Beck and Associates, Inc.
@ Converse Ward DaVIS DIXOn Geotechnical consultants
SPILLWAY
Project No.
81-5165
Drawing No.
A-1
RWB·487B DRILL HOLE LOG Hole No. DH 101
Project Haines-Skagway Hydroelectric Project Feature __ S~p..t..;iulu]uwu:ayy'-------Bearing bl40W
2 36 35 777 0 60 0 Coordinates -!Nu.J.8.ul...,5u.Z..:4"'-2.;..; _J.E'""2""'ll.O:..J.1~8c..;c..; _______ Ground Elevation ........:....:....:.-:.·~Angle with Horizontal __._....,_.__ __
Nx Wireline 100 5 s Type of Hole ________ Total Depth ____ • ____ tart 9/23/81 Finish 9/24/81
Water Level Depth, Elevation, Date ____ n..;.o_n_e ____________ Logged By __ ....;C~<--PL.......JBioUe...Jn....,s..uo.un~---
Drilling Co. Wyman Construction Driller Sutch Umphry Sheet 1 of 3
Angle Depth
Elevation
& Size Hole,
Box No.
-
T
-
-
%
Rec.
RQD
1(]-100
X
0 ro
I
I
I
N
X
0 ro
-
-100
--
15-
-
-
-
-
-
2&--
-
-
-
-
30--
-
35--
Classification and Physical Condition
BEDROCK
(0.5 -100.5)
Water
Pressure
Test
Interval
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
drilled to NW casing
to 2.4, 3.5 11 dia.
hole, drilled with Nx
standard core to 8.5,
3.0" dia. hole.
drilled with Nx Wire-
line core to 100.5,
3.0" dia. hole.
Granodiorite, light gray, speckled blacl,
med. grained, hard, slightly weathered
to 7.5 1 grades to unweathered below;
very widely fractured, with apparent
dips of 45-60°, planar, v. narrow, in
fillings of pyrite, iron stained with
alteration halos to 0.1 1 thick. " ""10'0% water return
throughout drilling.
26.5, fracture, Blanar, slightly rough,
v. narrow, at 45 , infilled with
calcite.
32.1-32.3, fracture, planar, slightly
rough, v. narrow, at 45 , alteration
halo 0.1 1 thick, clean.
33.8-34.5, zone of alteration around
0.1 1 wide around fracture, planar,
slightly rough, v. narrow, at 45-50°.
N
4->
VI
Q)
I-
Note: only natural
frad~ures are des-
j cri t)etl, many fracture~:>
are-drilling induced.
Converse Ward DaVIS DIXOn Geotechnical Consult.nts
KWIJ-4M/I:S DRILL HOLE LOG Hole No. _ ......... Q ..... H--J.l.._.O.,..l---
Project Haines-Skagway Hydroelectric Project Feature ___ s;lipfJ-l.L..].L.].L.WWl;l.a)?J-'----Sheet_....,_ __ of 3
A.l:lgle Depth
Elevation
& Size Hole,
Box No.
("")
X
0
OJ
-
-
-
45-
-
-
-
-
55-
-
-
60-
-
%
He c.
RQD
-100
X
0
OJ
-98
-
65-
-
-
75 -
-
-
-
-
-
-
-
Classification and Physical Condition
Granodiorite (cont 1 d)
39.5-39.8, fractures, P6anar, slightly
rough, v. narrow, at 45 , with an alter
ation halo.
41.0, fracture, glanar, slightly rough,
v. narrow, at 45 , with an alteration
halo.
~· <" '.
.,
74.7, fracture, Blanar, slightly rough,
v. narrow, at 45 , with a .!:2 11 alteration
halo.
Converse Ward Dav1s D1xon
Water
Pressure
Test
Interval
\ '• \ \
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
RWB-4878 DRILL HOLE LOG Hole No. _D_H_1_0_1 ___ _
Project Haines-Skagway Hydroe 1 ectri c Projectreature ___ S.!...p_i_;_l_;_l_w_a:::...y ____ Sheet _ __:_3 __ of _.....;3 __
AJl~e Depth % .::! Water Remarks
Elevation ..cer Pressure (\Vater Loss and Color, Casing
& Size Hole, H.ec. o..o Classification and Physical Condition Test Record, Time of Drilling, etc.) ::':.....:~ Box No. RQD v Interval
\ .... '":_I I
Granodiorite (cont'd) -~~:-!_.,.
. '\I\
-I' 1-J .,.~,_ .... ---, -, .... --, .... ~. _, '
-, , ..... ~I
\ ......... '
98--·.1'~/ .... -, -,'<1'.,.
L.{") -~ 1 /-:::I
,, \ /\I
X -100 '-~ -., ........ 0 ..;'1 ,,
. I I; c:::l
10( '/ ' .... ' +> -• ' I N V)
+ ' ... '/~';, Q) -;,-~_, +-> f-
Vl
95--,-1 ~' Q) I ,,-,·-
f-
I - -I 'I -.... -/1-I;
;,~, ~
1..0 --I 1\
\' -.... X I/ ,I,
0 ,, .... -,
c:::l -100 I ,.. \I h ~ 1,1-, ..
·" 100--100 ,... \ , I ' ·" (<
-Bottom of boring at depth 1007, \
-~~.
"· -rt/~. \ ) \.·.~,P-4; -., .,
'
I -/""· .~~
-~t ~.,...
..
-.. ~
.~ ... f"!''"~~~t ·~ ~~#,.
~:,.L'1' '· .~ ...... ~ -"" \, 0 -'·"'')> \ ' -' " ., '(!o,.Y
\_ .. -•i
;.:_ .J' -.....
~o;:;..-<'
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
r'! ...... ft .... _ ... _:--1 ,... ___ ,,,. __ ,_
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING Hole No. DH 101
Project Haines-Skagway Hydroelectric Feature Sp i 11 wa"'-y.,___ _____ _ Sheet_..J.._ __ of _J__
Depth to Water Table __ d_r_,y ___ Height of Swivel above Ground see remarks Size of Hole Nx Wi reline, 3. 0" di'
Test Equipment Wireline Packer Drill Foreman B. Umphreys lnspector_--=.C'---P=-B ______ _
Time Period Depth (Feet) Loss Pressure Date of Test Top of Depth Remarks
Begin End (Min.) Packer of Gallons GPM (psi)
Boring
August 15:00 15:05 5 63.0 100.5 3.2 0.64 15 Single pneumatic
24/1981 15:07 15:12 5 4.55 0.91 30 Packer used
15:14 15:19 5 5.7 1.14 45 Top of Water
Test 15:23 15:28 5 6.95 1.40 60 Swivel at 3.5 ft. above
1 15:30 15:35 5 4.0 0.80 45 ground surface
15:40 15:45 5 2.9 0.58 30
15:47 15:52 5 1.8 0.36 15 ~~
.4~.;'
A ,.:;
Test 16:00 16:05 5 23.0 100.5 4.6 ·~ kJ~·92
_._,:·
15 iTOp of water
2 16:06 16:11 5 6.3 1.26 30 S.wi ve 1 at 3.5 ft. above \f.~-~ o. 7o' \ 16:12 16:17 5 3.5 15 \.g.l"ound surface
I ..
~--.. ' " .• -.. . .. I
\:;~.)-
\
'( ~-'-·. · .... ··-··
_,.:-:,~' '·.· .. ..... ' -"' : .
\ ·. ~ :...~>?~
' ,.
<·
'; ,_. If
'\,sf'p"'"
I
I
I
I
;
'
I
I
00
" ' ., .,
Cl
0 z
:l: a:
0
IL.
1-
UJ
UJ
l...L.
700
680
660
~ 640
z
0 .......
1-
c::(
>
UJ
_J
UJ
620
600
580
560
Ground Surface
LEFT ABUTMENT
----? BEDROCK~ Granodiorite, s ightly
weathered to unweathered, medium
to widely fractured, unweathered
and widely fractured below 10.0•.
"" --Andesite, ~'fff:rusive dike;\. unweathered,
medi urn frae'tured· · \
~7·h ,...c-'*': ·:·'-'')
"':'<:. • ';
~;~~i)';:ly fractured
~--Total Oepth 99.8'
WATER PRESSURE TEST
1 12.64 gpm at 60 psi
2 7.86 gpm at 30 psi
SUMMARY LOG DH-1 02
HAI1~ES-SKAG~~AY REGI01ML HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
Project No.
81-5165
@ Converse Ward DaVIS DIXOn Geotechnical consultants
Drawing No.
A-2
RWB-4878 DRILL HOLE LOG Hole No. DH 1 02
Pr . Haines-Skagway Hydroelectric Project Left abutment North OJect _____ ...::..__::~..:;_ _______ ,.::.._ __ Feature ____________ Bearing-----
Coordinates _....:N..:.:2::.!8::..:1~4!...::6::..:3::...:7...:,.__...::E:..::2:.:::3:..:::6:...:1:.::9~1..::::5:...._ ______ Ground Elevation 66 2 . 7 60 0
Angle with Horizontal~-~-~--
Type of Hole __ N_x _w_,_· r_e.._l_,_· n_e __ Total Depth __ 9_9_._8 ____ Start 9 I 2 7 I 81 Finish 9 I 29 I 81
Water Level-Depth, Elevation, Date ___ A_t___;:g_r_o_u_n_d_s_u_r_fa_c_e ______ Logged By_--I(_....~P~B~e~n~so-~.OJ-+11+-----
Drilling Co. Wyman Construction Driller Butch Umphry
Angle Depth %
Elevation Rec.
& Size Hole, RQD Box No.
-
-
Classification and Physical Condition
Forest Duff, dark brown; wet,soft.
COLLUVIAL SOIL
( 1. 0-4.6)
Water
Pressure
Test
Interval
-Gravelly sand, brown, fine ~o medium,
!-.--
.-I
X
0
c:::J
I
--
N
><
0
c:::J
-~--~--~l~i·~t:t~luiP~~~~~;·l~t~·~~mnd~.~~~~m~p·.d~li~tum~d~Pnl=~;p~--~
I l ,~\ 5-100
-B2123
-~1141
10-
-100 ---
-100
-
15-
-
-
-
20-
-
-100
-100 -
25---
-
-
-
-
30--
-100 ---.89
-
35-
-
--
-40
t,. I ""' ,, ~~-
I.,_ -I -, ', \ , • .,._1'
:::.. i'_ ,' ,, ',' 't ......... ,
",;'1' ~
I v-.. '' ~ .... , ~
,-• .,_',',I ',,_. '1 ~, ~:.·
..... "".~!.'
.... \ ,_' ..., .. , ,;_~
/. , \I
' I I ~:. \'_,
\ {~ ;:,
J.;,,
I' ..... \ \
/\,I'
''"' .1' ~ \";.,.\"':-1 \/ ,,,
,,j_; :_, ,.,,,
f\;. '-I
!, '\).:; '"-1 I 1-,.,.~ ~ ~
-; , ..... '
I ' I , ... , ... -, ,,_
v:'.!'' / t'r'-~\''I :_ ...... ,' i~' I,_,.,..,
'I I, :;:'\-~t
r-~\L •.:-, \ ", ,--'I '"I, I ~ :. ,,,...,.
.... /'.I
.... ' \.,....' / ,.;,,.,,.,....
,, -I ,_ ',_
\' ,_,
-\ 1'";. \
t,-' ~~ ....... , \I ..... /
'"I -, ,,..
I \I ' ,-, ,-,
... ;':.!_' \
\~;~;-
'I\-
'-r,"'
' I -'-I.,..\,.. 1.:: I ...__I_,
\ ,I I I
.:--,, ~'-
I'\ t,.
t. ....... >
BEDROCK
(4.6-10.0)
Granodiorite, gray, speckled black, mec.
grained, med. hard, slightly weathered
megium fractured, with apparent dip of
50 , p 1 ana r, rough, narrow, i nfi 11 ed ,..,·~
with iron oxide. ("' . ...
10.0-39.4, grades to hard, unv1~ered ·. \
wi ge ly fra5tured, with ap. pa re'f{t .p;·····:ps. o I \
50 -90 , planar, rQJot,gh, v. narrow, \
i nfi 11 ed with iron o~de~ .. and ch·l or.it·e, J'
with alteration halos' a·round some \
fractures~''· \.,_.,;..'
!
N
~
34.4, fracture, planar, slightly rough, ~
infilled with chlorite, ~~~ alteration .......
halo.
37.9-88.9, rehealed fractures, at
80-90 , infilled with chlorite.
(continued)
Converse Ward DaVIS DIXOn Geotechnical Consultant•
Sheet ] of 3
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
dri 11 ed with NW
casing to 7.5, 3.5"
di a. ho 1 e.
drilled with Nx Wire-
line core without
inner tube to 9.6,
3.0" dia. hole
Many fractures drill-
ing induced from 4.6
to 9.6
KSample 10.75-11.61
drilled with Nx wire-
line core to 99.8,
3.0" dia. hole.
(Sample 20.0-21.251
100% water return
throughout drilling.
DRILL HOLE LOG Hole No. UH lUt:::
Project Ha; nes-Skagway Hydroe 1 ectri c Project Feature _ __;;;;;.L.;;;.e_;_f.;;;.t_a;:._b;;:._u:;_t;:._m:..;.;e::..:.n..:...;t:.....__ Sheet_...;;:2;___ of _....;3;;..__
ARgle Depth
Elevation
& Size Hole,
Box No.
-
-
%
Rec.
RQD
100
'-r--93
-
45-
-
-
-
M 55-
X
0 co
-
65-
-
-
-
70-
-
75-
-
-
-
-
-
85
Classification and Physical Condition
ANDESITE DIKE
58.1-58. 5~aled fracture, at "N?/~,
infilled '-ith:·chlorite;
79.5, fracture along incipient ~eakness
planar, rough, v. narrow, at 45 .
Converse Ward Dav1sD1xon Geotechnical Consultants
Water
Pressure
Test
Interval
I
I
iT
I
+-l
(/)
QJ
I-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
~ample 40.75-41.751
DRILL HOLE LOG Hole No. __ U_H_l_U_~ __ _
Project Haines-Skagway Hydroelectric Projec't:reature ___ L_;_e_f_;_t_a_b_u_t_m_e_n_t __ Sheet _ _:_3 __ of __ 3 __
Allgle Depth
Elevation
& Size Hole, Box No.
-
-
-
-
90-
-
-
-
-
1.!) 95.----
X -0
c::l -
-
-
Rec.
RQD
100 --
95
100 --
100
~''-''~ _,,,
.... ~~~~
'I I'
Classification and Physical Condition
Water Pressure Test Interval
Granodiorite (cont'd)
86.4, rehealed fracture at 50°, infille~ I
,~-;-._,, with chlorite.
0 ~;;~ · 87.9, rehealed fractures at 50 , infill ~d
~, .... ,~ with chlorite.
1'-_, I ~~-> ... 88.7-89.2, closely fract~red along
';'-', incipient weakness at 35.
I' VI
-I ' I\-I I~
I I - \ !_\I..!_ f I
1-I I
~ ,' ... .'\ ~:\~~', 94.0, fractur~d, planar, smooth, v. "~~~:~. narrow, at 45 , infilled with chlorite.
-'r ,, ,,:::,-......' :,, ,. ,. \ ,,
~~,~~'-~ 97.0, fracture, glanar, slightly rough,j/'·~\
... -... , v. narrow, at 45 , clean. 1 ··
I
I
\I 1\ I
_J---t-'--21c.....'.._;:'-n98.2, fracturb' planar, sl. rougj.A __ ,v.
narrow, at 45 , clean. (". >.··
l
100-\
\ .. -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
___,
-
-
98.6-99.0, mafic zenolith ·
Bottom of boring at dep.oef\'\99.8
• ~\
Converse Ward Dav1s D1xon Geotechnical Con!Oullant"
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
run blocked
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING Hole No. OH 1 02
Project Haines-Skagway Hydroelectric Feature Left abutment Sheet---.-.:::......... ___ of _1 __
DepthtoWaterTable @surface HeightofSwivelaboveGround see remarks SizeofHole Nx t~ireline 3.0 11 di
Test Equipment Wi reline packer Drill Foreman B lJmphreys lnspector_--~,C...~=P..,~;~B----
Time Period Depth (Feet) Loss Pressure
Date of Test Top of Depth Remarks
Begin End I (Min.) of Gallons GPM (psi)
Packer Boring
I
August 11:00 11:05 I 5 63.0 99.8 22.9 4.58 15 Single pneumatic
29/1981 11:06 11:11 5 36.2 7.24 30 Packer used
11:13 11:18 5 50.5 ~0 .10 45 Top of water
Test 11:20 11:25 5 63.2 ~2.64 60( )Swivel at 3.5 ft. above
1 11:26 11:31 5 53.2 0.64 45 ground surface. GroundJ ~-.. '•)
5.¥J ;4",.., (.),
11:33 11:38 5 26.5 30 water level at top of
11:40 11:45 I 5 water gain ·~~ 9.40 .15-P )casing
11:46 11:51 I 5 water gain +1 ·. 3 3.26 or~ )
(_.A, .. \ ~(1) I ,:~
.:0' Leakage around pack-
I . er estimated loss lgpm l ( ~· (2) A positive gpm out-
I I flow from boring. ' ~t 1 "5
., ' Test 12:00 . ,23.0 1~!:. 99 .:~f 26.8 5.36 15 Top of.water swivel
2 12:06 12:\,~\f .5 ., 39.3 7.86 30 at 3. 5 ft. above ground ' ~;
12:12 12: 1f,, !''· 5 13.2 2.64 .15 surface
'·t I,
I
i
I
\
i
I
l
I
!
' '
'
!
I
I
I
I I i I l I
I ;
I I
c:
.2 ;;;
-~ :0
::J c. ._
.E
"0
CD > ~ c. c. <
., ....
' on on
0
0 z
l a:
0
1!.
680
660
640
f-
UJ
UJ
L.L..
z ......
z
0 620
......
f-
c:(
>
UJ
_l
UJ
600
580
560
Ground Surface
Overburden DH-103
GL~E~F~T~A~s31u~T~MMEENNnT~--------------~--~~-~ '?--~ BEDROCK: Granodiorite, slightly weathered to
unweathered, widely fractured with zones of
closely fractured rock; unweathered below 10.7 1
•
C·
'
closely fractured
very closely fractured
\.. ·. ·. ··~· _,_,.·
Tota 1 De'pth 10.0. 9 1
--·"'(,
. -" \:~~-... ~J
WATER PRESSURE TEST
1 2.9 gpm at 60 psi
2 1.0 gpm at 30 psi
SUMMARY LOG DH-1 03
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
Project No.
81-5165
@ ConverseWardDaVISDIXOn Geotechnical consultants
Drawing No.
A-3
RWB-4878 DRILL HOLE LOG Hole No. _...J.D.LLHL-lu.OJ..;3l---
Project Haines-Skagway Hydroelectric ProjQCt Feature I eft ab'ltment Bearing N40E
Coordinates _ _!N~25:..!8:L1.b..:4:u8,c,3.L.;94r--loE--'2 ... 3LI.6u.2_..1ul...,SL-______ Ground Elevation 658 9 Angle with Horizontal 60°
Nx Wireline 100 9 Type of Hole--------Total Depth ___ • _____ Start 9/25/81 Finish 9/26/81
none Water Level -Depth, Elevation, Date-----------------Logged By
Drilling Co.
Angle Depth
Elevation
& Size Hole,
Box No.
-
-
1-.---
5--
-
Wyman Construction Driller Butch Umphry
%
Rec.
RQD
100 -o
100
40
100
Classification and Physical Condition
Forest Duff, dark brown; wet, soft.
I/'/ -,,_,
' .,.. I ' \ ... I I 1' ,,1
'-1)~
/-.., I\ '" -/ I' ,-1/ ,. ,/,-
( 2. 0-36. 7)
Granodiorite, gray, speckled black,
medium grained, hard, slightly weather
Water
Pressure
Test
Interval
C P Benson
Sheet 1 of ~
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
drilled with NW Casins
to 2. 5, 3. 5" d i a.
hole.
drilled with Nx Wire-
line core without
inner barrel to 7.3
-26 '-'1\-..,l
\, -,,
-;,,,
ed to 10.7,grades to unweathered below·
widely fractured with zones of medium /··'"; ..
to very close fractures, with apparent
dips of 50-80°, planar, slightl~ough
very narrow, infilled with ircn oxide
chlorite and clay; with alteration
. ~ample 7.3-8.51
-
1G-
..... -
X 90
0 ---
co 78 -
-
15--
l -,
2~
1-1--~~ 80
2~
-
-
3a---100
-67
N -
X
0 -c:o
-
35-
-
-100 --91
-1--1--40
-,--
' ,t 1 I , , , ....
''~'~' I-,I ...
~ -:.'" ,..,. I'
...... ~ .... ,.
:,•~ ~, ....
.'~1~'
\!:',-~ '_,,,.
~..! ~ J.!
\ ......... -,
• \I :::-, ~ ,,.,.,,,-
J _, _,
:1 ;-:·~ · ... "" -, ..... /
I\' ' , ,_ ,. -/ , .... ,,
•:1.}-,
~·~\::.\
I' I,/-_,/' /
,~, I ,I . "" / ..... ,
' ' I I 1-' ' .... , ... /,, .....
... ' /I ,, ... 'I .. -\ ,,
'J '/"" ,,I,, I
,.,.....,~ -,.
I' I-,
/ ,-..... ',.
I \ .,.... \I'~ ,~~-;:'1 .,,, \
.. , -I ,
-,1,. I -,. { i v 1/1" :~;(1 ~~-......
'I /, \ '-, -' /._\~I J
It-'' .... -"I \ ' I \ I ,/ ....
-' lj \/ \,. 4
-,t
/ I,. I
~--,~ ... ' ,_,_ .:::,--.
I~ \I
\ I"' /, ....... :;:-
I I'
ha 1 os a round rehea 1 ed ... arfd v. narrow ·"
fractures. ··
·, ; <'-'
13.4-),4.2, Very c~o~e fract,ure(s inter-
se~c.t4ng, at 50-70 , planaY, slightly
rc\!gh~, .v:. narrow, in'tilled with quartz
and\_~lay_: · <:v•-" ..,.
.,
. . • 0 17.2-lJ.S~ ;losely fractured at 50 ,
planar} .. ,.s.mboth, narrow, infilled with
chlorite.
0 17.8-21.1, medium fractured at 60 ,
planar, smooth, v. narrow, infilled
with chlorite.
0 21 0 1-23.7, closely fractured at 50-1-.--
90 , planar and curving, slightly rough,
infilled with chlorite and clay; alter-
ation halos throughout.
23.7-d1.0, zone of rehealed fractures
at 80 .
N 33.9-~6.7, closely fractured, parallel
at 70 , planar, slightly rough, narrow, ~
slickensided, infilled with clay and
chlorite.
V1
Q.J
I-
36.7-100.9, zones rehealed fractures
with alteration halos.
(continued)
Converse Ward DaVIS DIXOn Geotechnical consullents
. \
.,/
~ample 14.2-15.51
Poo~ recovery and low
RQD due to mechanical
fractures to 7.3
drilled with Nx Wire-
line core to 100.9,
3. 0" d i a. ho 1 e.
100% water return
throughout drilling.
run blocked.
DRILL HOLE LOG Hole No. ---~.D~H~l~0~3--
Project Haines-Skagway Hydrae] ectd C Project Feature ---~ol~e;:..f~.-t~.--<a"'"b~u-4.t~m~t:e~n...,t~-Sheet --6,---of --.d5--
ARgle Depth
Elevation
& Size Hole,
Box No.
o/c
Rec.
RQD
('")
X
0
co
-
-100
-98
-
-100
50-94
-
-
-
-
55-
-
-~00 -
-95
-
65-
-
-00 7o---
: -93
0 cc
-
--
-
80-97
-93
-
-
85 -
Classification and Physical Condition
Granodiorite (cont'd)
59.0-~5, vet-y closely fractu~~d~. at
45-~ ,.,planar, rough, v. na ... orow, ln-
fill,_d\w'~th ch l ori \e. \.>1
\.
69.0-69.8, mafic zenolith
73.9-74.2, closely fractured at 45°
along incipient planes of weakness,
planar, rough, v. narrow, clean.
77.2-77.4, closely fractured at 45°
along incipient planes of weakness,
planar, rough, v. 'narrow, clean.
(continued)
Converse Ward Dav1s D1xon Geotechnical Consultants
\Vater
Pressure
Test
Interval
N
"""' .~ .... 1'1'
(,1')./ "'\
F1lJ
1-
-.....--
+>
Vl
Q)
1-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
run blocked.
DRILL HOLE LOG Hole No. OH 103
Project Haines-Skagway Hydroelectric Project Feature ___ L...:e_f_t_a_b_u_t_m_e_n_t __ Sheet_...:._ __ of __ 3 __
AR~e Depth -~ Water Remarks
Elevation o/c -;.~ Pressure (Water Loss and Color, Casing
& Size Hole, Rec. t":: '"; Classification and Physical Condition Test Record, Time of Drilling, etc.) Box No. RQD ,?: ..... Interval ...,
;~I~~ -'I(.,\-. Granodiorite (cont'd) I\ /'\ -, 11-'I~ I'· --/-· 88.2 ~ fracture at 60°~ planar, sl. , \~ \1 t
\ ..... rough; v. narrow, infilled with -,, .......
'-"' \-9G-I ,... I chlorite. ....... I I ,
'-'\I/ +-' -100 -;. '.:-.I ' 1/)
: ,', , ....... c Q.l --1--97 ~,:;: \--N I \ ..... \ / --_-,, ~-, +-'
-\~'\I.._ 1/) -OJ I \ I i .,... I-1..£") 95--\\' ·' ..... J _ ....
X ~ I 1-
0 , \ -
co -./--'"1!
,,f-I
""" "
_ j
-,,,. _ -\ ,,. .. .\ . :... ~ ~, -100
\ ,, , .......
\-I\ J-!.4 ---/'-' ~~ \ "I"-., 10Cf.-94 J \ .... J ..... ,. ~
I ' I • -'\ -End of bating at depth 1~U .,9 ~-'· . A
'.:,.:..,_..1'/ --
-
\.c.>"' .~ -
-
~ .. :..-
/,.,
-
.. -I
-
--
-
--
-
-
-
-
--
-
-I -
-
-
-
-
-j
-
-
-
-
-
Converse Ward Dav1s D1xon
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING Hole No. DH 103
Project Haines-Skagway Hydroelectric Feature Left abutment Sheet 1 of _1 __
Depth to Water Table Dry Height of Swivel above Ground see remarks Size of Hole Nx Wire 1 i ne 3. 0 II d i c
Test Equipment Wj re] j ne packer Drill Foreman B llmphreys I nspector __ __JC~.riPRB;)----
Time Period Depth (Feet) Loss Pressure Date of Test Top of Depth Remarks
Begin End (Min.) Packer of Gallons GPM (psi)
Boring
August 15:30 15:35 5 63.0 100.9 0.50 0.10 15 Single pneumatic
26/1981 15:36 15:41 5 4.60 0.92 30 Packer used
15:44 15:49 5 8.90 1. 78 45 Top of water swivel .
Test 15:50 15:55 5 14.50 2.90 60 3.5 ft. above ground
1 15:56 16:01 5 2.80 0.56 45 surface
16:02 16:07 5 1.00 0.20 30
16:08 16:13 5 0.15 0.03 15 _,...,
'(;..;'..-"
,/~ \
;_
Test 16:30 16:35 5 23.0 100.9 1. 70 ~< ; 15 Top','"-of water swivel ,, ' ' \
2 16:36 16:41 5 ~.p 1. {)0; '30 3.5 ~t. above ground
\o :30\
.. \
16:46 16:51 5 0.06. ;15 surface ..
~ <;
.,...,....,,,
\-::...-~~.~~~~
~ \ ' I\. -/
·J ,~
~ ·• ,:.-.T"' \ .·
~ ·, ·_,.,Pt
" ' ,.;'J .y
""
~:,.~~)
I
I
I
I
i
!
I
I
i
c:
0
iii u
:0
"' Q.
'0
1%) > e
Q.
Q. <
"' ,...
' ., .,
D
0 z
l a:
0 ...
DH-104
l
600
580
560
f-540
w w
l.J....
z
0 ......
f-520 <C > w
_J
w
500
480
460
Ground Surface
Medium fractured,
unweathered below
DAM AXIS
West Creek
fractured
widely fractured
BEDROCK: Granodiorite, slightly
weathered, widely fractured to
zones of extremely close
fractures. Unweathered below
28.0 I,
I
·,
fractured
\
":\ ,,
fra~,~red
8
~-
\\ ·;,
\:,. ' wATER PRE§ SUREr TEST
·u:'
1 .76 gpm at 30 psi
2 .08 gpm at 45 psi
3 .24 gpm at 75 psi
4 0.0 gpm at 75 psi
5 0.0 gpm at 60 psi
6 • 34 gpm at 45 psi
7 1.5 gpm at 45 psi Tota 1 Depth 201. 5 1
8 8.54 gpm at 45 psi
SUMMARY LOG DH-1 04
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
ProJeCt No.
81-5165
Drawing No. @ ConverseWardDaVISDIXOn Geotechnical consultants A-4
l".nD-"tO/D DRILL HOLE LOG Hole No. DH 1 04
Project Haines-Skagway Hydroelectric Project Feature Left Abutment Bearing ___.S.._l.uO.uE __
Coordinates_...:.N..:.:2:.:8:..:1:...4:..::5.::2:..:::5~, -..::::.E:::..23::..6::..2:::..1::..6:._4:.__ ______ Ground Elevation 619.7 Angle with Horizontal _ _:4t:.5,_0 __
Type of Hole Nx Wj re) i ne Total Depth_--.!£G.\:0~1,.....,~5.__--Start_....:.9...:...1....:.3....:.0..:..1_8..;;.1 ___ Finish 1 0 I 05 I 81
none Water Level Depth, Elevation, Date ________________ Logged By_----J(..-IP~B)..I;e:+n~-::.s"-'ol+ln>------
Drilling Co.
Angle Depth
Elevation
& Size Hole, Box No.
-
-
-
-
5-
-
-
-
-
--
-
-
-
-
3Q-
-
-
-
-
40-
Wyman Construction Driller Butch Umphry Sheet 1 of 5
%
R.ec.
RQD
Classification and Physical Condition
TALUS
(0.0-13.5)
Angular boulders with little sand and
silt, moist, loose.
Water Pressure Test Interval
Remarks (Water Loss and Color, Casing Record, Time of Drilling, etc.)
drilled with NW cas-
ing to 16.1, 3.5" dia.
hole.
drilled with Nx Wire-
line core to 201.5,
3.0 11 dia. hole.
~"/.~-\100% water recovery
·throughout drilling.
occasional rounded gravel.
c BEDROCK
(13. 5-:,?,9<1:-.,5) .. ..
Gran~8io.rite, gray spec~led,>·black,
medilllq grained, med. ha td to hard, s 1 .
weathe~ed. to 28.0,,ava'des to unweather-
ed below, Y\ w,idely to extremely, close-
1 y fract't.!red,..,wi th apparent dips of 40-
600, and 7~90°, planar to curved,
slightly rough, v. narrow to narrow,
infilled with iron oxide, clay, chlorit~
and calcite, alteration halos around
some fractured rock, medium hard in
these altered zones.
13.5-64.90 extremely closely fractured
at 80 -90 , planar, slightly rough,
v. narrow, infilled with iron oxide and
clay.
24.9-30.4, widely fractured
30.4-52.5, medigm to very closely frac-
tured, at 40-55 and 5-15°,planar,
slightly rough, v. narrow, infilled
with chlorite, calcite, and clay.
30.4-34.6, closely fractured at 40°
34.6-42.0, medium· fractured at 40°. T
(continued)
co
+-l
111
f
run blocked.
~ample 21.25-22.251
~ample 24.9-26.61
~ample 34.6-35.7J
Converse Ward DaVIS DIXOn Geotechnical con.ultenta
DRILL HOLE LOG
Project Haines-Skagway Hydroe 1 ectri c Project Feature Left Abutment
Allglt> Depth
Elevation
& Size Hole,
Box No.
N
X
0
c:::l
-
-
-
-
%
Rec.
RQD
-100
6o--97
X
0
c:::l
-
-
-
-
-
-100
-96
7Q--
-
-
.!:d
f~
~~~
~
Classification and Physical Condition
46.7-51.1, closely fractHred along in-
cipient weakness at 5-10 .
Water
Pressure
Test
Interval
"'''\ lr/""'"''' :~
52.5-98.5, grades to v. widely ~ure~.
o ,.. I 53.3, fracture at 50 , planar, rough, '
tight, infilled with ct;tftfnte. ·· I
65.7, fracture at 35°, planar, slightly
rough, v. narrow, infilled with chlorit .
...,
U'l
Q)
I-
Converse Ward DavJs D1xon Geotechnical Consull11nt"
Hole No. OH 104
Sheet __ 2 ___ of _ ___;5 __
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
run blocked.
core loss.
DRILL HOLE LOG Hole No. __ u_n_J._u_"t __ _
Project Haines-Skagway Hydroelectric ProjectFeature Left Abutment Sheet _...;.3 __ of _...;.5:___
1
All gle Depth
Elevation
& Size Hole,
Box No.
-
-
--
-
-
10o-
-
-
105-
-100
-100
-
-
llQ--
-
-
1.0 -100
X ~---~ 115 92
I -
-
-
-
' 12()--100
1-f-L .v -97
X
0 ro
130
--
-
-
-
-
Classification and Physical Condition
Granodiorite (cont 1 d)
Water Pressure Test Interval
0 98.5-102.0, closely fractured at 60-75 , ......
+->
Vl
Remarks (Water Loss and Color, Casing Record, Time of Drilling, etc.)
planar, smooth, v. narrow, infilled wit1
chlorite. ~ .A~·'\.
~· ·'
102.0-120.7, v. widely fract~red. , •.. ··""'"' ·· ..
·~ ',
\:
·, . ·,c
··"'"~.,.-=~\ ' ') co
105.5, fractunf~t40°, pla.ha~) very '<:"'" ~
rough<f,..v:"'''harrow, clean. ~ •;''' ~ < __ ._ ~
106.8\10~l3~ zone of rebeale~ trattures
with a~teration halos~ f~fill~d with
calcite~ , ·· ·
117.0-118.2, mafic zenolith 1.0
+->
Vl
Q)
1-
.--il--
120.8-139.4, medium fractured at 15-55°
v. narrow to narrow, infilled with
calcite, chlorite, or clean.
123.0, fracture a~ 40°, planar, slight-
ly rough, infilled wibh chlorite.
124.8, fracture at 45 , planar, slight-
ly rough, narrow, infilled with chloriU ·~
~~9 36 6 :2 ~i~~a~~r~o~~~~e~~ ~~~~~~:e~lean ~
1-
(continued)
run blocked.
Converse Ward Dav1s D1xon Geotechnical Consu!lanl11.
UH.lLL HOLt; LUll HC\le No. _ __;;;_v~••--=. ... .::..v..,....:._ __
Project Haines-Skagway Hydroe 1 ectri c Project Feature _ _::L:.::e...:..f..:t:.._;_A:.::b..:u:..:t;;.;m..:e:.:.n:...:t:...__ Sheet __ 4:..___ of _....;5::--.._
AJI g!e Depth
Elevation
& Size Hole,
Box No.
-
-100
-98
-
-
-
-
-
1-t-
-
-
-
-
-00
170-66
en -
X
0 ro
-4-175
Classification and Physical Condition
Granodiorite (cont'd)
129.9-134.8, alteration halos on re-
healed fractures at ag 0 .
132.6, fracture at 55 , planar, slight-
ly rough, v. narrow, clean.
139.2-145.2, shear zone, medium hard
Water
Pressure
Test
Interval
-F-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling. etc.)
~~e~a~~,6 ~=~b 0 ~lpo~~~~rt~0 c~~~~~~.fract-jr ) ~ample 142.0-142.5 slightly rough, narrow, infilled with " .
clay gouge, chlorite, and calcite; .'5T"-·
pervasive alteration of rock. ~k ......,. '
139.9-140.2, soft clay gouge 0 at 4Q-9... ~oo run blocked.
145.2-155.2, fractures at 20 ,~Qsely t-:-~
to v. closely fracturedAlanar'~ sL <~',
rough, v. narrow, inf-rfl~d.. with iron '1 ·
oxide. , · , f1i.•'~
, '\~~.. , , . I run blocked.
·.,
'.
\
'_...,;
';) ~~
155.t~~7~~6, medium fractured with run blocked.
zones of close to axtremel~ close
fractures at 45-65 and 75 , planar
s 1. rough to smooth, v. narrow, i nfi 11-...,,_.
ed vJith chlorite, calcite and clay, t
occasional alteration halos around ~
fractures. ~
167.0-168.8, closely fractured.
172.5-173.6, extremely
infilled with clay.
(continued)
I
closely fracture<11 l .__
Converse Ward DaVIS DIXOn Geotechnical consultants
DRILL HOLE LOG
Project Haines-Skagway Hydroelectric Projecteature Left Abutment
ARgle Depth
Elevation
& Size Hole, Box No.
-
-
I
I -
I -
180-
-
-
-
-
185-
X
~ -
-
-
-
190-
-
-
r-t--
-
195-
-...... ...... -
X -0
t:Q -
1200---=
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
%
Rec.
RQD
100 --
97
100
40
100
100
100 --
96
Classification and Physical Condition
Granodiorite (cont'd)
173.6-186.1, medium to widely fracturec
at 65°, planar, smooth to slightly
rough, v. narrow, slickensided, in-
filled with chlorite and calcite.
177.0, fracture slickensided at 70°.
Water Pressure Test Interval
184.80186.0, medium fractured at
10-90 , planar, smooth, v. narrow, c:l
slickensided, some infilled with ca6cite .... ~
186.0-201.5, widely fractured at 65 , ¢"'~ .. ~
planar, slightly rough, v. na~~~-· .. in-\:.·' !f.-
filled with chlorite and calc~~,)
Alteration halos 0," t(~.," ',. ·' ..
1
::,
......
I
1
End of boring at depth 201.5
Converse Ward Davts D1xon Geotechnical Con~mltAnh•
Hole No. UH 104
Sheet _ _,5:!....__ of --"5 __
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
core loss.
run blocked.
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING Hole No. DH 104
Project Haines-Skagway Hydroelectric Feature Left Abutment
Depth to Water Table _ _.O .... r-i!-¥----Height of Swivel above Ground see remark-s--Size of Hole Nx vJi re 1 i ne 3. 0 11 di a
Test Equipment see remarks Drill Foreman _B__Ilmph reys Inspector CAY & CPB
Date
Loss Time Period Depth (Feet) Pressure
1----.....----l of Test T 0 p 0 f Depth 1----......---;
o f Gallons GPM (psi)
Remarks
Begin End (Min.) Packer Boring
Sept. 15:30 15:35 5
04/1981 15:36 15:41 5
15:45 15:50 5
Test 15:55 16:00 5
1 16:03 16:08 5
16:10 16:15 5
16:16 16:21 5
Test
2
Test
3
Test
4
17:30 17:35
17:40 17:45
17:46 17:51
17:55
18:05
18:11
18:21
5
5
5
18:45 18:50 5
18:52 18:57 5
18:59 19:04
19:08 19:13
19:20 19:25
19:26 19:31
19:32 19:37
5
5
5
5
5
20:00 20:05 5
20.06 20:11 5
20:15 20:21 5
20:26 20:31 i 5
20:33 20:38 1 5
20:39 20:44 5
20:45 20:50 5
183.0 201.5 0
3.8
0
0
0
0
0
0
153.0 168.0 0
138.01 153.0
I
I
I
0
0.70
0.50
I 1. 20
0.90
0
0
0
0
0
0
0
0
0 15 Single pneumatic
0.76 30( )packer used
0 45 Top of water swivel
0 60 4.1 ft. above ground
0 75 surface
0 60 (1) Leakage observed
0 30 around packer
0 30 around packer
0
0
15 Top of water swivel
30 3.0 above ground surfacE
0. 14 45
0.10 60
0.24 75
0.18 60
0 30
0
0
I 0
0
0
0
0
15
30
45
60
75
60
30
Top of water swivel
9.0 above ground surfacE
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING
Project Haines-Skagway Hydroe 1 ectri c Feature Left Abutment
Depth to Water Table Dry Height of Swivel above Ground see remarks
Test Equipment see remarks Drill Foreman B. Urn ph reys
Hole No. OH 1 04
Sheet
Size of Hole
Inspector
2 of 2 ---
Nx Wireline 3.0"dia
DAY & CPB ----------------
Time Period Depth (Feet) Loss Pressure Remarks Date of Test Upper Lower (psi) Begin End (Min.) Packer Packer Gallons GPM
Sept. 20:50 20:55 5 123.0 138.0 0 0 15 Top of water swivel
04/1981 21:00 21:05 5 0 0 30 3. 0 ft. above ground
Test 21:06 21:11 5 0 0 45 surface
5 21:12 21:17 5 0 0 60
Test 21:22 21:27 ,.. 108.0 123.0 0 0 45 Top of water swivel 0
6 21:45 21:50 5 0 0 ~~ .. ~;, 8.3 ft. above ground
5 ~ 21:51 21; 56 0 .,.,-AO ': ~0 ' surface
21:57 22:02 5 1.~0 0.34 45
22:03 22:08 5 ~-0 0 .. 30 ·*\ ~~
'·
~..,.... ...... .,. '
Test 24:30 24:35 5 -:;: ' 91.5 106.51 0.20 O.:tlil 15 Top of water swivel
..;:<ft·-4· i \ . 7 24:40 2~5 .. ·s 1.1.·10 0.22 30 4. 5 ft. above ground
"'· ,r .... r
24:46 24;~;5l ·, · .. s'· 7.50 1.50 45 surface
\ ..
24:52 24:5~ ~·~ '
..• 3.50 0.70 30 ..
';j l, . .,.-'./ -:~ Depth Top of of
Packer Boring
Test 15:00 15:05 5 33.0 201.5 25.40 5.08 15 Single pneumatic
8 15:08 15:13 5 34.70 6.94 30 packer used. Top of
15:15 15:20 5 42.70 8.54 45 water swivel 4.1 ft.
15:25 15:30 5 0.10 0.02 30 above ground surface
I
I
I I
I I
I
I
I I
I I
I '
I I ' i
r::
0
r;;
u
:0
:::> c.
~
~
"0
II> > 0 c. c. <
"' ...
'-
"' .,
0
0 z
::!: a:
0 ...
1-
l..LJ
l..LJ
LJ...
:z
0 ........
1-< >
l..LJ
__J
l..LJ
700
680
660
640
620
600
Overburden
Ground Surface
below 10.9'.
BEDROCK: Granodiorite, slightly weathered to
unweathered, very widely fractured zones
medium to very closely fractured
shear zones(31.8 -33~and 39.4 -40.3)
hydrothermally altef'ed Gfanodiorite, closely to
very close~ctured
{,+ •:: \
unalte.red Granodiorite, very widely
· fractured
\:..··-
.r---Total Depth 100.8'
WATER PRESSURE TEST
1 0.0 gpm at 45 psi
2 .54 gpm at 30 psi
SUMMARY LOG DH-105
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
ProJeCt No.
81-5165
Drawmg No. @ ConverseWardDaVISDIXOn Geotechnical consultants A-5
RWB-487B
Project
DRILL HOLE LOG
Haines-Skagway Hydroelectric Project Feature Right abutment
Hole No. --"D:..:.H.:.........~1u0w.5,_ __
Bearing _S_1_0_E __
N2814210 E2362140 695 9 ::no Coordinates _....!·~~r..:..:~•-_.,!,~~:..o!~'--------Ground Elevation . Angle with Horizontal_....I!J..u_.~...,._ __
Type of Hole __ N_x_l_~_i _re_l_l_· n_e __ Total Depth __ 1::..0:...0:...·:...8:..._ ___ Start_....:1:....:0...:.../....:0....::8..!..../....::8..::.1 ___ Finish 10/09/81
Le I De h El t. D t none Logged By __ C_P_B~&_D_A_Y ____ _ Water ve -pt , eva 10n, a e -----------------
Drilling Co. Wyman Construction Driller Butch Umphry
Angle Depth
Elevation
& Size Hole, Box No.
-
-
-
-
5-
-
-
-
-
-
-
-
-
-
-
25 ...___
%
Rec.
RQD
N 35 -86
X
0 co
-
-45
-
Classification and Physical Condition
Forest Duff dark brown wet soft
COLLUVIAL SOIL
( 1. 0-8.9)
Silt, brown, little fine sand, moist,
med. dense.
BEDROCK········'·\,
Water Pressure Test Interval
(9.8-100.8) • .
Granodiorite, light g}ay,~speckled
black, me'!1~ained, med.hard to hard,
slightly weathered to 10.9 grades to·'
un~thered below; medium frac;.tured
w1'tr,t,zones closely to v. closely fract
Li'red ·~ith apparent q~ps ·of 20-80°,
pl'ana.r, srnooth tQ ·rc'ugh, narrow, in-
filled with ir~~ oxide, clay, and cal-
cite.~ wt:th zones of alteration.
-,.,.~,)>
26.4-40.3, hydrothermally altered to
gray green, closel~ to v. closely
fractured at 20-70 , with zones of re-
healed fractures, planar, sl. rough,
v. narrow, infilled with chlorite,
calcite and clay.
31.0-33.8, shear zone, very closely
fractured, wit8 clay seam at 33.0',
8' wide, at 80 ..
35.4-38.0, zone of closed fractures
with alteration halos !.4"wide, infilled
with calcite
39.4-40.3, sheas zone, extremely close
fractures at 70 , planar, slightly roug~,
narrow, infilled with calcite, clay and
Geotechnical Consultants
Sheet 1 of ~
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
dri 11 ed with Nw
Casing to 9.8, 3.5''
dia. hole.
drilled with Nx Wire
line core to 100.8,
3.0" dia. hole.
Intermittant water
1 oss up to 50%
throughout boring
~Sample 12.5-13.3]
Run blocked.
<2ample 20.41-21.25 I
Intermittant water
loss 26.4 to 40.3
run blocked.
Core loss 33.8-34.2
DRILL HOLE LOG Hole No. _...~D~H-1-..&.JJ..J0~5~....-__ _
Project Haines-Skagway Hydroe 1 ectri c Project Feature _ _..:.R.:....i:.....gL.h.:....t:;.._;a:;.,:b;;...;u;;;_t:;_m.:.;ce::..;n"-t.::....__ Sheet _ _!2:.___ of --=-3 __
Allgle Depth
Elevation
& Size Hole,
Box No.
o/c
Rec.
RQD
1-l-
CV)
X
0
a::l
X
0
a::l
I
I
-
-
-100
-83
45-
-
-100
---
100 -
55-
-
-
-100
60 ~ 100
-
-
65-
-
-
-
t-~~ -
-~
Classification and Physical Condition
Granodiorite (cont'd)
40.3-100.8, grades to v. widely fract-
ured, with gccasional medium fractured
zones at 25 , planar, rough, v. narrow
clean, along planes of incipient weak-
ness.
.~ .}' ...
\ ••• ::..:;,4~"'
66.9-67.8, rehealed fractures at 80°
with alteration halo~~~ to~~~ thick.
(continued)
Converse Ward Davts D1xon Geotechnical Consultants
Water
Pressure
Test
Interval
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
run blocked.
run blocked.
I
KW 1)-'l!l/1:1 DRILL HOLE LOG Hole No. __ U_H __ IU_:, __ _
ProJ·ect Haines-Skagway Hydroelectric ProjectFeature Right abutment Sheet 3 of 3 ----='------------'----_ __.;:; __
AJI~e Depth
Elevation
& Size Hole, Box No.
-
-
-
-
90-
-
-
: -
' I -
L.[") 95-
X
0 c:o -
I
-
-l10o -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
%
Rec.
RQD
100
98
100
100
Classification and Physical Condition
Granodiorite (cont 1 d)
81.8-§4.2, closely to medium fractured
at 25 , planar, smooth to slightly
rough, narrow, clean.
0 97.0-97.3, fractures at 25 along
incipient weakness.
End of boring at depth 100.8
.. ;:::,.,·
.:r:· ... ~ ......
-::. '.
''1.
\.
':;;-_;$'
. .... _,.;)
..>
Water Pressure
Test Interval
+>
Vl
Q)
1
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
Converse Ward Davas D1xon Geotechnical Cnn .. ult""'"
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING Hole No. DH 105
Project Haines-Skagway Hydroelectric Feature Ri abutment Sheet 1 of 1
Depth to Water Table Dry Height of Swivel above Ground see remarks Size of Hole Nx Wire 1 i ne 3. 0 II d i i
Test Equipment __ Wu.l.w. rL...\e-...JlLii...J..Jn ..... e_p ..... ac><Jk,..e..._.r ____ Drill Foreman __8_._ Umphreys lnspector __ ....._C'-'PB......__ ____ _
Time Period Depth (Feet) Loss Pressure
Date of Test Top of Depth Remarks
Begin End (Min.) Packer of Gallons GPM (psi)
Borin a
Sept. 13:05 13:10 5 53.0 100.8 0 0 15 Single pneumatic
09/1981 13:11 13:16 5 0 0 30 packer used. Top of
Test 13:17 13:22 5 0 0 45 water swivel 3.4 ft.
1 13:25 13:30 5 0 0 15 above ground surface
Test 14:00 14:05 5 23.0 100.8 1.40 0.28 15 Top of water swivel
2 14:06 14:11 5 2.70 0.54 •·"~. 3.4 ft. above ground
.:' __ ..... ....
14: 15 14:20 5 0.10 P,.0.02 15 surface
·-" ~-c--
'lf ; c
1 \ . ~~?.
·::0
\:, '
..,_iff.,.-~-:__ ....
1
ri, ,..·
-~ (;~ :.J '"."/"' >'
.i--";. "I .. \ , ... J I \.~-·--T . I
.\ I I ,./"
i
I
I I
I I
c
0
a;
-~
:0 = c.
"' ...
' ., .,
c
0 z
l
It
0
"-
f-w
w
LL
740
720
z 700
z
0 .......
f-c:x:: > w
_J
w 680
660
640
Ground Surface
DH-106
Overburden
INTAKE STRUCTURE
BEDROCK: Granodiorite, unweathered,
very widely fractured
t.
' \ '-':. ~\
. . .. \,
\,\:0)
'~~·''
1
---To ta 1 Depth 7 5 . 2 '
WATER PRESSURE TEST
1 4.5 gpm at 30 psi
S'UMMARY LOG DH-1 06
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
Project No.
81-5165
Drawing No. @ Converse Ward DaVIS DIXOn Geotechnical consultants A-6
RWB-4878 DRILL HOLE LOG Hole No. _...JDLJJHc....._l.uO..LI6:;l..---
Project Haines-Skagway Hydroelectric Project Feature __ I_n_t_a_k_e_S_t_r_u_c_t_u_r_e ___ Bearing ____ _
Coordinates _ __:.:N:.::2~8:..:1:....!4..=2c.=1:.::5~,--=E:..!::2:.::3~6~1"-'9::....!7~9~------Ground Elevation 723 4 Angle with Horizontal_~9"-'0I.L0 __ _
Type of Hole __ N_x_W_i_r_e_l_i_n_e __ Total Depth ___ 7_5-'-. ::..2 ____ Start _....;1:..:0::.../...::0~6:.J../_::8:..:1'----Finish -~1 O!.!../~O>L..7u/~8.~-.1j,___
Water Level -Depth, Elevation, Date ____ n_o_n_e ____________ Logged By _.:..D_A_Y...;:.o.:..n...;:.e.:..m_;_i_:t...;:.s....::;u:....__ __ _
Drilling Co. Wyman Construction Driller Butch llmphry
Angle Depth
Elevation
& SizP Hole,
Box No.
-
%
Rec.
RQD
Classification and Physical Condition
Forest Duff, dark brown, wet, soft.
-~~~~.+-------------------1 1-,r---
10% t;\1_--
-100
5-100
-100 ---
-92
....... 10-
X -
0 100 co ---
-92
-
15-
-
-
-
100 I -
20-60
-1-J---
-100 -
25 '--80
-
-100 -
30-98
-
N -
X
0 -
co -
35-
-
-83 ---83
1-40 -
---' -;-•; ,, ,..,...,-,
-' ...!-·I-/~ ,,_
\/..._!-::: \
/1-lj
,~,;·
'f ':... \ .... ,,. '
~I--
\/ ,., ·,,..:: -
I/\
/ --
.:: I I ~
-,':. ,' I •('
·1''-_, .... /
/I/..:' ,, \ ·.,, , .....
"' ' ..... , "' , ' ' ..... \ '---,,-I \1
.:·</\II / ',,1:..
.-...:-,, .... ,!
'\ .... _!: 'j ~,·:-,'l ''"'\I --·-,', .... ~
... -_! •"'\
'·~"'j \-,., ' \ ,,... ,/-
--'-/' ·i ""-{ ... -' ,,
1...., ,, ;
\; ,",,..:.. -' .... \
1 /,1-
,..,,~:.:\ · ..... --\
-I I I .----\
I "I'/
~-,_:,,;
, '-,-_,._-
·-,'I~
\-'-I
/-' ~~
-:::\.I/ '
I -I-
..... ,:,""' ..
~,...-_ _,.,... \
-'( ,~,
~\/ -/
\ _, '
I \ / ,-, ~ /-..:, ....... ,
=~~~: ,.....,1 ...... "
-1 -:._,,-
--1
I I ' \ ,--/ -'1,' '....-,-,. _, /-,,,.,
-;-
'I I \-.... ;-
.,..1~-j~
BEDROCK
(2.6-75.2)
Granodiorite, light gray, speckled
black, medium grained, with occ. mafic
zenoliths, hard, unweabhered; very
widely fractured at 80 to horizontal,
planar, med. rough, narrow, slight
iron oxide staining to 9.0
23.3-24.0, fracture at 80° slightly
weathered.
0 27.4-27.6, fracture at 90 .
(continued)
Converse Ward DaVIS DIXOn Geotechnical conaullanta
Water
Pressure
Test
Interval
+-'
Vl
Q)
I-
Sheet 1 of 2
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
dri 11 ed with NW
casing to 4.0, 3.5"
dia. hole.
~ample 5.3-6.33 I
100% water return
(intermittant)
drilled with Nx Wire-
line core to 75.2,
\3. 0" d i a. ho 1 e. ',
\
~amp 1 e 14 . 16-15 . 1 I
run blocked.
DRILL HOLE LOG Hole No. __ u_n_.t_u_o __ _
Project Haines-Skagway Hydroelectric Project Feature __ I_n_t_a_k_e_S_t_r_u_c_t_u_r_e_ Sheet __ 2 __ of _ __::.2 __
AAf!!e Depth .: Water Remarks
Elevation % i""' Pressure (Water Loss and Color, Casing & Size Hole, Rec. r:j Classification and Physical Condition Test Record, Time of Drilling, etc.) Box No. RQD 0 Interval
l
.. __ .....
-~l':llt Granodiorite (cont'd) :,' / '/
-""} __ , ,,,
·,-.)"::_/ ~ -. I I_:: I -, , .........
-~!,_! ~t
, I I /I
45-100 I ,t-I
--!/-... ~~=
-100 -1;-.r ·r:.. r ~ ... -jj. ~/'
-:,';~;;
I '--...:. .::\ ': -; ''~'.!
20°. I r.! i''-49.0, fracture at I so-... \ ,..,'"':, \
I ,_ \ r'
-100 :-, ... .,..,;
-• .. ,1~ _, ..... ,.,.
.~ ' ---'I::::'-' I '!!' .. .,. ("") 99 "" I\," \ ......... \ X -. t-1;-
0 -,,,
'·: .. co -'~I,-
r ',..I'
I
!.-'\/ ' 55-, ...... ;:, .... ..
\;-'/' .... ;
'?J ->
' ~ ,, ~ ~
' --I I -'\ -...
I .,.,,,..
,__9 ..... -..:> -+ -'I.; '
~\~I:
I -,. \ ~ \ "' -I .,, /. .... \ ..• 60-v . ....., .... -
~· . 1_,.. I I -. I' ..... I i 100 _, ..... '-
I ---":, ~ \ '. \ ·~;,..--· :,
'I t-I ..
100 ,_, ...
" --t...( 1', \ :J ~ample I I ' 63.1-64.2
,_, I \. / --\-"'i·:'*
.. \ ,, ....
!
..... , -...I ...... 65-...... ;,-/,-/ +-' 1-,,..,
Vl -'-,' .... Q) -I,/ 1-,_,' t -', ,,
-\ ,_,
-~ '
100 --!' f \ -,, ..... , \ --,I\ 'I'.,..
70-100 ' ......... '
blocked. ',';I~' run ¢ -lr ... ,'; I
'I ' ' X I' i "X l 0 --,, s ..... ~I c.::l ,;,, ..... ;. --. ... l
I I' / ~ ; .... , .... -I' I I, I('\'<;.,
-~-75-, .... -", '·
-End of boring at depth 75.2
-
-
-
-
-
-
-
-
Converse Ward Davas D1xon Geolechnicaf Consultant~
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING
Project Haines-Skagway Hydroelectric Feature Intake Structu
Hole No. DH 106 ------
Sheet of 1 --=--
Depth to Water Table Dry Height of Swivel above Ground see remarks Size of Hole Nx Wireline 3.0 11 dia
Test Equipment Wire 1 i ne packer Drill Foreman B. Umphreys Inspector CPB
Time Period Depth (Feet) Loss Pressure
Date of Test Top of Depth Remarks
Begin End (Min.) Packer of Gallons GPM (psi)
Boring
Sept. 10:55 11:00 5 11.2 75.2 0 0 15 Single pneumatic packer
07/1981 11:00 11:05 5 22.5 4.50 30 use. Top of water
Test 11:05 11:10 5 3.7 0.74 15 swivel 2.0 ft. above
1 ground surface
""'"''\
/.~ ?-
,/ \ .r .... ; .\,~
< -~
·:..,
·:~'""' /
..
'
I ,c· ,,''~. ·;,,f·
'·~/·
1 ,,,j '
I ,/··
_-b ....
..
I
' .' .... .r'~ I
tl -,/ v
I
I I I I
I
I
I
I
i
' I ! '
I I
I I
I I i I i I
I I
I I
!
I I I
I :
<::
.2 ;;;
-~
J:J
:::l c. ...
.2
"0
Cl> > 0 c. c. <
.,
.....
' "' ..,
D
0 z
:1 a:
0
l1.
1-
w...J
w..J
l...L..
z .......
z
0 .......
1-c::c: > w
_J
w
720
700
680
660
640
620
DH-107
RIGHT \
ABUTMENT
'
/i
Ground Surface
BEDROCK: Granodiorite, unweathered, widely
fractured with zones of very closely fractured
rock
shear zone, tl¥d'rotherriialt'y altered Granodiorite
very cltisely" fractured. . . '\
-· ,,,,,...'"''-. medi urn fractured. )·
-~ 'shear zone, hy9rotherma·1ly altered Granodiorite,
-"S y_;:y closely .. fractured
··"" ~ .. ve'ry widely fractured
~---Total Depth 101.0'
WATER PRESSURE TEST
1 5.46 gpm at 45 psi
2 7.02 gpm at 60 psi
SUMMARY LOG DH-1 07
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
Project No.
81-5165
Drawing No. @ Converse Ward DaVIS DIXOn Geotechnical consultants A-7
RWB-4878 DRILL HOLE LOG
Project Haines-Skagway Hydroelectric Project Feature Right abutment
Hole No. _...J.D.l..I.H.I...-lu.OLJ.?:__ __
Bearing _S_6_2_E __
Coordinates __ ~N.:.2.><8.:.1.><3.:<.9..J.4~5---'=E-"'2-"'3-"'6'""1'""'9'""'0""5'--------Ground Elevation 715.2 Angle with Horizontal _ _..7:...~.0.L.0 __
Type of Hole Nx Wire l i ne, Total Depth __ 1_0_1_._0 ___ Start 10/07/81 Finish _ _:1:...:::0J..../..:::.0.:::.8'-/ 8::::...1:..___
Water Level-Depth, Elevation, Date ______ n_o_n_e __________ Logged By __ C:_P~B:.._&:.._D_A_Y ____ _
Drilling Co. Wyman Construction Driller Butch Umphry Sheet 1 of 3
Angle Depth
Elevation
& Size Hole,
Box No.
%
Rec.
RQD
Classification and Physical Condition
Water
Pressure
Test
Interval
X
0
CD
-i--
N
X
0
co
-
-
-
-
COLLUVIAL SOIL
(0.0-5.1)
Sand, brown, fine to medium grained,
trace silt occ. cobble to 6 11 size;
moist, medium dense.
5-~~~~~-------------------------~ ~00/0 >' .--' .-··' '\,\, --+-----i /I""\ 'I BEDROCK
100/0 -,:::::~ (5.0-101.0) ::.~;~'.:: Granodiorite, light gray, ?P.e'ei<led bla< k·~
/l' / . \ ,,,,~', medium grained, hard, unweathered; widE.ly\ -
-
10 -100
~~~l-~ to medi urn fracture~.~nes of very C 1 OSE ':·, '\ .•
!..'~-' .... fractures and shea~ ... · zo'nes, with .ao./pare•t\.,) ,I ., 0 . .., . ·' ~~~~~..! dips of 20-90 , pla;nar:,, '!?1. rough, -_._
-91
-
,, ~ \' narrow ,,.,i't(fil Jed with 'ch i'tl.rite ~-t--Cft 1 citE ~~~~ and clay gOuge in shear· zoh~s, ~1 ter-
);__·:.t .... 1. ation halos~-~~~ thick aro.ufid rehealed
:1 . .:<\ and· very narrow fracturl2s. -
15-\ ~-~ ~.
/'\ .... , '.
-1_\/'7.:-.
~-~,, _,
-
-
-100
20-94
-
-
-
-
25 "---
/ , ...... \
--;.~ ..... ,~
I' /\'
I I:-,...
'/'-I
\ -......... ~:;..,
I' /I ,-;:'__-..:
t;,,-;:,.~
/.::/,-
.... I
/ I'
\-·-i"" ,.,.. a
/-....\-'-',..:",'.,
' I/ ...... ~,/,? ,'
.... \.--
~--,\·~ .... ,, I-/ .,.....,1 -100 l-7'.!. i !_).I;~
-100 '!~''.)
I/ ,1 ')
30-= ~~~~~/J _, /
1----C' .... ,_
-!--:"';-.... ~~
_..' I -/, ...... , /1
"''~/~ ':--,I -100 ',,•/ ~ I~ I I' I ;· ~I -:' -69 ~l'l 35...-. , .... , '..-\ J
-
-·· . ..-"'
·, :
23.2, fractures at 40°, infilled with
chlorite.
-'.:\' •,.~ ,,,~-~
'1 ~,-'..:j 36.6-40.7, shear zone, hydrothermally -~-----~r-..:,1 ~,: altered gray green, med. hard, extrem0-
-100 /-::.,.:~'-1 y to very c 1 ose 1 y fracture~ a~ 80-90. ,
40 -~ ::.,~,~·i planar, sl. rough, narrOYJ, 1nf1lled wlth
,,, ~:i rlrlv
(continued)
N
+l
Vl
Q)
t-
Converse Ward DaVIS DIXOn Geotechnical Consultants
1
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
dri 11 ed with NW
casing to 6.0, 3.5"
dia. hole.
drilled with Nx Wire-
line core to 101.0,
3.0 11 dia. hole.
100% water return
throughout boring.
run blocked.
DRILL HOLE LOG Hole No. ___ u_M_!_U_I __
Project Haines-Skagway Hydroelectric ProjectFeature __ R_i...::g_h_t_a_bu_t_m_e_n_t __ Sheet __ 2.....__ of ___ 3_
All gle Depth
Elevation
& Size Hole, Box No.
1-t-
-
-
-
% Rec,
RQD
50-100
M 48
>< -
0
c:l -
---j_ -0
1 60-
94 ---
-80
I -
-
65-
-
-
-
-
<;j' 7o-
X -
0 100 c:l -
-76
-
75-
-
1-f---
-
-00 so--Ln 100 -
X
0
c::::J -
-
-
' 85
Classification and Physical Condition
Granodiorite (cont'd)
39.0-40.7, extremely close fractures,
~-~" soft, clay gouge.
40.7-49.0, medium fractured at 40-60°,
planar, sl. rough, v. narrow, infilled
with calcite and iron oxide, alteratior
ha 1 os ~~~ thick a round fractures.
Water Pressure
Test Interval
49.0-58.2, shear zone, hydrothermally
altered gray green, medium hard, med.
weathered, very closely t8 extremely
close fractures at 70-90 , e~ eche~on, .-"''\
planar, smooth, v. narrow, sl1ckens1de~;' ""
infilled with chlorite, calcite an~ '
clay, minor iron staining. ,,-e·..,·"'·
. . . . 0 58. 2-61. 2, 1 ow-"f,rac tu re at -?D-~0 , . i'
stepped, sm~6tb., v. narrow, 1 nf1ll ed
with calcite;;and clay. ,
61~(z:76'.0, widely fractured with
0
zones
of ·very close fractures at 50-70 ,
with J•lidely,spaceQ..r·ehealed fractures
with a.lteration halos ~-2" thick.
-~->'.
\I)·
Cl)
1--
T
I
I
1 I
i
Converse Ward Dav1s D1xon Geotechnical Cnn,.ullant"
Remark~ (Water Loss and Color, Casing Record, Time of Drilling, etc.)
Core loss 0.6'
run blocked,
76.0-101.4, all fract
ures mechanical.
DRILL HOLE LOG Hole No. __ u_n_l_U_t __ _
Project Ha; nes-Skagway Hydroe 1 ectri c Project Feature _.:_R:..:.i..>~.g.,;.;h-=t--=a.::.b.::.u-=tm;;.;.e.::.n:..:.t.::.__ Sheet _...;;3;........_ of _.........;3:;___
Al:l~e Depth .=: Water Remarks
Elevation % ~ t;C Pressure (Water Loss and Color, Casing Rec. -" Classification and Physical Condition Test Record, Time of Drilling, etc.) & Size Hole, """ RQD ... ...:~ Box No. D Interval
[' I I\ ::.I
-, ... '"',.' Granodiorite {cont 1 d) ,_ .... '
~~~:.-:.. ... -I, 'I I _ _, ' -100 ' .... , ....
..... \" ---I • I I-' 1.() -100 ,,.. ,.. ..... -
-\ \/ X 90-\;I -
~ample 0 ,-,.,
90.5-91.71 en r ),~ ., .. , , -1'''' -I,-.,. -.... I...._\;\
, ..... 'I --:_1~ I I
; ' ' ..... f'-1-1-N --\-\
I-1' ....-+ .;..>
I-95-1 .... 't \ V1 ,_ , .... , .;.>OJ '.:.~' Vlt--;,,.. ..... -... OJ I t.O \'I" -~ 'I • ' X I,"'" I~ ; 0 1'-,\1 en -100 ,.,....,,
I • ..,. I --.,.. ""
/"" -100 ' 'I '· -,.. -
/ 100-I' t' / (Jf'<'
,/' ............ ' ~~';. t--,_ i \ _, j. ·.
End of boring at dept.J:l""~lo 1. o ' ...... :···~
-~--··.
" -
-i /;-1-~;.'f:o,fr,,
-f'"'
I -
-;·, ,, -'
'• -
-/
-
-
-
-
-
--
-
-
-
-
-
-
-
-
-
-
-
-
Converse Ward Dav1s D1xon Geotechnical Consultants
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING
Project Haines-Skagway Hydroelectric Feature Right abutment
Depth to Water Table Dry Height of Swivel above Ground see remarks
Test Equipment Wj re] j ne packer Drill Foreman M Mckelvey
Hole No. DH 107
Sheet 1 of __ 1 __
Size of Hole Nx Wireline 3.0"dia
I nspector __ -.<DL.IIA"'-.YI------
Time Period Depth (Feet) Loss Pressure Depth Remarks Date of Test Top of of (psi) Begin End (Min.) Gallons GPM Packer Boring
Sept. 06:15 06:20 5 63.0 101.0 0 0 15 Single pneumatic packer
08/1981 06:21 06:26 5 0 0 30 used. Top of water
Test 06:28 06:33 5 27.3 5.46 45 swivel 3.0 ft. above
1 06:34 06:39 5 gauge f-unning backwar Cis 30 ground surface
Test 06:50 06:55 5 26.0 101.0 0 0 15 Top of water swivel
2 06:56 07:01 5 26.9 5.38 30 7.0 ft. above ground
07:02 07:07 5 29.7 5. 9~-/4~ surface
07:10 07:15 5 35 .. ~ 'f-.7. 02 60
07:20 07:25 5 gauge unning bac~ar ~s 30.. ~;,
"· -~.
G· ; . \,)
.
\ .,\ .,
'.;-, '·~-",.~ ..... .,-_,..;~·) ~-,.--· ''<;, \~
... ~"'
·~ ' .' \, -(''•v;·
': '~ .... :" ............... !/' ... \$(•' -~
-.. '+. . .,
,..;.· ':': 1.; '·¢1
'.·, \ )?>
'~ ...
" , ... ;. ~. ·~i
\ \ \;-<.
" ,. '<~. .. . .;~ ;
''t ,.!'
\.,., ....
I
I
I
I
I I I
I I I I
I
>-
&l
I
c:
0
a;
.~ :c
:::0
Q. ..
.$2
"0
G> > 0 c..
Q. <
"' ,..
..... .., ..,
0
0 z
~
0:
0
II..
100
940
830
820
t-w w
LJ..
z ........
12 760-
t-
c::::::: > w
_J
w
700
640
580
520
Ground Surface
WATER PRESSURE TEST
1 13.08 gpm at 150 psi
2 18.2 gpm at 150 psi
Overburden SURGE TANK
--?
BEDROCK: Granodiorite, slightly weath-
ered to unweathered, medium to very
-.---~~·i dely fractured with occ. zones of
1
hydrothermal alteration, unweathered
e 1 ow 17.2'.
medium fractured ~very widely fractured
-----zone of hydrothermal alteration
medium nard, medium weathered
medi urn fract~red
,.,., ...... "\ /.
very widely fract~ed
·'-:..,,)
one of hydrothermal alteration
medium hard, medium weathered,
'medium to closely fractured
widely fractured
Total Depth 502.2'
SUMMARY LOG DH-1 08
HAINES-SKAGWAY REGIO~AL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
ProJeCt No.
81-5165
Drawing No. @ Converse Ward DaVIS DIXOn Geotechnical consultants A-8
RWB-4878 DRILL HOLE LOG Hole No. _-~.D.u:Hl......Jlu.O.u;;8l----
Pr . t Haines-Skagway Hydroelectric Project Feature Surge tank Bearing
OJeC ------~-_..::~.::.__.___::_ _______ _:....:::....::...._:__ -----=------------=---
Coordinates ___ r~~2!::..::::.36~8~9::;.8:::t.O_,_,_.!:.E.!:.2~8_....1..::::3.!:.2.:I4..>!0 ______ Ground Elevation 1010.0 Angle with Horizontal_.L9.l./.0_0 __ _
Type of Hole _N....;x_v_J i_r_e_l_i _ne __ Total Depth _ __::5:....:0:.=2:...:.·-=2 ___ Start 10/11 I 81 Finish 10/14 I 81
Water Level -Depth, Elevation, Date ____ n_o_n_e ____________ Logged By __ JLOA!:LLY~&_.~.<.C.LP.L/.B ____ _
Drilling Co.
Angle Depth
Elevation
& Size Hole,
Box No.
-
-
-
-
5-
-
-
-
-
10-
-
-
-
-
15-
-
1-.--
N
-
-
40 -
Wyman Construction Driller Butch llmphry
%
Rec.
RQD
Classification and Physical Condition
TALUS
(0.0-17.2)
Cobbles and Boulders, angular, little
sand; moist, medium dense.
' .... . \. \ . ·.. BEDROCK"'"'"'
( 17 • 2-'$p2~ 2) \ \e,.;•
Water
Pressure
Test
Interval
GranodiGri'te,Jlight gray, speckled
black, ~~m grained, hard, slightly
weathered to 29.6, grades to unweathered
below; v. widely fractured with zones
of megium to v. close fractures at
30-80 from horizontal, planar, smooth,!
to slightly rough, v. narrow, infilled
with chlorite, clay, calcite, K-feldspar,
and iron oxide. Alteration halos aroun~
rehealed and v. narrow fractures to
6" thick.
29.6, fracture at 80°, ~-~"alteration
halo, planar, smooth, v. narrow, clean.
(continued)
Converse Ward DaVIS DIXOn Geotechnical Consultants
Sheet 1 of 12
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
d ri 11 ed with NW
Casing to 16.0 ,
4.5" dia. hole.
drilled with Nx Wire-
line core to 502.2,
3.0" dia. hole.
·~
\
~\
\ ·.:···P'
100% water return
throughout drilling.
DRILL HOLE LOG Hole No. _ _..:.U_M_l:..U:..~.:.._ __
Project Haines-Skagway Hydroe 1 ectri c Project Feature _ ___:S~u~r-=g!..::.e:__t:....:a:....:n:....:k..:._ ___ Sheet _ _:2:..___ of 12
AJigle Depth
Elevation
& Size Hole,
Box No.
N
X
0 co
1-1-
-
-
45-
-
-
-
-
-
55-
-
-
%
Rec.
RQD
-100
-72
65-
-
1-1-
-
70 _100
-49
-
-
-
B5
Classification and Physical Condition
4B.3, fracture at B0°, planar, sl.
rough, v. narrow, clean.
.,.
66.5-79.5, medium fractused with closel
fractured zones at 70-BO, planar, sl.
rough, v. narrow, clean to infilled
with K-feldspar and clay.
70.5, fracture at 40°.
72.0-72.2, closely fractured at 40-70°.
77.8, fracture at B0°, infilled
oxidized clay.
79.5-103.3, widely fractured.
with
Converse Ward Dav1s D1xon Geotechnical Consultants
Water
Pressure
Test
Interval
'--r
··~
...... ~ .<0 1.\
N
+-'
lll
QJ
1-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
run blocked.
run blocked.
run blocked.
ten foot length of in-
tact core.
DRILL HOLE LOG
Project Haines-Skagway fiydroe 1 ectri c ProjectFeature Surge tank
ARgle Depth
Elevation
& Size Hole, Box No.
-
-
J-r--
-
90-
-
-
-
-
95-
-
l!"l -
X
0 -c:o
-
100-
-
-
-
-
-r-105-
-
-
-
-
llo-
-
-
-
-
115_
-
-
-
-
1.0 120
X -
0 c:o -
-
-
-
125_
1-t-
130
%
Rec.
RQD
100
100
100 --
99
90 --
64
100
74
Classification and Physical Condition
Granodiorite (cont'd)
93 63-95.0, long irregular fracture at
70 , partially closed.
..
,.,.-<= ... ,/ '(
:
Water Pressure Test Interval
N '-
103.3-128.0, yellow brbwn, ~edium hard
to soft, s]~'ff'y to medium weathered;
clssely spAced' rehealed fractures at~
q,_o:.~;'""~fnfi 11 ed with ca 1 cite' ~ r~,nod i 0 ri tt:>'
~droth~rmally altered. . . ··
... ·. '· .J·-·
'·
115.2-116.4, rock is soft.
(continued)
Converse Ward Dav1s D1xon Geol-~hnical Consultant"
Hole No. __ u_n_l_u_o __ _
Sheet __ 3 ___ of __ 1_2 __
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
1.2' core loss.
UKlLL HOLE LOG Hole No. __ u_n_l_u_o ___ _
Project Haines-Skagway Hydroe 1 ectri C Project Feature _ __:.S:....:u:....r_,g::.;e:...._t:....a:....:n:..:..k.:.._ ___ Sheet_4:...._ __ of ---=-1"""2-
Al:lg!e Oep th % Elevation Rec. & Size Hole,
RQD Box No.
-
-
-
-100
135---
I 99 -
~ -
X
0 -CCl -
140-
-1oo ---
-100
1-f---
145-
-
-
-
-I
I
150-
-
100 -
100 co -
X -0
CCl 155-
-
-
-
-
160-
-100 ---1-r--100
-
165-
-
-
O'l -
X
0 -CCl
170-
-
-100 --100 -
175
u
:.;::"" ~0 ~...:l
0
I ..-
;',.~'
I '-1,;
-.~--\I
,_.. I'-
t'~' l
'I-\ • .
\ I..,.. I"
f-'"'-",'i-[1
.... \ /\ '.,....:-; \'
,,.,..,~l
~~ ,-.f -,
'' '">'<, ~;.!:: \
....... ,,',.'_•
\I ' \ '
. t":".i'"·l ',.,/I " ..... \ .... \ ,. . ,_ , ... ,
·'"'-) _·;~;·, ~
,P ,._. j _ .... , ' .....
,,, ~ l
/ ,,::~
\ / -
,,, "' ~ .,..--.~ ....
" \I, I ~';,:~ ~
/t' '-'..,.._\, I ..... _~ t-,~'
\ ,''-/ ........ ,
rf :1_-IJ ,.-,,'--1
-,' ..... l'i
\ -'~'; ;::,~~ \ .... \-I,\~'-\/ ~ ,,
r-' I ' ·~·:~-1 ~~,,·'
/1,.....\
"' .... 1', I ..... \-..,..
....,\_,~:tt
1' 'I ...-j ,,';,~~~ _/, .........
't '~ ~ ~
I' .. I _1 ,
I ~ "' /"''' .... '! ,-,:::
I \; ... _1";,
...... '/' '-..... -, /I .. I ;,/ ~-....
<_,;~~
"" (;I'
' .. I
t / ..... ' "' ... ' ,,,-' ' ,, ........ .,._, -, .... /' I ,, ...,.
~ .. ""; .... ' ', ...... ....
, .... t ...... ~ _. I
_\, .~ -, -
\ \' ' / ,,.....,.
l:;: I "'
:~~-/j
''/I~\
/1;/,/
1--.r;::. _, ,-,' 1 -.,...\I'
/ / ... /, ... \ .... ; ,~I/,\ ,,, '.) ..... , I ...
\ ......... 1
t' \ ~ i ~ \-/
Classification and Physical Condition
Granodiorite (cont'd)
128.0-502.2, v. widely fractured, occ.
closely fractured zones, widely spaced
altered zones, occasional mafic
zenoliths
136.7-137.0, altered zone.
138.0-139.2, altered zone.
140.0-140.2, mafic zenolith
164.8-165.1, fracture at 50°, iron
stained alteration halo ~~~ thick .
Converse Ward Dav1s D1xon Geolechnical Consultants
Water Pressure
Test
Interval
N
....,
Vl
OJ
I-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
run blocked.
ten foot length of
intact core.
ten foot length of
intact core.
KWIS-4ti/H DRILL HOLE LOG Hole No. __ ..:::D~H~1..:::0:.:::8:.___
Project Haines-Skagway Hydroelectric Project Feature _ __:S::..:u::.:r:....;g;L.:e::__t.::.:a::..:n~k:.:._ ___ Sheet ___:5:::...._ __ of _----=.1 ... 2_
Allgle Depth
Elevation
& Size Hole,
Box No.
X
0 co
X
-
-
-
-
-
-
195-
-
-
-
-
205-
-
-
-
210-
-
~215-
1 -
!
I
-
-
[J_220
%
Rec.
RQD
Classification and Physical Condition
Water
Pressure
Test
Interval
Granodiorite (cont'd)
,,
-. •,
. <
6 . 191.6, fracture at 6S, planar, ~ed.
rough, v. na~row, infilled with chlorite.
-C
195.2-196.1, closely, fract~red at 40-5of,
p 1 anar' rQugh' v"J narrow' i nfill ed with'
iron oxide, cht-cfrite, zone of rehealed
frac~tures .... l'With same dip.
\: .• .:.>'"'+ .. ··;~
200.8-201.7, closely fractured at 45°,
planar, smooth, v. narrow, infilled
N
-+-)
Vl
<lJ
1-
with chlorite with iron stained fractur~s,
planar, rough, narrow.
(continued)
Converse~'ardDavasDaxon
·)
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
ten foot length of
intact core.
~ample 209.2-210.41
ten foot length of
intact core.
DRILL HOLE LOG Hole No. __ D_H_1_0_8 __ _
Project Haines-Skagway Hydroelectric Projecteature __ S_u_r_,go!_e=---t.:....a_n_k ____ Sheet _ _;6::...__ of 12
All~e Depth % Elevation Rec. & Size Hole, Box No. RQD
-
-100
X
0 co
-100
-
-
-
-
-
-
-
-
-100
245--
M 82 --
X
0 co
-
-
-
255-
-
--r-
-
260-
-
-~
C.;< r: "':;
.. S:a-
'-'
Classification and Physical Condition
Granodiorite (cont'd)
-~ .._ __ , ......
24L4-24L7, rehe"aled fracture at 85°,
infi,led ~ith calcite.
\ ~ :J-..
~:~~'~
245.1-245.6, altered zone.
245.6-247.7, mafic zenolith
263.1-265.5, closely fracbured, lon9
continuous fracture at 80 , planar, sl.
rough, narrow, slickensided and iron
stained, altered throughout.
(continu_e_dl
Converse Ward Davas Drxon
V.' ater Pressure Test Interval
N
+-'
Vl
Q)
f--
-.--
+-'
Vl
Q)
f--
'
\
Remarks (Water Loss and Color, Casing Record, Time of Drilling, etc.)
ten foot length of
intact core.
ten foot length of
intact core.
RQD low due to singbe
long fracture at 85 .
ten foot length of
intact core.
RWB-4H/H DRILL HOLE LOG Hole Ko. __ ..,.D~H~lv-0~8--
Project Haines-SkagvJay Hydroelectric Projec"Feature Surge tank Sheet 7 of 12 ___ __;::._________ ----------
AAE!e Depth
Elevation
& Size Hole, Box No.
-
-
-
-
270-
-
-
I -
o::t -->< 275-0
o::l -
-
-
1-r--
280-
-
-
-
-
285_
-
-
L!) -->< -
0
o::l 290-
l -
-
-
-
295-
-
-
H---
-
300-
-
-
-1..0 --><
0 305-~
-
-
-
-
I 310
c;c
Rec.
RQD
100
87
100
100
100 --
100
100
100
-~
Classification and Physical Condition
Granodiorite (cont'd)
266.7-267.7, medium hard rock.
268.4-270.4, closely fracdured, long
continuous fracture at 80 , planar,
s l. rough, s 1 i ckens i ded, i nfi 11 ed with
chlorite.
(continued)
l"!.r. .... + ........... _: ......... ,...---····--·-
Water Pressure Test Interval
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
N
.j...)
Vl
ClJ
I-
I
l I"'· ,,
L I' )
I , I ·,
. j '!.
~,.J ...
I
ten foot length of
intact core.
-!(Sample 293.1-294.31
ten foot 1 ength of
intact core.
Vl
Q)
I-
ten foot length of
intact core.
1\.UP"'"'fOID DRILL HOLE LOG Hole No. ___ U_H_!_U_l) __ _
Project Haines-Skagway Hydroelectric Projec1f'eature Surge tank Sheet 8 of 12 ___ ___.:::...______ __:____ ----
AR gle Depth
Elevation
& Size Holf>,
Box No.
.r::.\:)t
Rec. ~j
RQD 0
X
0 cc
-
-100 ---
-100
315-
-
-
-
-
320-
-100 ---
-100
-
325-
-
-
-
-
330-
-
-
-
-
335-100
-1---100
-
-
-
340-
-
II
-
-100
b -100
~
X 345-
0 cc -
-
-
-
350-
-
-00 i ---
1 100 -
355
Classification and Physical Condition
316.1, fracture
weakness.
316.6, fracture
weakness.
0 at 40 along incipient
at 40° along incipient
323.6, fracture at 60°, planar, rough,
v. narrow, clean, alteration~alo
evident. ~""· ·
.,
Converse Ward Dav1s Drxon
'
Water Pressure Test
Interval
I
I
·~~
+-'
Vl I (])
~ ..
I''·\
. ·. ...
;,
)
~
Remarks
(\lr'ater Loss and Color, Casing
Record, Time of Drilling, etc.)
ten foot length of
intact core.
Approx. ten foot leng h
of intact core.
ten foot length of
intact C:)re.
KnD-'tO/D DRILL HOLE LOG Hole No. __ LJ_H---=1_0..:..8 __ _
Project Haines-Skagway Hydroe 1 ectri c Project Feature __ S_u_r_,g'-e_t_a_n_k ____ Sheet _ _:9:___ of 12
AJI~e Depth
Elevation
& Size Hole,
Box No.
-l--
0'1 ,.......
X
0
c:::l
0
N
X
0
-
-
-
-
-
365-
-
-
-
-
370-
-
-
-
c:l 385-
-
-
-
-
%
Rec.
RQD
-100
-98
-,.......
N 395-
X
0
c:::l
-
-
-
-
.::
.!::u c.~
C': ~ ... _ Classification and Physical Condition
~
Converse Ward Davrs Drxnn
Water
Pressure
Test
Interval
l
I Nl
,< -~I
F.\\
......
Vl
Q)
1
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
~ample 375.0-376.3 I
DRILL HOLE LOG Hole No. _ _:U:..;_H;.__::l-=U-=CS __ _
Project Haines-Skagway Hydroe 1 ectri c Project>eature __ _;.S_;;_u_r_.,g_;;_e_..;;.t.;;.;.an~k ___ Sheet 10 of 12
Angle Depth
Elevation
& Size Hole,
Box No,
-
-
-
405-
-
~ -
N -X
0 -r::!) I 410-=
l-1--
o/c
Rec.
RQD
-100
-86
415-
-
-
-
-
-
1-t--100
M
N
X
0 ro
-
-100
-
435-
-
-
-
-
-100
-100
-
445
Classification and Physical Condition
404.4-408.0, medium weathered, megium
hard along long fracture at 80-85 ,
planar, sl. rough, narrow, iron
stained.
409.5, fracture at 80°, planar, rough,
v. narrow, alteration halo 6 11 thick.
411.0-411.5, medium weathered, medium
hard zone.
0
Water Pressure
Test
Interval
411.5, fracture at 80 , curved, sl.
rough, v. narrow, infilled with calcite. J ~
414.0-502.2, v. widely fractured, witj}., •·1~ ~
v. widely spaced altered zones and ·" f ~
rehea 1 ed fractures. <f!'""'r!, ,
433.0 0440.8, zone of rehealed fractures
at 75 , infilled with calcite, slight
alteration halo ~.a" thick.
.1
,. ....,
1/)
Q)
1
I
I
I
!
I i
' ..
I
t
ConvP.rsP.Ward Dav1s Drxon
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
ten foot length of
intact core.
ten foot length of
intact core.
DRILL HOLE LOG Hole No. _ __.;U_N_l::..U.:..CS.:.._ __
Project Haines-Skagway Hydroelectric Project Feature __ S_u_r....;g:::..e_t_a_n __ k ___ Sheet--.:;;.;:_ __ of 12
ARgle Depth
Elevation
& Size Hole,
Box 1\:o.
-
-
-
-I 455-
-
-
-
-
-
-
-
-
%
Rec.
RQD
-100
485---
-100
-
-
491)_
.~
i~
(': ~
,.':,Joooooo.~
~
Classification and Physical Condition
452.7-453.0, rehealed fracture at 75°
infilled with calcite.
.,
0 481.2-481.6, fracture at 85 , planar,
sl. rough, v. narrow, infilled with
calcite, alteration halo 1-~~~ thick
around fracture.
Converse Ward Dav1s D1xon Geotechnical Con.:ulllonho
Water
Pressure
Test
Interval
..j..)
Vl
OJ
1-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
ten foot length of
intact core.
ten·foot length of
intact core.
ten foot length of
intact core.
~ample 486.3-487.71
DRILL HOLE LOG Hole No. -~D ...... H.......,.l,..~,O~S....._ __
Project Haines-Skagway Hydroe 1 ectri c ProjectFeature ___ S_u_r_gc:...e __ t_a_nk ___ Sheet __ 12 __ of __ 1_2 __
All~e Depth % .::
Elevation Rec. -;::et
& Size Hole, -o "' ' Box ]\;o. RQD .. ~joooooj ...,
Classification and Physical Condition
-End of boring at depth 502.2
-
-
-
-.<#'>.
·•"' t;ri~
-
-
-
-
-
·" -.~ F
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Converse Ward Davts Dtxon Geotechnical Consultants
Water
Pressure
Test
Interval
N
-!-)
Vl
Q,)
1-
I
-!-)
Vl
Q,)
1-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
RWB
SD-88
R. W. Beck and Associates
DRILL HOLE WATER TESTING
Project Ha i nes-Skagwway Hydroelectric Feature Surge Tank
Hole No. DH 108
Sheet 1 of 1
Depth to Water Table Dry Height of Swivel above Ground See remarks Size of Hole Nx Wi reline 3. O"di a.
Test Equipment Wi rel i n_e____g__ack,~e"-'r ____ Drill Foreman ___.B_._Umphreys
i
Date
Sept.
14/1981
Test
1
Test
2
Time Period Depth (Feet) Loss
1---...,------1 of Test T 0 p 0 f Depth
(Min.) Packer 8 gr'ing Gallons GPM Begin End
11:00
11:06
11:13
11:20
11:30
12:45
12:55
13:01
13:08
13:15
I
11:05
11:11
11:18
11:25
11:35
12:50
13:00
13:06
13:13
13:20
5 249.0
5
5
5
5
5 50.0
5
5
5 .-.-
/'
'5 ..• gauge
1
502.2 12.40 2.48
24.90 4.98
46.10 9.22
65.40 13.08
+15.00 3.00
I
502. 2 7. 4_0,~ 1. 48
2f.'oo; 4.60
~~ 1~ . --"' ~'. 55 .00''. _1,1. 00
\
;,_ 91.00 18.20
unni ng backw<u::Q.s
I
Pressure
(psi)
25
50
100
150
50(
25
50
I nspector __ -'-"DAo,_Y,__ ___ _
)
Remarks
Single pneumatic packer
used. Top of water
swivel 4.0 ft. above
ground surface
(1) Positive gpm outflm
from boring
Top of water swivel
3.0 ft. above ground
surface
~
.2
"0
"' >
0
0.
0. <
., ....
' ., .,
0
0 z
::l: a:
0 ....
f-w w w....
z:
0
>-<
f-
c:t: > w
-' w
180
160
140
120
100
ALTERNATIVE 2
POWERHOUSE
DH-109
I
I Ground Surface
Overburden:
Gl aci a 1 f1o.reffJ1,e deposits ,
cobbles-fand boulders 4 11 -10''
~'ftn, minor sa:'r)d matrix, gray
'C•,
·.~, ,.,_;· '
\
80\
60
40
20
?--
Total Depth 141.4'-
--?
BEDROCK: Andesite, unweathered, closely
fractured
WATER PRESSURE TEST
No testing co~pleted
SUMMARY LOG DH-1 09
HAii~ES-SKAG~~AY REGIQ,~AL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
Project No.
81-5165
Drawing No. @ ConverseWardDaVISDIXOn Geotechnical consultants A-9
RWB-487B DRILL HOLE LOG Hole No. ----"'D.uH__...l_..0....~..9 __
. Haines-Skagway Hydroelectric Project Powerhouse Project--------------------Feature ____________ Bearing-----
Coordinates __ A...!p...!p_r__;o:....:x..:...·:.._____;N..:...2=-8=-1=-4..:...=-l 0=-0.:..J._, -~E;:;.2.:..3.:_7.::.1...;..4.::.6.::.0 __ Ground Elevation ! 1 7 0 . 0 Angle with Horizon tal __ ....,9!..1.<0"--0-
Type of Hole see rer:narks Total Depth __ 1_4_1_. 4 ____ Start __ 1_0'-/_2-'1/'-8_1 ___ Finish -~1.::..0/~2::..:2::..!/....::8::..::1:.___
C P Benson Water Level-Depth, Elevation, Date -----l-.U..U.l..;...-----------Logged By __________ _
Drilling Co.
Angle Depth
Elevation
& Size Hole,
Box No.
-
-
-
-
5-
-
-
-
-
10-
-
-
-
-
15-
J
-
-
20-
-
-
-
-
25-
-
-
-
-
30-
-
-
-
-
35-
-
-
-
40 -
Wyman Construction Driller Butch Umphry
%
Rec.
RQD
Classification and Physical Condition
GLACIAL MORAINE DEPOSITS
(0.0-117.5)
Cobbles & Boulders to 10" dia. trace
sand.
i------------"---..---
-/
t·?·-·-.-------~-
f •' • _...,.." .. ....---
i<!,, •
--·-
: '~. ,,
! ______ ----------
I i Gravel and Cobbles, ~ace sil!.:_ ____ _
!
I
I
!
i
j (continued)
Cot:werseWard DaVIS DIXOn G•otechnical consultants
\Vater
Pressure
Test
Interval
Sheet 1 of 4
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
dri 11 ed with HW
Casing to 20.5, 4.5"
dia. hole.
drilled with NW Casin
to 70.0, 3.5" dia. ho e.
RWB-4878 DRILL HOLE LOG HolE:> No. __ U_H_l_0_9 __ _
Project Ha; nes-Skagway Hydroelectric ProjectFE:'ature ___ Po;;;_;wc;_e:;:_;r~h.:..;o;_;u,;.;;s;_;;e;__ __ Sheet --=2:..__ of __ 4 __
AJl~e Depth .!:: Water Remarks
Elevation CJ"c fe.t Pressure (Water Loss and Color, Casing
& Size Hole, Rec. "' 0 Classification and Physical Condition Test Record, Time of Drilling, etc.) Box No. RQD ,.';:~ Interval '-'
~-m ac1 ar Worafne UeEOSi ts \cant 'd) '---Grave1 & Cobbles to 6" di a. , little
-sand, medium to coarse, with lens of -sand.
-
45-
-
-
-
-
50-
------------------Sand and Gravel, trace silt. --------
-
-
55-
~· \ Gravel & Cobbles to 811 di a. , little s,at d. -
-
-
-' ·;
60----· . -,,
--~" <.:' -.:.;:·¥· -
', -
-
65-'·
>_...v:do
--)~~>*
-
-
-
7o------------------Boulders to 14" di a. , trace brown drilled with NQ Wire--silty sand. line rods to 97.5, -3.0 11 dia. hole. -
-
75-
-
-
-
-
so-
-
-
-
-(continued) as
DRiLL HOLE LOG Hole No. __ ~..~_,_, _•_v_., __ _
Project Haines-Skagway Hydroelectric Project Feature __ P_o_w_e_r_h_o_u_se ___ Sheet __ 3 __ of __ 4 __
Al:l gle J)ep th
Elevation
& Size Hoi<'.
Box No.
-
-
-
-
90-
-
-
-
-
95-
-
-
-
100-
-
-
-
105-
-
-
-
-
110_
-
-
-
-
115_
-
T
120-
-
130
%
H.ec.
RQD
Classification and Physical Condition
Glacial Moraine Deposits (cont'd)
. Boulders to 3' dia., trace gray silty
sand.
91.0-94.0, Boulder.
"
. '-~ \~;:j
(117.2-141.4)
Andesite Dike
BEDROCK
Water
Pressure
Test
Interval
gray green, fine grained, hard, un-
weathereg; medium to closely fractured,
at 40-60 from horizontal, planar, med.
to slightly rough, v. narrow, infilled
with calcite, some fractures ir8n stain
ed, rehealed fractures at 40-60 througl-
out, infilled with calcite.
Converse Ward Dav1s D1xon Geotechni al C n
Remarks
(Water Loss and Color. Casing
Record, Time of Drilling. etc.)
drilled with BQ Wire-
line core to 141.4,
2. 4" d i a. ho 1 e.
lHULL HUL.t; LUG Hole No. ____ v 1_1_.l;::_V;:...:J:__ __
Project Haines-Skagway Hydroelectric Projecilo'eature __ P..;..ow_e..;..r_h_o;_u_s ..... e;__ ___ Sheet.......; ___ of _....;.4 __
AJlif.!e Depth .::: Water Remarks Elevation % ~e.c Pressure (Water Loss and Color, Casing
& Size Hole, Rec. -o Classification and Physical Condition Test Record, Time of Drilling, etc.) f::..J Box No. RQD ,. Interval v
1-1--.......... ..,.,.
(cont'd) 100/9 p ..I., ... " Andesite Dike -> "'J. .. .,
.., ,.. y ..., 134.0-141.4, medium fractured. ' , . -,... ... ..1. '1
... ~ ""' -'(' ... ,.J .,."" v 'f
,.\ L. •.
~"
, v J. "" "' -v ,.. v ~
60°, v" £..,. 134.3, fracture at planar, rough, 135-L..., > y ., ....... ,.. .,.
iron stainbd. hOO/ ~ .... ., ~ J' v. narrow, r ~,. ~.-,. I -92 .... f"'? &.. 134.7, fracture at 40 , planar, rough, <. ... "' "7 N -:. "'1"' ... v . narrow, iron stainbd. ... J.lo< ...
4 "" ... X . v .. ., v 135.7, fracture at 60 , planar, medium 0 -;). ...... > co ..., ..... "'! rough, iron stained. .. :P ... ,) ... v. narrow, 140 = • ~ v
" < > ,.,
., "' < "
... ).,. ..1 "'-II''",.
: ~ ; >
-t:no or Don ng at depth 141.4
* RQD values not valid due to undersize -.. /'. core \
-
145-
~. -·"·,
" -' -•,
-
-' ~ ··" -"· '· ., -" ; _,.,.,.
-•.
' "'"•"
-·, -\
-
-
-
-
-
I -
I -
' I -
I -
I -
--
-
-
-
-
-
-
-
--
Converse Ward Dav1SD1xon Geotechnical Consultants
c:
.2 -;;
u
:0
::l
Q.
~
~
"0
Cl> > 0
0. c. <
"' ...
' ., .-.
CJ
0 z
:I a:
0 .._
1-
w w
LL.
z:
z:
0
I-<
'> w
_.J
w
80
Ground Surface
60
D H-11 0
40 ALTERNATIVE 2
POWERHOUSE
20
0
-20
-40
-60
,~ .. ~\ Overburden-:"' !.
Gla.~ial "Moraine deposits,
~vel, cobble;; and boulders
'With sand matrlx. Boulders
WATER PRESSURE TEs..r-··"\ . .. . '.. :... .
t~ 18 11
, aver~e:.:slZe 6"-8".
\(-.
~.
\.
\
·,
~ .. ,v-· ....
Granodiorite
y ~,, .. ,-~ ...
'·
BEDROCK: Andesite, unweathered,
very closely to medium fract-
ured with zones of Granodiorite
very closely fractured
---Total Depth 98.0'
SUMMARY LOG DH-11 0
HAINES-SKAGWAY REGIO~AL HYDROELECTRIC PROJECT
Skagway, Alaska
Prowct No.
81-5165
for R.W. Beck and Associates, Inc .
Drawmg No. @ Converse Ward DaVIS DIXOn Geotechnical consultants A-10
RWB-487B DRILL HOLE LOG Hole No. __ u_H_l_l_u __ _
Project _.:..:H.:::a..:..i .:..:n.:e.:.s_-_:S.:..:k.:.a-=g~w.:.a.::..y_H.::..y_d_r_:o_:e_:l_:e_:c_:t:._r_i_:c_P_r_:o;..!J~· e:...;c;_t;__ Feature ___ P_o_w_e_r_h_o_u_s_e _____ Bearing -----
Coordinates_.!.!N.!:-.2~8..=.1.::!.4.:::!.3.:::!.3.:::!.0...:.7----=E-=2~3:..!.7...,.1~6:.:::3:..><...8 ------Ground Elevation 41.3 Angle with Horizontal __ go o __
Type of Hole __ s_e_e_r_em_a_r_k S __ Total Depth __ 9:....8.:......... 0;:.,._ ___ Start __ 1~0::::.../~16:::../~8~1 ___ Finish --'1~0,LJ,/-'1~7~/~8~1.___
none C P Benson Water Level-Depth, Elevation, Date-----------------Logged By __ ..::_..:..._..::.::..:..:.::..::..:.:;__ __ _
Drilling Co.
Angle Depth
Elevation
& Size Hole, Box No.
-
-
-
-
5-
-
-
-
-
10-
-
-
-
-
15-
-
-
-
-
20-
-
-
-
-
25---
-
-
-
-
30-
-
-
-
-
35-
-
-
-
-
4n
Wyman Construction Driller B11tcb llmphry
o/o
Rec.
RQD
Classification and Physical Condition
(0.0-72.7) GLACIAL MORAINE DEPOSITS
Gravel, Cobbles, & Boulders, with tracE
sand, boulders to 18".
Sand & Gravel, fine to coarse, trace
cobbles, to 6".
frnnti"' ,,..,,.n
Converse Ward DaVIS DIXOn Geotechnical Consultant•
Water
Pressure
Test Interval
Sheet 1 of 3
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
dri 11 ed with HW
Casing to 25.0, 4.5" dia.
hole.
drilled with NW Casin~
to 75.0, 3.5" dia.
hole.
f\TlD-~010 DRILL HOLE LOG Hole No. DH 110
Project Haines-Skagway Hydroelectric Project Feature_---'P---'o""'w....::e;_r..;...h;..::.o..;:_u_se..::........ ___ Sheet_2::;.__or 3
Angle Depth
Elevation
& Size Hole,
Box No.
-
-
-
-
45-
-
-
-
-
50-
-
-
-
55-
-
-
-
60-
-
-
-
-
65-
-
-
-
-
70-
-
%
Rec.
RQD
1-r-
i
!
i
-
X 80-., ..,< l' ..1 53 '>It' .j, I,. I'
, to'( .i,. 0
t:::l
U..J
-..1 > A ,._
,. 4 "') <
" #.A '('
-"'<-"'•.,"':
t----1 "'!./.. ., ..
-100
-
""I'.)"'.,
.J"' ... ,.
... < r.. .,
Classification and Physical Condition
Glacial Moraine Deposits (cont 1 d)
1-----------·-Sand & Gravel, few cobbles to 6".
Water Pressure Test
Interval
...
~-"''"''
f,~..-'"'
SiTiysarid &Gravel, fine to <;GBfSe--
gravel, fine grained sand. ~
........
...,.._-: -~. ,. . ·, .,
San·d. gray. fine grained.
~ ,P
\ .
BEDROCK
(72.7-98.0)
72.7-~4.5, Andesite Dike
gray green, fine grained, hard, un-
weathereg; medium to very closely fractJred
at 35-75 from horizontal, planar, sl.
rough, v. narrow, infilled with iron
oxide; occasional lenses of granodiorit~.
72.6-76.2, very closely fractured .
76.2-77.2, granodiorite lense.
77.2-79.9, medium fractured.
ConverseWardDav1sDrxon
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling, etc.)
drilled with Nx Wire-
line core to 98.0,
3.0" dia. hole .
run blocked.
J"-T' LT"""'t'Ul Lf DRILL HOLE LOG Hoie No. DH 110
Project Haines-Skagway Hydroelectric Projec'tFeature _ _.:._P~ow.:..:.e~rh'-!.:o:::..:u~s~e=-----Sheet _..:::3:....___ of -~3 __
Angle Depth
EIE>vation
& Size Hole,
Box No.
-
%
Rec.
RQD Classification and Physical Condition
< <'\ L 4 "l
·~:~~ Andesite Dike (cont'd)
'.':;::.. 81.0-82.7, granodiorite lense.
Water
Pressure
Test Interval
1-1--100 ) 1\ ..a .,. ,. ~:~"v 82.8-88.0, very closely fractured.
!
N
-88 -
90-
-
~::::· 88.0-92.2, medium fractured at 60°,
y,"/ .. :. planar, smooth, v. narrov1, with iron <::.. oxide i nfi 11 i ng.
/>. "'\.);A
., 'i ( t" 4
f.,t,..) l.,.
') ,.. ~ 4,. -,.. .. ..,.,..
-00/0 :, ~: ~~: 92.2-94.5, closely fractured.
X ... "'<".,t--------------g ('{::,1..' 94.5-98.0~ Granodiorite
J 95-~...: ..... \; light gray, medium grained, hard, un-
_100 ~;~ weathbred; closely to v. closely fractul--ed
-52 {'_:.:1' at 75 , planar, rough, v. narrow, iron
)':.1 c:;t;linPrl
-End of boring at depth 98.0
100-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
ConverseWardDavrs Drxon
Remarks
f\\'ater Loss and Color, Casing
Record, Time of Drilling, etc.)
run blocked.
c:
-~
"' u
:a
::>
Q. ...
~
"0
¢> > 0
Q.
Q. <
00 ...
' .., ...,
Cl
0 z
~ a:
0
II..
1-w
w
l.J_
z: ......
z:
0 ......
I-< > w
__l
w
60 Ground Surface
40
DH-111
I
20 ALTERNATIVE 1
POWERHOUSE
.,,..,/
BEDROGK:·\~ranodi ori te, unweathered,
very widely fractured
0
-20
--Total Depth 50.5'
WATER PRESSURE TEST
No testing completed
SUMMARY LOG DH-111
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
Project No.
81-5165
Drawing No. @5 ConverseWardDaVISDIXOn Geotechnical consultants A-11
RWB·487B DRILL HOLE LOG Hole No. OH 111
Project Haines-Skagway Hydroelectric Project Feature __ P_o_w_e_,r:rh_o_u_s_e ______ Bearing-----
-35.0 Coordinates Approx. N2813400, E2813560 go o Ground Elevation Angle with Horizontal_.zt._~_!__ __
Type of Hole __ N_x_W_i_r_e_l_i_n_e __ Total Depth_--=.5..:..0..:..·..:..5 ____ Start __ .:..12'::..J..../0:::..:::.3/t.....:::.8.:..1 __ Finish 12/05/81
D none Logged By _---=.D___:_:A__:.Y-=o..:..:n:.=e~m:...:.i-=t-=s-=u;__ __ _ Water Level -Depth, Elevation, ate------------------
Drilling Co. A 1 as kan Enterprises Driller Woody H1mt
Angle Depth
Elevation
& Size Hole, Box No.
%
Rec.
RQD
-
1---.-
-
10-
-100
-100
>< -
~ 15 -lOO
1-1--
N
><
0 co
-100 -
30-= 100
-90
-
-lOa
35--
90 -
-
1--'-40
Classification and Physical Condition
t:-'
\
'·
COLLUVIAL SOIL
grained, (
0 29.0, fracture at 80 , planar, smooth,
v. narrow, clean.
Converse Ward DaVIS DIXOn Geotechnical Consultants
Water
Pressure Test
Interval
Sheet 1 of 2
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
dri 11 ed with Nw
Casing to 2.0, 3.5"
dia. hole.
drilled with Nx Hire-
line core to 50.5,
3. 0" d i a. ho 1 e.
run blocked.
KWIS-41HB DRILL HOLE LOG Hole 'No. __ lJ_H_..:;l;...;.l..;:l __ _
Project Haines-Skagway Hydroe 1 ectri c ProjectFeature _ ____;P;..;.o;;;_w;..;..e;;;..r __ h;..;.o.;;...;;;..us;;...e=-----Sheet ___;2;;;._ __ of 2
ARs:!e Depth % -~ Water Remarks
Elevation ..!:>:.!: Pressure (Water Loss and Color, Casing
& Size Hole, Rec. O..o Classification and Physical Condition Test Record, Time of Drilling, etc.) '" ' RQD ,__
Box No. ,. Interval '-'
' , l,t 1
Granodiori~ (cont'd) -/1 1 ' ..... _ ..... ,
-100 ... ',::_,',
t)t,..--:..' -100 ,,,, . ,--· /,_, -,"':_,,,_, -,,-
45-\ -' 100 !, \ ........ '
'-1,; ----I,"" I'
-100 ':r,::_
I /\/
M 'I"' I -\; ,--;_,
X 100 1--,-_,I-0 -.......... , .... / co , ..... t: _L 50-100 "\ 'i...-,r ~
-End of boring at depth 50.5
-
-
-. .'\
55-I
__J
~ v
' -
.......
~· -:\\..,"":;,,
I -,.J"'
i\) ' -
-»
I "' -.•·
.~ -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
c
.2
Oi u
:0
:::> c.
~
'0 .,
> 0 c. c. <
"' ...
' "' "' D
0 z
~ a:
0
II.
f-
w
w
l.J....
z: ........
z:
0 ........
f-
c::(
> w
_J
w
140
120
100
80
60
40
Ground Surface
__...
/
/
/
Overburden
//ALTERNATIVE 1
/ ~ POWERHOUSE
BEDROCK: Granodiorite, slightly weatJ;.ef'~,d
to unweathered: medium to widely fr'actllfed
with occasion a 1 zones of extremely closE! .
fractures, unweathered bel{5~ .22.0'. \ \\
'--·;, '', \. · .•
,....,...-·;''\, "'J ·.,, ......
':. \," .:·
Total Depth 75.5'
WATER PRESSURE TEST
No testing completed
SUMMARY LOG DH-112
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ Converse Ward DaVIS DIXOn Geotechnical consultants
widely fractured
zone medium weath-
ered, closely
ractured
Project No.
81-5165
Drawing No.
A-12
RWB-4878 DRILL HOLE LOG Hole No. _-.l.lDl.JH___.]J]...L.2 __ _
. __ H_a_i_n_e_s_-_s_k_a..:.g_w_a.:...y_H.:...y_d_r_o_e_l_e_c _t_r_i c_P_r_o_J_· e_c_t_ Feature Po we rho use Bearing __ S_8_5_E __ Project
Coordinates Approx. 2813430, E2371400 Ground Elevation _~_1l~0Angle with Horizontai _ ___J,6 ..... 5._0 __
Type of Hole Nx Wi reline Total Depth ___ 7_5_._5 ____ Start 12/09/81 Finish 12/10/81
none D A Yonemitsu Water Level-Depth, Elevation, Date------------------Logged By ___________ _
Drilling Co. Alaskan Enterprises Driller Woody Hunt
Angle Depth
Elevation
& Size Hole, Box No.
-
-
-
5-
-
-.......
X -
0 10-co
-
-
-
15-
-
-
-
20_
-
1-1--
-
-
25._
-
%
Rec.
RQD
~ 0
72
56
00 --
88
00 --
20
80
30
00
F,i)_
00 --
96
--100
!---
-96
30-
-
_lOO
N --
X -92
0 co 35-
-
---100
40 "l100
, ..... J ,' ,, .... ,. ,
I 'I-I .. ,, ..... ,
'-I .... ..,. :..-..1 ~ hfl
1-'1 1 ,~~,'Ij
' \I /~1-..,.
~:-:1 '1-\'
\ -1 ',, ..,.,,,
I,. \-
'' ' ...._!,1 ~~
I I I .... I _,,_ -~
/"' \/ -' -,
!{,-~ j ,, \ .... ~
;-.:--'
l /\ ;J ---1-j
/ \-\ -, ,, .... ~
I 1~./' .... L
..,I /I~ ... -,_ '--"1
\I-I 1 ,-,~ ..... ~
I ........ i' I .J \I _...1 ,j
/..(\/ I .... ~ ..... ,:;
1-, ',...I
, ..... ~,' ;J
/ \/ -~ ' ...... -'/:
/I ' 1;-/,_ /r',,l /I~ ..... ,... , .....
..,.. I ' .,...
/~ ~''l ,~'~'-1 __ ,,,~
,. .... ,-
1-I-' ' -. '-, ..... ,,
I -''1 ~' .... 1-..... , .... , ..... ;
..! /~ ~.~
I ,, -1
,_, ' ( t
,.,,,.,,,~
,,~~1
,~,-,.-
/I .._I+ ~~'-'1 ,,,,.... -....
\\I \1 , \; , ....
I' I '~
' I - ' ,-' ..... ,:
_.I, I J ' '-, ~;. '~ '.)
I' I ' • \-I~
'~,-::) ., .......... I I~ 'I I\.,.. I'
' I, 1 ',' ~-(~ 'I' , -~ ,,_. -'~j \ ,_ \
;-/',,, ~ ' _,l ,, ~'
Classification and Physical Condition
BEDROCK
(0.0-75.5)
Granodiorite, light gray, speckled
black, med1um grained, medium hard to
hard, slightly weathered to 22.0'
Water Pressure Test Interval
grades to unweathered and hard, below
very closely fractured with zones of
extremely close fractures at 20.0 gradEs
to medium to widely fractured with
apparent dips of 40-80 , planar, sl. ., ·
rough, v. narrow, iron stained to_;;,leai ..
'' ,..,-<; . .J~
~ "'! \
13.0-17.0;'€-;trem'~ly clbs~ fracture~)~
.• ·,,
·'
..
-. \
:. 'v,__o;.."'~.....,
18. 0,-1'9 .,!)!·, extremely close fractures.
\:.·---··'.,.....
22.0-57.§, unweathered, medium fractured
at 40-80 , planar, sl. rough, v.
narrow, clean.
(continued)
Converse Ward DaVIS DIXOn Geotechnical conaultenta
Sheet 1 of ?
Remarks
(Water Loss and Color, Casing Record, Time of Drilling, etc.)
drilled with Nx Wire
line core to 75.5,
3. 0" d i a. ho 1 e.
100% water return
throughout drilling.
run blocked.
KYVD'"''tO/D DRILL HOLE LOG Hole No. ___ U_H_l_l ~---
Project Haines-Skagway Hydroelectric Projecf'eature __ P_o_w....:e_r_h_o_u_s_e ____ Sheet _ ___;:2:..__ of __ 2 __
Allgle Depth
Elevation
& Size Hole,
Box 1\o.
%
Rec.
RQD
1-1-
X
0 co
-
-
-100
98 -
-
-100
1---'t--54
60-
-100
-98 65_
-
-
-
-
-
so-
-
-
-
-
85
Classification and Physical Condition
Water
Pressure
Test
Interval
0 47.0-48.0, long fracture at 80 , planar,
slightly rough, v. narrow, clean.
... ~··"'
,~ • '/!.
~--•--&..-:--• "---····--·-
Remarks
(Water Loss and Color, Casing
Record, Time of Drilling. etc.)
APPENDIX B
BORROW EXPLORATION
8.1 GENERAL
A borrow exploration program was conducted as part of the subsurface
exploration program. The program consisted of the interpretation of
aerial photographs and reconnaissance field checking. In potential area
subsequent work consisted of geologic mapping, excavating and sampling
of test pits, and electrical resistivity soundings. The inaccessibility
of the site prevented the use of power-operated equip31pt,.
~" '~ /· \,;<· .. •.;;
The primary portion of the field work wa~c9mpleted.;pet.ween August 28
'I ., , •
and September 8, 1981, with helico.,_pt~t; support pr;ovided.~bl Temsco Heli-
copters, Inc. of Ketchikan, Alaska~ ·. ,.-· \,p)
./~~~";!' ... '":'.,.\ \...
\' :''\ : ' \ '· ',, '\,)
The purpose o,t:.,-th~~~xploi~ation.,,inve~ti,~-a~ was to define the type and
distribution 6( pd.te.~tial\const~~cti~materials for use in construction
of the Viest Cre~k\~ydt~?eletC:i&~'1roject.
\t ~ .. , ~~ ::
\ ,..
The location and ·~~nd surface elevations of test pits, cut banks and
resistivity survey locations were approximated in the field by compass
bearing, tape measurements, and topographic maps. The locations of the
explorations are shown on Drawing 8.
8.2 TEST PITS
A total of seven test pits, TP-1 through TP-7, were hand-excavated be-
tween September 4 and 8, 1981. In addition, four natural cut banks,
CB-1 through CB-4, which are located adjacent to West Creek, were exam-
; ned.
Test pits and cut banks were visually logged by our field representa-
tive; logs of the explorations are included in Appendix B. Representa-
tive bulk samples were obtained from all excavations except for test pit
B-2
TP-7, where a shallow water table made sampling impossible. Bulk samples
from test pits and cut bank locations were transported to our office in
Seattle, Washington for subsequent laboratory testing. The test results
are presented in Appendix D.
B.3 ELECTRICAL RESISTIVITY SOUNDINGS
An electrical resistivity survey was completed as part of the borrow
exploration program. The purpose of the survey was to obtain general
information regarding the subsurface soil below the depth of the test
pit excavations.
Electrical resistivity is based on the v~1"1ation of'the conductance or
•. ..
resistance of passing an electr)ca~ current through 't,.he subsurface
soils. Electricity is conducted. electrolyticqlly by t:fte interstitial
fluids. The resistancec-·6r'conductance of a s0i14 or rock unit is largely
·: ,.. .;/#"
controlled by its porosity, water conten~,and water quality. Thus, a
"· granaular mat~rial, such as sanq and..g.favel, will generally exhibit much
higher resistivity' than a fine~ained material, such as silt and clay.
~ \ ·-~~.,_,'.~-
·~ ..J~
A total of seven\ .. e·N~ctrical resistivity soundings, RS-1 through RS-7,
were completed in the potential borrow site in conjuction with test pit
explorations. The sounding stations are located immediately adjacent to
the test pit. These surveys were completed on September 2 and 3, 1981.
The results of the survey are summarized in profile on Drawing B-1. The
i ndi vi dual resistivity sounding curves are presented on Drawings B-2
through B-8.
8.3.1 Personnel, Equipment and Field Procedures
The resistivity field crew consisted of two staff geologists under the
supervision of a pri nc i pa 1 geo 1 og i st/ geophysicist. The pri nc i pa 1 ge~
logist/geophysicist supervised the field operations and the interpreta-
tion of the resistivity soun.ding survey. The instrument utilized for
this survey consisted of a Bison model 2350 resistivity meter.
B-3
The Schlumberger electrode array was employed for this study. This
array consists of four electrodes, two inner potential electrodes which
are maintained at a constant spacing and two outer current electrodes
which are moved outward at equal intervals as the survey progresses.
At each electrode spacing, an electrical current is introduced into the
ground through the two outer current electrodes and the potential volt-
age drop due to electrical resistance of the earth materials is measured
between the inner electrodes. The apparent resistivity values obtained
from the field are plotted on double logarithmic paper. These plots are
compared \'·lith a set of master curves which results in determination of
apparent resistivity values for each 1 ayer and an .. 4nlerpreted thickness
for each layer.
...,..,..---' . ,,
Based on the interpretation of ttle, resistivity values,· tbe profile be-
. .~·
neath the potential b9r~-·area consists of three resistivity layers. A
surface resi sqv.tty layer with valUes rq.nging.~between 1,000 ohms per
... r-' '. . ·' •'
foot and 4,9\)0 iO'hms per foot is inter.preted as representing the general
\ . . . ~
topsoil unit.'~ .fhe·;interme9i_g.fe resistivity layer with values ranging
~ \ ~ I.-.~.
between 40,ooo\~tth}$ ~'er foof and 190,000 ohms per foot is inter.preted as
representing a ','l.Q.fl"a'liular soil unit, probably sand and gravel. The
deepest resistivity layer with values ranging between zero ohms per foot
and 18,000 ohms per foot is interpreted as representing either a fine-
grained silt and/or clay unit or a water-saturated granular unit. In
general, resistivity soundings RS-5, RS-6 and RS-7 indicate relatively
lower values than soundings RS-1 through RS-4. This comparison appears
to be borne out by the test pit logs with a greater amount of fine-
grained material being encountered in test pits TP-5 through TP-7.
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•otu•• Aggregate Borrow Project Haines-Skagway Hydroelectric Project HoleN TP-1
Aroo Dulonallon Reservol r Sl te Coordinatu '""'"N2815030, EZ359500 Grounll El••olior 655±2 Depth To'UG-r-ou_n....:d...:.W_a....:t.::....r_L_e_v.-1-n:::-o=n-=-e-
lhthod of hcantlon hand dug Appro•hllate Dimensions of Holt see remarks Datn of honatlon 9/4-975 Hole Logged By DAY
CLA~tlr'ICATION
~YMIIOL
u:ru:~ II~APHIC
OL
GW
sw
GW
sw
ftiMARKS!
DEPTH
(I'IIT)
-j
-
-
-
I----
-
2-
-
-
--
3-
-
~IZE AND TYPE
OF
!AMPLE TAKEN
CLASSIFICATION AND DESCRIPTION OF MATERIAL
0.0-0.6 FOREST DUFF: We,;t.~ganics; 5% roots with !2 11
val cani c ash 1 aye~_: ..• s-oh ;:_)~a)k brown.
~..... __ ._: •. • ,_.:>' ~;'
~ ~.,:
'\TERRACE DEPQ&_I TS
·-t
0.6-2.6 SAND AND GRAVEL: Mbist;~O% to 45% sand, wel
graded, fine to coarse; 45% to 55t gravel, well grad-
ed fine to coarse; 5%'-t.o 10% silt; occ. cobbles to
4 11 dia.; many clasts iron stained and cemented, dense
red brown ..... <' . ~
t ' ,·,Y ~~ .,.
\.
.,:':\
2.6-3.5 SAND: Moist; 90% to 95% sand~ well ~raded,
fine to coarse, 5-10% silt; with\lens of coarse
sand; medium dense; yellow brown.'<· .. .,
'\ 1.,
\.
---~V3.5-4.4 GRAVEL: Moist; 68-70% gravel, welfgraded,""' -~ (2)
Sl
4--.....,
-1
5-1
fine to coarse; 28% sand, well graded\· fi.oe to '
coarse; 2% cobbles up to 4 11 mi'Jx; less ttran 5% silt;
medium dense; yellow brown
V4 4 -7 .o
· SAND ~
(continued)
Test Pit Dimension: 8'L x 6'W x 7'D
MAX.
!Ill: + ISM
WEIGHT
s"-3" 3"-lt"l-ltM
~---------------------------------------------------------------------------------------------------------------------------~
RWB-403 2/_2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•oture Aggregate Borrow ProJect Haines-Skagway Hydroelectric Project HoleN TP-1 (Cont)
Areo Deolgnatlon Coordinate• Ground Elevalio Depth To Ground Water L•••-..;.t ____ _
Wot~od of lace .. tlon Approalmate Dimenelone of Hot Oat•• of laonotlo Hole Loggod By·--------
CLASitP'ICATION
SYIII!IOL
Lf:TT[PI I8PIAPHIC
sw I I
DP:PTH
(P'UT)
-::J
-
-
-
-
6
-
-
-
-
-1-7
-
-
-
-
-
-
--
-
--
-
-
-
PIIMAIIK!l:
SIZE AND TYPE
OF
SAMPLE TAKEN
Bag ( 2)
S2
CLASSIFICATION AND DE!ICPIIPTION OF MATERIAL
-""""'~
SAND:(cont'd) .• "'~-.,-\ \
Moist; 60-65% sand, (~ell,:gra·de~) fine ~o coarse;
15-20% gravel, gap g~ded, 111€tl1Um to f1ne; 10%-15%
silt; with occ. 2' len"Y·of· gravel~ sand; medium
dense; gray brown. ,. · :' \
\ ,:>
~ '· · • .,J
''\
' :?
MAX.
!liZ( + e·
WEIGHT
e"-3" I 3"-t·H -It•
---'---.--~-,_.,L~ 1---l----1----1 I I
_,
Total Depth 7.0' • --~
Walls standing vertical · '\
No groundwater encountered / Gr_ound ·surface}
0 -L. \ Ash Layer /J';'"'~'"'''"~'"' ,,,,,,,,,,, ,,,,,,, ,, .~ 1-1.::----------~OL
. ..-.; '·~
).
\'7·'··'
,.,.
GW 2-(~ ~·. -~· '1-;.v: ..,,p·---..... -. -----------. --3-l sw ---------...___ .__ ._., .__. -......--4-GW ----------. ,-
5-1----.., sw _,.. .....
t'-------_)E. ...J ) 6-GP
7-1 ____ _,.,
84-------------------------
GRAPHIC LOG OF WEST WALL
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
"•ntur• Aggregate Borrow Proi•Gt Haines-Skagway Hydroelectric Project Hole N~t.o...._T_P_-_2 ______ _
Area D••IIJM!Ion Reservolr Slte Coordinoln ---N2817600 E2358950 Groun' flentiO(I 665 ±2 OopthToGroundWahr Level none
lhtl\a• of lutvetlon hand dug Approxllllate Dillll!ltlon• of Holt see remarks Dotn of hetntlon 9/4-9/5 Holt Loued By. DAY
CLA1!1111'1C AT ION
SYMIOL
LETTP:ft ltftAPHIC
OL
SM
SIZE AND TYPE
OP:PTH OF
(HIT) .
SAMPLE TAKEN
-
-
-
-
r -
3. ~ Bag (2)
Sl -
-
-
4-
---1 Bag (2)
_ Sl
5
CLASSIFICATION AND DESCRIPTION OF MATERIAL
.. ~?""\
0.0-0.9 FOREST DUFF: ,~e\; organics; 5% roots with
~2 11 1 ayer of vgJeanJ.cjtsh ;j soft; dark brown f\. .·.· .,... . / v '\,,~-~-~ T~[,.Q POSITS ~
0.9-1.2 SILT: Wet; 80% silt; sand ;medium
dense; brown.
1.2-4.5 SILTY SAt'fD: l~oist; 6 %-65% sand,gap graded,
fine to medium ;40%~45% silt, with occasional lens
of fine to coarse sa1)d; dense; brown
·"~\
I'
\.,r'
·~·
·''""'\ \ '\
, .....
1-"4.5-6.8 GRAVEL: Moist; 75%-85% ~~-~vel, well graded,"-
fine to coarse; 20% sand well graded, fine to coarse;
5% cobbles up to 8 11 max; medium dense; gray brown.
IUMA .. KS: (continue(f}
Test Pit Dimension: 8~'L X s~·w X 7'0
MAX.
SIZI + , ..
WEIGHT
s"-3• I 3"-•t"l -ri •
RWB-403 2/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
Feature Aggregate Borrow PraieGt Haines-Skagway Hydroelectric Project Hot• 111 TP-2 (Cant)
Area Oewlgnnllan Coordinates Ground E:levatla Depth Ta Ground Water L•••~•-----
lhlllod of l•cn.rlon Appro11111ate Di111enalona of Holt Date• of laonatlo Hole Logged By.
CLA!IIII'ICATION
!IYMIIOL
LETT!" II,.APHIC
GW
OI!:PTH
(I'UT)
5
6-
-
-
!liZ£ AND TYPE:
01'
SAMPLE: TAKEN
GRAVEL
CLASSII'ICATION AND OESCAIPTION OF MATERIAL
(Continued) .. ~·<'"''\
~/' _ ... '. ·,\
··' ,-£.•
'l
<"""''1.... }
\ .,
\"
\,.
~·
1
'i./·
.. ·•"'\
\
' l
Total Depth 6.8• » ·-\
Walls standing vertical~ )
No groundwater encountered ~round Surface
0 -4 .'-..--Ash Layer
tlllllflll,l11.-r11111 ,/(, lf.~J Ill 'lllr'(,'llllf ,, . ·?\, -
l ..J------,,c------OL \~
----·---------.?" I \ , .··
-1
~ Appro:~·mat~---~ench~CtlJ:
3 -----------· .
2 -
'\
~
4 -
5 -
6 -
7 -
............
GW
"-,
'\
SM
' ' .......... ...._
GRAPHIC LOG OF SOUTH WALL
o;:;•--,·
. -~· ..
--
MAX.
!liZ I: + e"
W!':IGHT
e"-3" I 3"-tt"l-rt•
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•otur_• Aggregate Borrow ProJ•Gt Haines-Skagway Hydroelectric Project Hole N TP-3
Aroo Oulonntlon Reservol r s 1 te Coordinotu ...... N2815800 E23SB400 Ground Eloval~ 655 ±z
llhtllod of hcovetlon=:furid dug Approximate Dimenelonl of Holt____2.ee remarks Datu of l:r.c..,atlo T4-9/S
CLA!IIP'ICATION
!YMIOL
LETTEPI IIPIAPHIC
OL
sw
SM
GW
RIMARKS!
DEPTH
(HIT)
-
-
-
-
1-
-
-
-
-
2-
-
--'
--
3
!IZE AND TYPE
OF
SAMPLE TAKEN
j Bag (2)
S1
-
-
4_
----5
CLASSIFICATION AND DESCRIPTION OF MATERIAL
0.0-0.6 FOREST DUFF:._Wet,'\.organics; 5% roots;
with \2" volcanic MJtf'"iayer; \soft; dark brown. \ ~..-<'· .,---,~·' .... i
'-'~--' •' _ .. ,
\J~RRACE DEPOSITS
0.6-1.7 SAND: Moist; 85%-95% s~d; well graded,
to coarse; 5-10% silt; medium·de'{lse; red brown.
f{'
\.·
If
fine
V1.7-1.9 SILTY SAND: M~fst; 50-65% Stiind; poorly grad~
ed, fine grained; 35%-50%_ silt; medit)jp dense; brown
1.9-6.4 SANDY GRAVEL: r~&ist; ·.60..:65%--gravel, well
graded, fine to coarse; 3b~35% ~and, well graded, finE
to coarse; 5% silt; 5% cobbles up to 8 11 maximum,
with some gravel iron stainE!a; medi_.YIJl""dEff'l,se; gray
brown. . •·•· .. \ (:''. .
\,.:-' ,.
\·'\
"'-J......... -~\ ,.~~~~ \ ., ... _,.."' ,;.<:~: ,:.Y
'\..._..;-';"':;-",..
(continued)
Test Pit Dimension: 9~'L x 6'W x 6~'D
MAX.
Sill
Depth To Ground Water Lovol none
Hole Logged By DAY
WEIGHT
+ e" e"-:s•J 3"-,·H -•t•
RWB-403 2/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•atun Aggregate Borrow ProJ•Gt Haines-Skagway Hydnte.le..ctric Project Hoi• No. TP-3 (Cant)
Area D•slgnallon Caordinolu Ground t:lnotlo D•ptll To Ground Wat•r L•••:..:'------
Metholl of lxnntlo" Approximate Dlm•n•lona of Hoi Oe~tu 11f l:aonatlo Hoi• Logged By _________ _
CLA!IIf'ICATION
!YMIOL
li!:TT!I!: JeAAPHIC
DEPTH
(I'UT)
5
!IZ£ AND TYPE
OF
SAMPLE TAKEN
CLASSIFICATION AND DESCI!:IPTION OF MATERIAL
.A
SANDY GRAVEL ( c~~;Jnife!~1; )
\ y .•'•"
f>_, ~--• :;.·:·. '.
~. ...
'\·-.:-~·-·
Total Depth 6.4'
Walls standing vertical
groundwater encounter9f
\.
''\
. ..,.
.,
)
'·~ \
'··
MAX.
SIZ[ + ~~~
WEIGHT
~~~-3"1 3q·lt"l-·t·
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
rootur• Aggregate Borrow ProJ•ct Haines-Skagway Hydroelectric Project
Aron Dulonatlon Reservol r Sl te Coordinotn "-' N2816050 E2357900 Ground Elovatlor 665 ":2
Mot~od of lxcantlon . hand dug Approxl111at1 Di1111n1lono of Holt See remarKS ____ Datu of lacnatlon 9/8
Hole No. TP-4
Doptll To Ground Wator Lovol none
Hall LoG a• d 9y,_...:D:...:A...:...:..Y ____ _
CLASIII'ICATION
SYMIIOL
LETTER IIRAPHIC
OL
sw
GW
AlNA,.KS!
DEPTH
(I'UTl
-
-
-
-
1-
-
-
-
-
z-
---
-I
3
SIZE AND TYPE
OF I CLASSIFICATION AND DESCRIPTION OF MATERIAL
SAMPLE TAKEN • ,.·'~
.. -· • FO~ES,J UFF
0.0-0.7 SILTY SAJ[D: .. W~t-r··· 0_" sand, poorly graded,
30-35% silt; 5% ro·qt5-; soft; dark brown.
~ tERRAe E DEPO-::$\..-T_S __________ \
0.7-1.6 SAND: Moist! 85%-95~ sand~ well graded, fine
to coarse; 5%-15% s1ltr; med1um de~e; red brown.
'\
1.6-6.0 GRAVEL: Moist; 70-75% gravel w(\ll graded, finE
to coarse; 15-20% sand, wel~ graded fi-ne to coarse;
5% or less cobbles up to 8 11 maximum; less than 5%
silt; medium dense~ gray brown.
'"'\;_
~
i~
'<
·~
j Bag (2)
S1
:• \. .,
,')
-
-
4----
I ,...
_"'::\_
(continued)
Test Pit Dimension: 8~'L x 6'W x 6'D
......
MAX.
SIZE +eM
WEIGHT
e"-3M 13"-lt"l-lt•
RWB-403 2/2
R. W. Beck ond Associates
LOG OF TEST PIT OR AUGER HOLE
roatu" aggregate Borrow ProJ•Gt Haines-Skagway Hydroe] ectri c Proj Hole Hq._ TP-1_,_..(-"-'C""'"o ...... n=t..._) __ _
Arott Dnlgno!lon Coordinates D•pt" To Ground Water L .. e . ...;.l ____ _
M<tthd of lxeevetlon ApprallmGtl Dimentlon• of Hoi Hall Logg•d By ________ _
r-----------··r-----,---------~~--------------------------------------------------------,------r------------------------1 CLASIII'"ICATtON
SYMIIOL
LI':TT!R I•RAPHIC
GW
OI!:PTH
(I"UT)
5 -
-
-
SIZE AND TYPE
OF
SAMPLE TAKEN
CLASSIFICATION AND DESCRIPTION OF MATERIAL
GRAVEL ( cont 1 d) /"" '\
.J" " ) ~··
:.of>"
MAX.
SIZ[ + e"
WEIGHT
e"-:s" I !"-1·H-•t"
--~----·---!--F.--+-------1--·----------------__:__...;_-+----------t~---t----f-----+---+---i
-
-
-
-
-
---
-
l'tiMAfti<S:
Total Depth 6.0'
Walls standing vertical
groundwater encountere~
"'\
, ... ·
-4':_\
'·
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•oture Aggregate Borrow ProJ•ct Haines-Skagway Hydroelectric Project Holt N~-5 ~--------------
Ar•a DniQnatlo~s~i a site Coordinatn ,....... N2816250 E2358000 Ground Elevation §~~ +2 Met~od of hcavotlon . nand Ug Approximate Dimensions of Halt See rema rJ<S Datu of lxcavatlon
Dept~ To Ground Woter L•••l 4 3
Holt Logged By, DAY '
CLAStii'ICATION
SYioiiiOL
LI!:TTI!:R ltRAPHIC
OL/Sf'1
St~
sw
sw
SM
IIIMAUS!
OI!:PTH
(I'UT)
-
-
-
-
1-
-
-
-
-
2-
SIZE AND TYPE
OF
SAMPLE TAKEN
j Bag (2)
51
-
-
3-
~2)
2
-
-
4-
-1 Bag (2)
-53
-r::
CLASSIFICATION A~SCRIPTION OF MATERIAL
.·" \
FORtS DUFF
0.0-1.1 SILTY SAND:··'Wet; -60% sand, poorly graded,
fine to medium; 2'{i-30~·Sllt; J-\20% organics; soft;
dark brown. · ·• '\
i'
--TEin<Acr-·UEPUms----
1.1-1.6 SILTY SAND: Moi~t; 60-70% sand, well graded,
fine to coarse; 30-40% s1lt;med. dens~ red brown
V1.6-2.1 SAND: Moist; 90-95% sand, well_,grade~
to coarse; 5%-10% silt; metl.ium dense; brown ·. .
l/2 .1-3. (Sand: Moist; 85%-95%5af1~?'WelT9\~~ded, fine\
to coarse; 5-10% gravel, poorly sorteg, firi~ to
medium; less than 5% silt; medium derise; gray.
" 3.1-'1.3 SILTY SAND: Wet; 6G7{, sand, poorly· gr8ded7fim
to medium; 35% silt; occasion a 1 1 ens oJ cecfrse sand;
medium dense; gray \...-s·
4.3-6.0 SILT: Wet; 80-85% silt; JS-20% sand, poorly
graded, fine to medium; rnedium dense; gray
(continued)
Test Pit Dimension: 8~1 L X 6~·w X 6 1 D
MAX.
SIZE + e•
WEIGHT
e"-3• 3"-~-H -1t"
RWB-403 2/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
Future Aggregate Borrow ProJ• Haines-Skagway Hydroelectric Project Hole N TP-5 (Cant)
Areo Oulgnotlon Coordl11atn Ground Elevatlo Otpth To Ground Woter L•v•...:..l ___ _
lo4etllo41 of bcevetlo" Approxlmo:te Oimll'llona of Hoi Oot11 of faonotlo Hol1 Lo OO•d By,
CLASIIP'ICATION
SYMIIOL
LETT!!' lti'IAPHIC
D!PTH
(I"U:T} .
5
SIZE AND TYP£
OF
SAMPLE TAKEN
CLASSIFICATION AND DESCI'IIPTION OF MATERIAL
,,.""\.
SILT (cont'd) ""') .. ··"""',.,'!1
.-""' .-::~-"' .:,"-
.<'
-----+-61-----Total Depth 6.0' ~
Walls standing vertici~
Groundwater encountered\ at depth 4. 5-\ duri -
-
-
-
-
-
-
---
-
-
----I I
I'IIMAI'IKS:
Ground Surface~ <; ·' . )
0 -1"* OL/ML )"/
1 I --'~ ..,------~--/'~ SM .. ·"' \
2 --~-----""Sw--===__.; / \ ,.,.,... ------------..,.,.. _,_.... .. ·.' sw \. "
3 -t ----------_.:;;... SM
4 ... • ----....... ,_..
___ __._ ........-......... ---
ML 5-+-------------
GRAPHIC LOG OF EAST WALL
excavatian
MAX.
SIZ£ + a"
W£19HT
s"-3" I!"-•t"l-r~·
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
Feotur.L..0_ggregate Borrow ProJ•ct Haines-Skagway Hydroelectric Project Hoi• No. TP-6
Aroo [)ulonatlo~e..s.e.rvoi r Si.te__ Coordinoto~281.445_Q__, __ L235_980_Q_ Ground Elevatlo~42 -Depth To Ground Wotor L•••l 5 9 I
Mot~od of bceutiM___pand_du.g __ Appro•lrnate Dimenelone of Hol~e.._____r_emarks. Datet of laonallon 9/7 Hole Logged Br--~.Du::Al.JY'-------
CL ASII"C AT ION
5Yioi .. I1L
Lf:TH:" IIAAPHIC
S~1/0L
ML
-----
SM
SP
ML
UMA .. KI!
DEPTH
(I'"!ITI
-
-
-
-
1 -
-
-
-
-
2-
-
-
-
-
3-
-
-
-
-
4-
-
-
-
-
5
SIZE AND TYPE
OF
SAMPLE TAKEN
Bag ( 2)
S1
Bag ( 2)
S2
CLASSifiCATION AND DESC .. IPTION OF MATERIAL
.-·~
.··>'~··FORES_, bvFF
0.0-1.0 SANDY SILT: Wet;4Q.,.6D% sand, poorly graded,
fine grained; 45-5Q~ ___ sjlt; 5-10% roots; soft; dark
.:·,fl.,
' \
-~\___ __________ , .. ~
lfRRACE DEPOSITS
1. 0-1.9 SILT: Very mo·i s:t ~ 85-95% SlTt;
medium dense; red brown\"'
~~,
\
\.
5-15% organics
1-----------<:;-....,.,.L
I
1.9-2.7 S/\NOY SILT: Very moist; 55-65/., silt; 35-45/.,
sand, poorTTgraded, fine; medium dense; -~ray
' . \ .. .
.•. ..· ~". \
2.7-3.9 SAND: Moist; 95-100?:. sa~~-'~6orly,graded,
fine to medlum; 5% or less silt; occasional·rfens of .. ~ fine sand and silt; medium dense; brown .. ··· ., \
.. ~-,• . ._,.;.,.
3.9-4.9 SILT: Moist; 85-95% silt; 5-10% sand, poorly
graded; less than 5% gravel; medium dense; gray
(Continued)
Test Pit Dimension: 8'L x 4'W x 6~'D
MAlC.
SIZI + e"
WEIGHT
e"-:s" , .. _ lt"l -tt"
RWB-403 2/2
R. W. Beck on d Associates
LOG OF TEST PIT OR AUGER HOLE
Feotur• Aggregate Borrow ProJ• Haines-Skagway Hydroelectric Project Hole N T. P. 6
Area D .. lgnatlon Coordinotu Groun11 Elevatlo Depth To Ground Water Leve . ..;.l ____ _
-.cetllod of lacavetlo11 Appro1l111att Di111enalona of Hal Datn of !aaevatlo Holt Lagged By• _______ _
CLASIII"ICATION
SYMIIOL
LI!TTI! A IIRAPHIC
sw
IUNARI<S!
,,.,.. I "" '"""' (I"UT) OF
SAMPLE TAKEN
5 -
-
-
-
6-
-
---
-
-
-
-
-
-
-
-
--
-
-
-
-
-
-
CLASSIFICATION AND DESCRIPTION OF MATERIAL
4.9-6.5 SAND: Moist to sand, well graded,
fine to coarse; 5-l·;o si·l't; medium dense; brown to
5.5 ft; gray ' · ..
;>-f> .;-
•.
~-"\
A-~. \
,;
Total Depth 6.5' \; . ·\
Walls standing vertical . · ~~)
Groundwater encountered at depth 5.9~-~uring excavation
,_·:
A;-J·~"'\·
.<· \
,,
·*
·;:--·
~ ...... \
'·· .... +_ .... >;.' ...
\
!' <,.,·
MAX.
SIZ! + s"
WEIGHT
8"-3"1 3"-lt"l-lt•
RWB-403 1/1
R. W. Beck ond Associates
LOG OF TEST PIT OR AUGER HOLE
F•ature Aggregate Borrow ProJeGt Haines-Skagway Hydroelectric Project Hole No. TP-7
Area Dulona!lo~ervoi r Site___ Coordlnotn Approx' N 2814200,_ E 2360000 Ground Elevalioo±640 Depth To.,_G_r-ou_n_d_W_a_te_r_L_e_ve-t---r2'.'9"'l
Met~ad of hcav;~~~hand dug Appro•lmate Dimenalona of Halt see remarKS Datu of hcavatlon 9/7-9/8 Hole Logged By, DAY
CLASSIP'ICATION
SYMIIOL
LETTI!I'I IIRAPHIC
ML/OL
SM
----
GW
IUNAIIKS:
DEPTH
(P'IIT)
-1
-1
-
__,
1--
2-
-
3-
--
4-
-
SIZE AND TYPE
OF
SAMPLE TAKEN
CLASSIFICATION AND DESCI'IIPTION OF MATERIAL
......
-"' "'
, "'~)FrmEST DUFF /BOG
0.0-1.9 SILT;·Wet;·so.:.85f·s-ilt; 5-10% sand, poorly
graded, fine 9rained; 5% roots and branches; soft;
dark brown -"'\
I
'
''\
\
~)
TERBACI __ QEPOS IT~~
1.9-2.5 SILTY SAND: Wet; 60-70'/o sand, P(\Orly graded,
t'--fine to medium; 30-40% sil!;_rne,qium den_~~; dark brow~
2.5-3.5 GRAVELLY SAND: Moist~,-_60-70% sand, well gradeq,
fine to coarse; 30-40% gravel~ iron staine~~nd
cemented; very dense; red brown ~ '\
~
i
..
'."i"
/
Total Depth 3.5• '-·"
Walls standing vertical
Groundwater encountered at depth 2.9 1 during excavati~n
Test Pit Dimension: 8 1 L X s~·w X 3~1 0
I-
MAX.
SIZI + ~~~
WEIGHT
e"-3~ I 3"-1!"l -1t•
RWB-403
-----
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•oture Aggregate Borrow Pro)•Gt Haines-Skagway Hydroelectric Project Hole No. Cut Bank 1
Areo Dulgnotlon Reservoir sit.~--coordinotu N2816000S E2359100 Ground El•vattor 640 ±5 Depth To Ground Water L•v•l
tohtho" of llcantlo11 none Appro•l111ate Di111enelon1 of Holt see rem_a_rkS Oat .. of lhcnatlo'l 9L8L8.L___ Hole Loooed By DAY
CLASIII"ICATION SIZE AND TYPE
CLASSIFIC:~~,~~_..,~ESCRIPTION OF MATERIAL
WEIGHT
SYM"OL D!PTH OF MAX.
(I"UT) Sill: 3"-I l" -•t• I L!TT!PI IRAPHIC SAMPLE TAKEN + s-8"-3 ..
-,.<''"' J.f~.RA'CE,):JEPOS ITS
0.0-1.0 SILTY ·S{\Nt:L: W~t·(60-70% sand, fine grained
SM -30-35% s j] t; 5% :Q,r,;ga-rflcs · t1184'1"\.. dense· ar;w
-1.0-3.5 SANDY GRAVEL: Moj-st;.~)60~s gr·avel, well
-graded, fine to coarse;"30-'3S% .·and, well graded, finE
2-to coarse; 5% or less silt; med1um dense; gray.
Bag ( 2) ·~.
•· -Sl GW \r ''\ -
-
------Total Depth 3.5' \ ... /
4-
; "''"' ,/ ,.;(/". \ -. ',.;-·:
-~ .-(J !'J' E f<-....,. rc f'1' tv· r-. ,,. ·'-' ,. ·
,~ \r<: ::_;._.,;;·:.;.·:~:;;:'--11;;:/C:( \.' f;
\ -. -\ -~ ------lJ,,.r,·-nl\) -::~'.J"i--'"t ·_t..r_,-!. d..-""'· '(~""\ .)
'/ .•. " _.r ~.:• -{ ... /y
-1 ~ \..;· .
-? r' ,,..
.-1, -' 1r
-~ \1 ---C Ul. e>Mil'~ ·-:·l<ETC-+\
-
-
-
IIIMARt<S: Sampling and logging were completed on existing creek bank.
All slopewash was removed; locations of sample and contacts
are relative to top of lower terrace.
I
RWB-403 1/2
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
F•otur• Aggregate Borrow ProJ•Gt Haines-Skagway Hydroelectric Project Hoi• No. Cut Bank 2
Area Oulgnctlon Reservo1r Slte coordinotu ~ N2815500 E2359400 Ground Elevallo~B ±2 O•pth ToGrounciWot•r L•v•:-::'----
Metllol of lxcontlon--,.-IlQ.n.e_ Approlhftate Oimentlont or HotL..S.e_e remi} rks____ Dotes or hoovatlo~/81 Hot• Loued B~ _ __..O..._A.I..JV'-------
CLASIII'ICATION I SIZE ANO TYPE
SYMIIOL DEPTH OF
(HIT)
LI!TTrl'l tRAPHtC SAMPL!. TAKEN
-
......
5~1 I I ---
r --
-
-
4-
-
-
=i Gag {2)
Sl
6
-
---
s--_,
-
-
-
I I ~0
IIIMAIIKI!
0.0-3.0
fine to
with ';t
brown.
CLA~~:;~~ OESCIIIPTION OF MATERIAL
-·-•'' .. •'' ~
'l\ i ·iE,&JMttE DEPOSITS
SILTY "~AtJJl.':'' Moist~, .0-65%. sand, poorly graded
medium; 30-40%_st t, 5% or less organics;
layer of vq,lcanic~·as ; medium dense; gray ·. ...~
··""'\
1.0.:;4.8 SAND: Moist; 8.5-95% sand, ))oorly g·raded, f1ne
to medium; 5% silt; oC::casiorial lens of gravelly sand;
medium dense; brown. , .... ·· '
··---·~,,:-<'· ~~+· :\ -
4.8-12.5 SANDY GRAVEL: Moi s'\;. 6o'-'.SjS% grave 1 we 11
graded, fine to coarse; 30-4'0·;~ sand, wet_-r~:aded, finE
to coarse; 5% or less silt; occasional ¢bb\le
8" maximum; medium dense; gray br.ow~. V
(continued}
tUl(.
Sill + ,~
WEIGHT
e"-3" I 3"-r}·l-ti"
RWB-403 2/2
R. W. Beck on d Associates
LOG OF TEST PIT OR AUGER HOLE
Footur• Aggregate Borrow ProJ•Gt Haines-Skagway Hydroe 1 ectri c Project Hole N Cut Bank 2
Aroo Doolona!lon Coordinotoa Ground Etovatlo Depth To Ground Water Lovo . ..;.l ____ _
Notllo• of t:•cnatlon Approxl111ate Oi111enelone of Hoi Oatil of lacnatloiL_ Hole Logged BY·--------
CLA:!!I"ICATION I ~IZE AND TYPE
!IY~80L D!PTH OF
(I"![ IT)
LI!:TTI!:,. OPU.rHIC SAMPLE TAKEN
10 -
-
-
-
12--
-
-
-
-
-
-
-
-
-
-
-
-
CLASSIFICATION AND DESCRIPTION OF MATERIAL
........
SANDY GRAVEL ""'"~ \ (~o~.ti-rrued)1 )
Total Depth 12.5'
T<"'' 0r·
·;..·
'A T-: ""-.,..,..! -~ ~ f
I~
Ff.
1?5 /11.
~
;-,..:'t'
.. --~
·, )
·-\
•"-... ji>-' /~\-
-·-•c,vnur\1.) -:_"",•n·''H r-=.
·\,..,.~-·" ~.._,.;.~"
v
~.
\ 1l_
\
\,_
~~ .... --CUT BANK SKeTC.\.1 --
--
-
REMARKS: Sampling and logging were completed on existing creek bank.
All slopewash was removed; locations of samples and contacts
are relative to top of terrace.
MAX.
Silt: + e-
WEIGHT
e"-3" 3"-ll"l -~·-
RWB-403
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
reoturo Aggregate Borrow ProJ•ct Haines-Skagway Hydroelectric Project Hoi• N Cut Bank 3 __ _
Area Dulgnatlon ReserVOl r s 1 te Coordinalu,... N2814550 E2359650 Groun~ Ellvallor Dlplh To Ground Water Level
"'•!hod of hcantlon___J!_Qne Approximate Dimenllanl af Holt see remarks Datu of hcnatlon 9/8/81 __ Hale Logged By DAM-----
CLASIII'ICATION 'SIZE ANO TYPE SYMIIOL OEPTH OF (I' UTI LETTER tRAPHIC SAMPLE TAKEN
-
-
___,
___,
2-
-
-
-
-
r
j Bag(2)
Sl
-
-
6-
----
0 -
--
-
_111.
CLASSIFICATION AND DESCPIIPTION OF MATERIAL
<'f:,
0.0-0.6 FOREST DUFF: Mo1st; 100% organics; with !2 11
volcanic ash 1 ay.,e.r; softJ_da.r .. k . ...b.ro.wu...... _______ --f
0.6-8.0 SAND ANI) GRAVEL: Mdist; 50-55% gravel, well
graded, fine t<0foarse; 45-50% sand, well graded fine
to coarse; less than·5% silt-;~ccasional cobble to
8 11 max; medium dense; gray bro~.
7
Total Deoth 8.0'
\.
"""\,
"'\'\
,./'./-'
___ rc:.t_.. c:;.r~ -rr.:: ... :O."P'.A.r. ~ . ..-----
-cA -~~~D'~ ~ ·• .•\JP:I"t-t.l==
Clrf P,l\tW r-,KF:TC\~ \
\~ \.
\~ .. ·
~, ,..
;;:,.·
AIMARKs: Sampling and-Togging were completed on existing creek bank.
All slopewash was removed; locations of samples and contacts
are relative to top of terrace.
lUX.
!Ill( + e·
WEIGHT
e·-3•1 3"-ll"l-li•
RWB-403
R. W. Beck and Associates
LOG OF TEST PIT OR AUGER HOLE
Aggreqato Rnv-v-n .. ,
. --·---... u~' ' ~... Project Haines-Skagway Hydroe 1 ec t ric Project
Arta Dttlgnatlon reservol r s 1 te Coordinotn ""N2814200' E2360300 Ground Elevation 630 ±2
ahtllod of hcavatlon -Appro•lmatl Oimtnllon• of Holt see remarks Datu of [UOYatlon 9 I 8/81
CLA!IIP'ICATION
!YMI!IOL
LETTER IIRAPHIC
~1L
GW
DEPTH
{!'UTI
-
-
-
-
2-
-
-
-
-
4-
-
-
SIZE AND TYPE
OF
!AMPLE TAKEN
~ Bag (2)
Sl
CLASSIFICATION AND DESCRIPTION OF MATERIAL
,.....-:.4,
'\
. ..r------TERRACE DEPOSITS
0.0-2.~-'SANDY,,..SlLT-f Moist; 60-65% silt; 30-35% sand,
poorly ~raded, fi'he g __ rained; 5% or less organics; wit
J2" volcah.i..c-ash layer,; medium dense;gray
. '
c \
V2.5-6.4 GRA,L: ~·1oist; ·~5-70% gravel, well graded
fine to coar;t; .25-35'% sand well graded, fine to
coarse; 5% or less silt; m~dium dense; red brown
to brown. \
\.\
\..,-. ---·~
~-... ;; -,
\,,d·'~'".
_ ...... \,.
·:.,
. --~
\.
"' \
\
. ~--~----~ ~-~--',' . \ 3 ~-10. 0 SAND: flo1 s t; 85-95% sartd, \"¢ 11 graded, f1 ne
to coarse; 5% or less grav~l, Ane":g~jlined; 5% or
6-
-less silt; medium dense;\)~~,¥/ -..,.,.
\, .... , -TOf' OF 1~"'-I'<AL€.
sw
s-
-
fi.,
T~~ GIZOI,,NP SUI(FAC.E:
\?. J Bag(2)
1----'--....._] 0 ~ Total depth 10.0' CUT BANK ?KEIU-1
IIIMAIIK!! Sampling and logging were completed on existing reek bank.
All slopewash was removed, exact locations of samples and contacts
are relative to top of terrace.
MAX.
!Ill[
Hole No. Cut Bank 4
Depth To Ground Waltr LtYI:.:,I ____ _
Hale Looo•d Br. DAY
WEIGHT
+ e• e"-3at 3"-~·H -~i·
~I
0
0 z
E
0 ...
z 660
0
t-< > w
uj 650
w
t-
<
::E
X
0 640
a:
c..
c..
<
630
z
0 -t-
< > w
...J w
w
t-
<
::E -X
0 a: c..
c..
<
TP-2
I
TP-3
I
TP-4 TP-5
I 1 ,430 OHM S /F T I 3 ,200 O HM S /F
_,_,,_L__ I I I
3 , 7 00 OHMS/FT 4,900 OH M S /F T TP-1 --~----------------------___________ ___..,...__.__.-----------
4 600 Q!-IMSifT - - - - -.-----------74 ,000 OHMS/FT
190,000 OHMS/FT
0 OHMS/FT
-------------------. -....-, ------------. -----__. ----. ----------.. ...___
18,000 OHMS /F T
650 TP .-6
TP .-7
1 ,000 OHMS/FT ------~1 ,500 OHMS/FT
640
55,000 OHMS/FT
40,000 OHMS/FT
630
0 OHMS/FT
------.-----------,__. ---
1,000 OHMS/FT
620
2 ,100 O HM S /F T
94,000 OHMS /FT 58 ,000 O HMS/FT
-----
0 OHMS/FT
,,.,.
1{ ..
-l ---~ ., ,, -,\ . ~ \. ~;) \~"' '\) -~>--------0 OHM S /F T
EARTH RESISTIVITY SOUNDING PROFI L ES
HAINES-SKAGWAY REG I 0 N A L H Y 0 R 0 E L EC TR IC P R 0 J E C T scal e _N 0 T E 0 Project No.
81-5165 0818 FE8 1982 S k agw ay, Alaska
f 0 r R . w. 8 e c k and Ass 0 cia t e s, Inc. P repared by 8 H Drawing No
~ Checkedby CP 8 8 _1 ~ Converse Ward DaVIS DIXOn Geotechnic al cons ultants Approved by W 8 8
c:
-~
~ u
:0
::0
Q.
£
"0
0 >
!::: c.
Q.
<:
0 z
::;
c: c
1:.
., -. . . . . . , ..
--. .....:..c-.:.+-;.;_:.;.:_-.-..:
, .. ·r····•
i .. ::~ ::·;:_:;:: :
::-:~·:~----~--· --·-. --~-:....· .'-..'--'-'."-.:.....:...:...;:.;...
-~~--~~~~:....··:....··~·:....·~·.:....··:....:!~~-·~--~~··:....-~··~··:....··~·~--~~--;::·:!:.~:~~~~~
Jj.,.: .. t"·kY··~:::: ..
··p:r:::i:THTT:': !JFY .
~0-;:::.:t<:::::: ..
• . , .. ' ·!····: -··· ...••..
--+-·--1 --+-----·-------+-····-··-.............-·----·--·
..• •·t ····•·
i' 1
' ' ..... ~ '. . ' ..
_J.-----t-__ ;,.~.:---·.f----+--
' .
; ·'
.. 1
; . -~
.. .......... ···T·· ... ,., .. ,
.. ,
'-l:.,...--"-.:.......
;:;.~ :. )~~~~ -~
. . . . ~ .
--..,.--~-------·t .. ,_,.--
•J '
j . _ __; _____ ,
0
0
0
0
0 ,.....
0
0
0
0 ,.....
RESISTIVITY SOUNDING 1
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ ConverseWardDav1sD1xon Geotechnical Consultants
0
0
0
,.....
0
0
LO
0
0 ,.....
0 ,.....
0
1-w w u..
Project No.
81-5165
Dra·mng No.
8-2
c
.!2 ;;;
u
:0
:::>
Q.
~
"t)
Cl> > 0
0.
Q.
<
"' ...
' "' ...
0 z .
0: c
"'
... ' .• , . . . . . i ---.
• • I· • • , -· .. , , • · t • ~ l • • • • ·
.. ·-f. _· ~~~-~=~i~~~-~: :._-:_!_:-=-~ ~-~
.;
•-+ ••• -•.••
'
·--· .; --· ····--·~,..,._ __ ....._ ____ .,._.__
0
0
0
0
0
·i.
i' ---· -~~----,--. --,-;~~. ~. ,-_ .,.-.--_ -'-.
""----'---'-'---' -~----·-'
-----------··.....:...~ . ......:...:c__ ___ ~---~ __;:___.;__:
r .. . . . , . j
--·-:if--,-,---...,.,-,-~-~------t"'·~·--~1, ~_;__..,....;,..r....,.~· ~, ,-,-~ : ~ < i ~,t~~+; ; " ---, I
_.:.c.:.cL;_,_; _____ c.__ ______ _; ___ , ___ ; ____ ; ____ ~---~-~, : : ••.• :.
: .. :: :. ·:· .· :: ·.. I
0
0
0
0
~
: • • : : •. t 1 : : : • ~ : . : . : : • : • • • t ··--:-....... :·-~ :-:::-t·----..... : --~
.. ' .. " ..... . ;: . .·:t:: .. I
... ·\_:·:n·:.:
• • l.-••. -• . .
·• . ·: ....... .
------. ~-~ .. . ' . -·
i
0
0
0
RESISTIVITY SOUNDING 2
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ Converse Ward DaVIS DIXOn Geotechnical consultants
0
0
~
0
t-w w
LL
Project No.
81-5165
Drawing No.
8-3
"' ....
' ., ... c.
c z
l a:
0
IL.
·-~ -~ -· --. -
'
. . ......... .
·~------. -. ------. -. --.-:--. ""t
-~--~-'-~;;;:··:::::: .. i .:; ·· ~--~-~ -L_ ····.:::··.:::--:.;·_;_:_:__;_;_.:_:_.:_:_~_:_~_J -·--~~-: ... . .. .... ! . . . : 1 . : • ; . • .•• ' . ~ • '
--~~~~~~~~~~~~~~--~--~ • ·-···-'!:
-· '·:;.~·-.::.
l
' ~~-'-~-~~~-----.
. i.
I
0
0
I!)
0
0
t-w w u..
--~--'-0
0
0
0
0
0
·-· -· ~ ---~ _.:_.,:: _:,_ _____________________ . __;
--~~-' ---~--'-~~-_j . ""--' _:_:_;__;__---1
".
•:ltHSi~-1 • • t• •.•.
-~~---···---. -----
::)::: .•.... L~-t:·-···--.•.. • . ·-·-·------. :\ ----------"' ----:· -~. __ j, IJH·: -:·:.~:_-_:-~. ' ....... : ' j ••• t
.. I t
• " : 1_, :: I ; __ L_~;__ ____ , ______ __; . t --_ ............. ____ "1: ·-+---'---..-----------; . -...
~.r:: ~ L. : . . : .. -.
······-t ;
! -i·
----------------~-
0
0
0
0
RESISTIVITY SOUNDING 3
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skag\.;ay, Alaska
for R.W. Beck and Associates, Inc .
0
0
0
@ ConverseWardDavasDaxon Geotechnical Consultants
0
Project No.
81-5165
Drawi~g No.
8-4
~
.12
"0
(!)
>
0 a. c. <
"' ,...
' ., .,
0
0 z
::!: cr
c
II..
0
0
I{)
T ·I -~---:-··-· ·t···-: ·-:. j' 0
1--••• , ·····-
~~~~c-'-----i-'-'---'--'--~~~'-----'----i-: • · _...:__;,....;.· -·---+--'r:+Hl--f ' . :1 ' • : · · ' I ~
--l
• ' ; • < : ; ; : ;. : ; • • ; • ::.: • ~ .... ' •• : • • : • • : : • • -~ ·c--~,..,.......c.,--~'--~-'----'-'--'-'-'--'~--"-. ·=:: ; ~ : j; : !:~ ; ;:~72~;~-'1
! · ·:: · · r<· · ~ . ~ 1 > ----t
--+-------· --------:-1r--:.,..--;---:---,--:--+--,----~-:--7-:--"-~--·-,..,t--'...,. .... ::-~-: !::> 1-... i::: ! : : : . I
;-,-'-:--:-.:.:,'--'--'--T---,.,-,--.:_...;.__:-,...;----'-"-~----~-c:::.--'-i--,_;_;___;_~:.....:'..:..r:___:_:: :~: .. ·--'-"]:'-' :..;__;T_;__l _ : P . , -. : j -~ ___ .:: __ :_ :::_:____;_~:~~ ;___;__; ~:~I
-'----;----·----C---~-~----'--t----___ ;_. -c : q; ; j q ! t •• ·I
---·--·-.L: ... ::.: ---~·-·---.
i
..... w w u..
--------------___________ _j_ 0
0
0
0
0
0 ,....
0
0
0
0 ,....
RESISTIVITY SOUNDING 4
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
@ Converse Ward DaVIS DIXOn Geotechnical consultants
0
0
0 ,....
ProJeCt No.
81-5165
Drawing No.
B-5
"' ...
' ... ... c
0 z
l
Q:
0
II.
JT:··::: ::-~::_-~~-.
~~~r~~~~~-;--'"'--~~o----~7=~-'
.. .. -, .....
~~-~ .. ~··~-·~~-+~·~-~·
: : . :''"'.:-: ...... :-, :.;...;-.-.;: : ; .-·. _ .. -; -.. : '~ ~_:_.;_;_..;_;. _ ___;..:....;__:...;___.., ' . ' . :; : . -: -i : --l
r .. ::!::·;::~:r .. -t::·:~:::-.1 .. :: .. -· ::·.:-t:-·::._ -r-:::.:~::.:.:~:-l ----'--------:~~---.: r:.::-.·:.·· :~-:~ ::-· .. :-,. :: ·::--:::··::~ .. ::r~:: F: < 1:.::::::.: :-· • --"{ -
r--• .. f·-·t····t··--l~-·--~-----·---,----,--c-/ :L ·i·-·---&~>-:"";. --~~: .. :.~
--!.:.·_:_~:_-::.:..:..:.:!_:__:_~_;_-L~~~_;..:.;___ . I ; .•. -~.: t::.:: . :· .. ?:~; :; ~~:::::: .. -~---~~.:·~-~':;t=:: __ ::;·-~-~,~----
-· . :~: . : !: -: '.
' ;
I
·::-:-::-::-:7··~-· ---.. -------2:-:;-=--~r:::.:..-:.... ~~:·-::---·---
f~:>~;-~:~ :.t. ::_:-r~! . .-;~~ .l:_: .. :~:: -~-; . ·f .... ,.. ... .
-~----·~----~-~-~--------
--·-1
. ..:......._.:__.:_:_ --1
··-. ' . '"' -· . , ... ·-' -T~:;~:~::.-t:·--:~~-----·-:x~-. . t
1 ··r -· r· ·>~··· • t-:·:_~_: __ -: ~~-~-· t · ' t·]u~[!·4-:~r.t. t::~-=-~ ='-. : · -· .1: /!H _ _;_, t JLL:~L i:~-~ ... : ~. ~~~:--~c\~7 :~JiLt __ :··-~i_··.· i i..:: ·::! .. '.) i .. . ~L~.--: :__: ___ ~--...:~-~--·~~~l _______ ; ~:___.~: ·.J· _·_:_· ~---~--t ~:::
.. , ... ,.. .I -i· '
-., :; j. : i !·. . f· :t·
0
0
0
0
0
0
0
0
0
RESISTIVITY SOUNDING 5
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
SkagvJay, Alaska
for R.W. Beck and Associates, Inc .
@ ConverseWardDavrsD1xon Geotechnical Consultants
---·--1
'
0
0
0 ,...
0
0
1.0
0
0 .....
0
0
t-w w u.
Protect No.
81-5165
DraN1ng No.
8-6
"' ...
' "' <l
D
0 z
l a:
0
II.
I .
f~~l~~-t~-fj~f---:l~;~+f~,:-·_ •• _-_ .• _._:t;.I~-~~.--~.••_:_~_.-.• _]
1
• __ -_-_-___ l __ -_._·.~~-
t:J~-:~:~1~=-L::~~---:J~~:~:=:r-=·~: ~::-=-:-:.~~~: ~ :" ~~~ -~::~~.:~~:~ ~~=-~ _ ~ ---~--= -· _ ~~ ___ ~ 7 -=---~ _
.,. ...... ......... ., l
I .,. !"'''';
••• \ •••. I•
. .. . . . .. -·----~.:....:-'-'---+..:....-'-"-';.;...;.;.._;.:..:~-;.;.....:..:~---
; ..
;.::; ·:·: .. ,, >< • 1-:
j' .. ! ··+·· ......._ .. ; :.:t..
0
0
0
0
0
0
0
0
0
... ··f---·t· .. ---.. t 0
,_ ··'~· ~-~· ~';.'~ -~ .. ·~···-'-:-=' :.;.;..,"'c---:-''4'l.,c:.~..:..i.._-'-._l ~
.. ·:, __ ~_:_ ~t:;:~t;:~-~i~<;·~-i
·------------0
0
0
0
RESISTIVITY SOUNDING 6
1-w w u..
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
SkagvJay, Alaska
Project No.
81-5165
for R.W. Beck and Associates, Inc.
@ ConverseWardDavtsD1xon Geotechnical Consultants 8-7
Drawing No.
c
.!0' a;
-~
:0
::0
0.
~
"0
~ > 0
Ci. c.. <
"' ....
' ., ...
0
0 z
~
0:
0
1<.
·f .. '.
t .• ~-~ ••• ' ~-.
•t· .. !----~ . -~ . ~--
t ... ··+· 'l" ·l---.:. . _:: ~::-: 1.: . : : : .
r:::::·: 1 :-~~--:~:~:: :j.:,
;.: ..
. .. . . . . . .. -. -. .. :_ : J ; , . . I'
~ .. ::;·:::r~:~::.:~::·:~ :~~::::~~ :j-·····-~--.... , ... _. •.
t:·_:;--~1:::1---:r-::t:-:-~:::·:::·--~!----j .. :::~:1 ~~:: +:-, ...... , ........... -·-... . . ---... I
~:.'::·::··:: ......... ·--·i ;·.-.!·· .. ~;-.
--:: . .:.-:-:-:r--=.:~--~__._.; .:. ____ :_---· ·-:~-~ -~;:·:t?:+7~~::~;-::~~~i~;~~-;~~ ~+~ ~: L~~ __ _;__I t~~~v:~:~~::-~~:~~< :~~ ~::: ~ :~~~~~~~~:~-~:-: -. --- -~~-.-::~·l:~:-=::--= i =-::: ; : :
r ... r::·:r:·:1.:·:;: ·::. • ..... •·· ·· ... :.·:.·. · .:::· .. :_·:' ·-i
t !:Cj ; .• ~2 ~ 2: --. _J(~,; ~-:; 'IT 2 t ~~ ····-· ~i
-~------~----... --~~-.... ,.--:.~·~,.l..~--~-: ......... ~-~:.:--_.~,~~\-~ .. -:-:i;>4~ -----; --. ' -~-lli
l"" ·--~"t_·::~·~:·~' '·
0
0
~
1-w w
LL.
I ~-•• ! , • • • -• : . ' : .. .. . . . . . . ·"""''' . . . ., ... , .. ~l------~ -·:--~-.-,~,-. _' .-· -+ 0 t:-S2~I~:I ;~ _:== -c-?~~ · · ··-~··~···--; -. ----:~-~~-J ~
~-'4,_;.c---'--', __ ;~:_,-''_ .• ·.'_.:_::i_-:; ______ .....:..~_-_---'-__ -__ ,.........:..: . ~: ~ ~ . l\
--+-~-'-~+-...:...---,_. . ..... ·• . . . .. . . . ·: : : : . . :
(. ... , .... -~ :~1-
·:.i. I
1 ! r l:::r -----~---·: ( ; . : ; :
:J ·.:;: ~:!·. • • ~ I • • • • ·-• '
··j· "'!" .f.. t
! ·;·-~-i· .. ::··-·! ~------1----··1--·-;
0
0
0
0
0
____ L
0
0
0
0
RESISTIVITY SOUNDING 7
HAINES-SKAGWAY REGIO~ • .:,L HYDROELECTRIC PROJECT
Skagv:c:y, Alaska
for R.W. Beck a~d ~ssociates, Inc .
0
0
0
@ ConverseWardDav1sD1xon Geotechnical Consultants
0
PrOJeCt No.
81-5165
Drawing No.
8-8
APPENDIX C
ROCK TESTING
C.1 GENERAL
A laboratory testing program was performed on selected rock core samples
obtained during the phase II geotechnical investigation of the West
Creek Hydroelectric Project. The purposes of this testing program were
twofold: and to identify the rock types and to establish the engineer-
ing properties of the principal rock. Tests to determine engineering
properties consisted of density, specific gravity_.and uniaxial uncon-
-) fined compression. Petrographic analyses on selected rock core samples
.r"· were conducted for ident ifi cat ion purp~s~s; procedures and results are
presented in this Appendix. ~ .,_
•\ \ ·~\ ·¥.\~
~~ '"-, .
·~ :;.._,/.· C.2 ENGINEERING PROEE~i'1ES
( .
\ f~--
Engineerin~ properties were :dete~i!l-~lned for selected rock core samples
\
obtained from borings at ':ttui.:<·dam site. A total of 15 specimens were
' .· "_~:;;
selected for tests from "borings DH 102 through DH 107. Each specimen
~}
was prepared by,,..cr.itting and surface grinding so that the specimen ends
were flat to within a 0.004-inch tolerance. All specimens were weighed
and measured to determine unit density and specific gravity by ASTM C-97
!~ethod.
Nine specimens were selected for uniaxial unconfined compression tests.
Foil grind resistance strain gauges were cemented to each specimen to
measure radial and axial strain during loading. Axial loading of spec-
imens was continued until ultimate failure occurred with continuous mon-
itoring of axial and radial strain measurements. Testing and data re-
duc_tion for strength, Young's Modulus (tangent and secant) and Poisson's
Ratio, were conducted in acc~rdance with ASTM 31484-79. The rock tests
were conducted at the University of Washington Civil Engineering struc-
tural testing laboratory in Seattle, Washington on January 18, 1982.
C-2
The equipment utilized for the tests included a Baldwin 350,000-pound
load frame, a BLH Model 1200 B digital strain indicator,and a BLH l~odel
1225 switching and balancing unit.
The results of the individual test are shown on Drawing Nos. C-1 through
C-9; a summary of the test results are presented in Table C-1.
In addition, 13 specimens from boring DH 108 were tested for unconfined
strength and specific gravity by The Robbins Company of Kent, Washing-
ton. The results are summarized on Table C-1.
~-
The uniaxial compressive strength tests wh~.were completed by Converse
Consultants indicate higher ul~imate stre{gths than uniax_ial compressive
strength tests completed by the ;tob'bins Company. Visual·:. inspection or
rock specimens tested by-~the R~b\~s .. Company indicated good failures
planes developed. The.Aec,{)lens ~hich the Robbin Company tested were
taken from NX W..i,re_l in~~·. c~re l~88 'i~ch diameter) and were recorded to a
one-inch dia~ter. SpecimenS, '*,ere cui to a 2 to 1 height to diameter .. ,
ratio and the' ends were sur:face-ground flat. A Riehle 200,000 pound
load frame was ~tilize,q to p~oduce axial load to failure.
It is of our opinion the lower compressive strengths indicated by the
Robbins tests are due to the following:
1. The smaller diameter of the rock core specimen (ASTM Method
03148-79 states a diameter of not less than NX wireline core
size should be used).
2. The grain-size of the rock type, (AST~ Method 03148-79 indi-
cates that it is desirable that the diameter of rock compres-
sions be at least ten times the diameter of the largest min-
eral grain.)
The values given by the Robbins Company should be considered to be very
conservative f2r ultimate strengths.
C-3
C.2 PETROGRAPHY
Petrographic analyses were performed on selected rock core samples ob-
tai ned from borings number DH 103, DH 104, DH 107 and DH 108. Petro-
graphic descriptions of the thin sections examined are enclosed as Draw-
ings C-10 through C-15.
The specific objectives of the petrographic analyses were as follows:
1. To verify and supplement field identification of lithologies
and rock affinities.
...-:-<"'"':\
2. To provide additional data on the mintf~alogical and micro-
structural characteristics of se~d rock samples recovered
from drill cores.
~· ; ·· .
~ \_
·.l .. ~
Thin sections were pfepared by Pa~ifj,c Petrographic Thin Section
i:f, '.
tory, Spokan,e~~shington. Rock 'sa,mples were slabbed, trimmed
(R ·"'" l ..:~
resulting r~k 'chip was mount¢£1 on standard 27 by 46 mm glass_ ........
La bora-
and the
slides •
The mounted rock chip was .tKen ground to a uniform thickness of 0.03 mm,
polished and cO-ver~.d~-with a thin cover glass. The thin sections were _,
routinely stained· with sodium cobaltnitrate to aid in the identifica-
tion of potash feldspar.
A petrographic polarizing microscope was utilized to examine the petro-
graphic sections. The petrographic microscope is essentially a common
compound microscope modified for observation of the optical properties
of non-opaque anisotropic minerals. It includes a rotating stage, an
upper polarizer (commonly known as the analyzer) and a lower polarizer.
Other accessories include an Amici-Bertrand lens, a condenser, and
several varieties of compensating plates used in making optical deter-
minations.
Systematic petrographic descriptions attached to this appendix include
rock name, approximate percentage of mineral constituents (visually
estimated), texture, grain size, structural features and a brief de-
scription or characterization of the rock. Specialized petrographic
C-4
nomenclature is used to describe various features useful in distinguish-
ing rock types. Detailed treatment of this subject may be obtained from
any of numerous reference texts (Williams, et al. 1954).
G\:
~. " '
.....
\ '
'.I
Projoct r(\1ture
loft Abulll1'lrrt
lf'f t 1\but!TI)nt
lr-I t Abut!l1'lrrt
left 1\butm~'nt
lf' f t 1\blitll'Orrt
loft l\bu1m.•nt
L" f I /\but OPrrt
l•l I t Abutmont
toft Al:llrt-mr"tnt
Left 1\bt.rhrrmt
I n I t /\hut nPnt
loft Abunl'l1nt
loft A1:'1!1t~1nt
Rl gh t 1\butmont
R I ~t Abutm:mt
Rlgnt 1\butrront
Intake Structure
lnte1ko Structure
Rl !Jht 1\butm:mt
Hight /lbu1tront
Sur~JO T nn k
Boring
!h.
102
102
102
102
103
103
103
103
104
101
104
104
104
105
105
105
106
100
107
107
100
Spocl~n
lh.
102-1
102-2
102-3
PET-102
PET-103
103-1
103-2
103-3
1011-1
101-3
104-4
PET-101-1
PET-104-2
105--1
105-2
105-3
106-1
106-3
107-1
PET-107
PET-lOB
Depth
(foot)
11.0-11.5
a:>. I -20.5
41.0-41.45
41.45--11.5
7.5 -7.6
7.6-B.O
a.o -o.4
14.3 -14.7
21.3 -21.7
25.3-25.7
34.7 -35.1
35.5 -35.6
140.0 -140.5
12.7-13.1
a>.5 -20.9
a>.9 -21.25
5.7-6.0
14.35-14.6
48.6 -48.9
48.9 -49.1
.373. 0 -37.3. 1
Follow dnta ~~lotod by Tho Robbins Company
Sur~ Tank
Surgo Tnnk
Surgo Tnnk
Surgo Took
Sur·go Tank
Surge Tank
Surgo Tank
Surge Tank
Surgo Tank
Surge Tank
Surgo Tank
Surge Tank
Surge Tonk
100
100
108
100
108
100
108
100
100
100
108
100
108
?61;1
?659
?600
)500
?600
)561
)561
!661
?661
)562
?662
?662
?662
65.0-64.2
65.0-64.2
209.2 -210.0
200.2 -210.0
209.2 -210.0
375.0 -Y76.2
375.0 -Y76.2
375.0 -Y76.2
375.0 -Y76.2
486. 5 -487.7
486.5 -487.7
486.5 -487.7
486.5 -487.7
Rock( I)
~
m
m
/II{)
IINJ m m
CD
ro
ID
ro
CD
AGJ
J!G)
m
CD ro
ID m
J!G)
N.1J
J!G)
m
m ro m
N.1J
J!G)
N.1J
fG)
ro
m
ro m
TABLE~ c.-\
ROCK TEST SUt1MARY
Test(2)
~
li:
DEN
DEN
PET
PET ::.'rf". fWN ·<,
u;::. "'\
LC t
li: ,}
DEN·
li:
PET
PET
DEN u::
.U::
,DEN
'.:;lC
lC
PET
PE'f''
li:
lC
li: u::
lC
lC
u:: u::
~
u::
u:: u::
~
··t'•
Donslty
Cpcf)
166.1
167.4
161.4
166.4
167.6
169.1
167.1
167.2
'\ 167.7
\
)66.3
67.4
167.1
165.6
167.1
\66.0''\
~
Specific
Q-avl!Y
2.62
2.63
2.53
2.59
2.62
2.63
2.62
2.62
2.63
2.61
2.62
2.62
2.61
2.62
2.61
. \
.!' ··"
,.."1 \2.67
~.67
.~67
2.67
2.67
2,.4"1
2:4 \
2.4
2.4 .• . 2.66';.Cc
2.66
2.66
2.66
CI>Rock Type: 00 "'granodlorlt"'; 1\00 =altered granodiorite; Am"' andesite dike.
Ultlm.:rte
Stroo~
16,210
20,320 (6)
4,899
16,350
15,920
19,920
12,430
10,090
20,000
10,190
12,730
8,910
14,010
6,910
8,275
8,275
7,640
6,365
7,640
12,730
12,730
15,200
Young's M:dJius
psi X 106
TengontC3) SecantC4)
5.02
5.00
5.52
5.90
7.22
6.14
2.23
7.83
4.21
~.98
4.30
5.98
4.96
6.06
2.56
6.93
C2lTost Typo: U:: "'unlax1t~l uncooflnoo ronprossloo test; DEN .. density t~nd specific grnvlty tests; PET= patrology-patrog-aphlc ent~lysls
OlTilngnnt McdJius b.."'S'ld oo 110st llnoar portloo of stress-strain OJrvo at t10 percorrt of tho ultii!Bto axial stress.
C4>Secant M:>dulus from zero stress to 40 percerrt of ulthmte axial stress.
(5lpofssoo's Ratio calculated from toogcnt portlcn of t~xlal and redial stress-strain curves.
(6lultii!Bto strength low due to failure along p~xlstlng frnciuro, no Young's Mxtulus or Polssoo's Ratio calcull'!lted.
Polssco's(5)
~
0.24
0.7.0
0.25
0.12
0.27
0.28
0.17
0.22
STRESS -STRAIN CURVES
RADIAL STRAIN AXIAL STRAIN -1000 -1500 -2000 -2500 -3000 -3500
20. l l ' ' l ; ! I . : • ~ ;
i I . ; f ! ! l
: t t -~ 1 ·1 t I t ~ . --~ f' •· ,,
181-+-+-}1 ... : ;_ :. ·i ..
1 1_: f :: 1 r-1~ -1~--1~ · i
1
' :1
1
i ·r;,-~,! :~11 T 11 1
1
; 1 1. 1'
1 ; r l : I ' • t ·· t . : I ~ 1 • t ! t 1
1
. , ! i I I .l '' l ' I • ' ' i I Ll--L~-.. L .. Lf.l~. LL,.L l ~-··f i .. •-t ... J-1~ . .:. ...... , ' I t' ' l ; . I I I l I , I I . I
L.' I I I I l·l' I I ' I I .I I I •
! I ' i I ! l ' ·! I t i !
: , 1 11
1
· .,
1
-II' 1· i 1 II f i I 1 1 1 , , ~ 1 I . 1 I . . , ~
: I 1 I I I I ! I i I l I ; I 1 I I I I I
I I i I
ll j I · ++l I ·;;; LL
• 1 I
0. jj ! I ! ~--· . I
-! i
CJ') 12 ' I
CJ')
w
0:
~ 10
w
1
1 ~ I ~ 6 l · + l ! : . AVERAGE AVERAGE AIR DRY UNIT SPECIFIC
. j I 1 ' DIAMETER~.) LENGTH (IN.) WT. (p.c.l.) GRAVITY
L88 '~ 4.43 166.1 2.62
4 •"7--:._~--: TEST RESULTS
_,.~ r .... . .
' , II 1 ' i • . I i j I
1000 500
Sample No. 102-1
ULTIMATE YOUNG•s MODULUS.
COMPRESSIVE p.s.l. X 1 oS
STRENGTH(p.sJJ TANGENT SECANT
POISSON•s
RATIO
l 16,210 5.02 4.21 ·~--~~ .. ~--~~~ .. ------~~·
0.24
0 -500 -1000 -1500
AVERAGE STRAIN, Inches/inch X 1 o-6
RE~ARKS: Partial upper and lower end con§
developed. Conjugate shear planes at 70 .
Minor lateral tensile solits observed.
ROCK CORE UNCONFINED COMPRE-SSION TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc. --------
(!) ConverseWardDaVIS DIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-1
STRESS -STRAIN CURVES
zSi RADIAL s:RAIN , AXI~t STRAI~ -1ooo , . -150o . -2ooo -2soo -3~oo . -35oo . r1 .... ~
ll'ffi . : l I j 1 j i: I I. iIi: I: 1 I I'll 'j ! ; Ji 1; : ! I l I: I ; j, jl l I I T II: v
t·. 1.1.'1 It ~;: :. •lj··· \! ll 1;.-. :_: ;, :1 'f ! 'If 1
. ~.~l){G._' j I l .. t • I ' . . . ! I • I j ' I ·j J ! ' I I I I l ; I I I 1 ' I I I :
I ! I ' I I I ! ! 1' l j ' I I : I i 1 I 1 I '
<o ' · i-~ ~ : i • f 1 ~ ' • l • j ;. t i J ~ l I ;
18Im·_: ~--N': :I l 1
: jl j ...J. •• ~;-;-.~J .. ~~-l+U-_. 1-,_L, __ L !-~-~-_ 4-L ! ; ~-l l.L
1
. t-U:Y ·1 ;--_ · ·j . ,r • 1 II [ f I • • ! • 1 • • j[ I I ·_ .. ' . I : . J 1 " 1 1 1 1 1 j l 1 1 , ! -t l L 1 -' ! f I i i ' ' l : 1 + $ ~ ! ' ~ l I l J I i l ' : ~ ; • · t : . i . ! ' , ; , I : : , , ! , ' ! · , , . , : · ! I , 1 1 • · • r • • • 1 f l I . . . 1 • 1 • • 1 , : 1 I 1 , 1 , •
16t.illl r : !. l I I '. i . i : ; I : ' : •. ' I I :_ I l i I :_ : __ : !_ f l ' . . i I I i I_ I ; ! lil' Jlu ~v ! l.L ~LJ_i
I j ! l l > i j • 1 < ' I , j ; ! ; ' ' l i ! ' ' '
. . :\'II t 1
1.1 l,t• !ll.! ; 1~1· :::1 i: :, l I! I: !:_IM· I . I I I . I I • I . I ' ~I l I I l:.Ll' . . . I I • I I I I • . . I I I ! I •. I l I I . . . I I . • . • ' "" . • I • • ; I I : I ' I i I
·-: 1 !,1 ~~. ll :tl '1 '; t··~ . / !l! i ~ 1.' 1; 1:. I,: jj!, !! ,, ;,
(I) 14 .L~ __ ;_~_-· -1 •.• . m~1l_;__:_ r;. ·r· I i .: ,.1 I;·.: I ; .• 1 -f-_t ?. -·.· .• :.. T .. :.. ; . : ! I . ~ l UJ1f· Ll ·-·-·l ··j "-.L. . I j 1 : t ; I ~ : 1 l : i ! I l : I I·. ' j : . ; : I : . : ; : : : I : i j I I : • • ; :
Q. I ! ' I I I t l . I . : ' t ' I I ~ : . . ! t··· ;_I I • ' : I ' ' I I I • ; : I I I j • • I I I
.. --~ i , I t • ~~ t l -,. ~ . I ! : , : i ,. ; : : .. lt I : i • ; , l . : . i i . J' t i , . I v· ! . i l l , I • I .
(/) II :• , ,•f , 1. iJ, 1,.1 '•;', • ;! _I • >• • li 1 j,, 1!1 • i•
12 • • ' I I • • I '
1
! ' I . . 1
1
. •· -"" • ' !
1
' . • j ' r-·"'-+·-
0 ~~.-. ~. 1 .:._-~_.~.'._:·. ! ,
1 ~-~. f ,._ .:"~'' _' :.; r_·K: •. j·' ,, j'' :;l % . IJ 1 1 : : . 1 W l I ' I ' ' .. ' . '' l . ' . . ' I
• L •• • t I ~ ! ~ I ' ; t ' i r ~ • : i • ' : ' ; I l ! ~ ! . ; ' ;; ! ' ; . ; j r : j > ' [
0: , . , I I ! .ill· ! • • I i i • . • 1 , ~ I • • • f-t-· . . . . n I , I l l . . . t-l : I : I i I ·t . :~ . I r ~-~-: I : r·+ :: J l' 'I : i j • ~;. ; . i ; : : t I l t' ! .. ;
#ll't. 10 ~-=· I --J Ll I' ; :. . ·'··"·---~ -r-. 1--r l i '.' .i...L r·~ y ;. I ! .-·---~-~-
VI -. ~ : . 1--I I f . I ! ; : i · .•. I ~ : . i i ; I I ~ • ' • : v ' . I j • I
W -·; ... ~.. . 1 t ; ! : : ; ' . . _, ~ 1 ~ ~ : ; • j ~ ' • l • l • ~ I • i : ; i-ll ; l ! l i ! I I • l ' ! : ; l j ; i ; I_ i : I t.A-,; ! 1 : ; l ~ I : ! ; . ! I .
--~ r • . t-t _,_ ~ • 1 I .. J i ; l j ~ • • 1 t • ~ 1 , ~ i
8 i ' +-t . I ' . I i . I ' ! • • i ' ' ' • I 1\: I J),1 ! ' i i . I ;· . ' • . ..
ffi : ; ~.It I I' ; ; j t ! :I: ; l' i ji j i ; : ; I i ~ .... ·:: f·:t L-jJf~ v. I I ~AMPLE D~S~·RI~~~I~N ~~-
> . ' I '. i; I I I I • I~ • I I I i I ' \ I ~-,-< () • • • • f j • I • I • • , 1 t/ I , ! ~v I .I
' . . ' l I I . I . ! . . I I i II ' ;...-. . i ! ! : I l i: ; : ; ; : ' ! : . : l I j ; I .! ; i • ¥ J~ 88 J 4. 4 7 16 7. 6 2. 62 41 . I . I I I I ' I ' . . . I . • ,. • '
: t I I l r' 1 l I • ! l ~ l : ; ' ; ! j j i ! i : I ! _..v: I I I L . TEST RESULTS
l ' i I . ! I I I I I ~~ : . : : I i I Jl ! I I ; J)·• 1
I <'\
21 i i i·t I I t i • i I ! j l j;i ll' .. : ~ ULTIMAt,f: YOUNG'S MODULUS, POISSON'S
:-·-~ f I 1-; ! 1 . l L~. T;.p"' 1 1-! COUP~tESSIVE , .•••. X 108
l ! j I • l Ill' ! l i -1 f ! I 1 I STRENOTiflp.s.Q TANGENT SECANT RATIO I
0
• i 1 -I i 1 l i ~ ..JjJ ~ l I T l I l I • ·· 20,320 5. so 3. 98 o. 20 •
1000 500 0 -500 -1000 -1500 REMARKS: Upper end 0 cone developed. conJugate
AVERAGE STRAIN, Inches/inch X 10-s ~~~!~v~~~nes at 75 . Lateral tensile splits
Sample No. 103-2
ROCK CORE UNCONFINED COMPRESSION TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
'i Converse Ward DaVIS DIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-2
STRESS -STRAIN CURVES
6
RADIAL STRAIN AXIAL STRAIN -400 -500 -600 -700 -800 -900 -1000 -1100 -1200 -1300 -1400 -1500
~~~~~~~~~~~~~~~~~~~~~~~Tr~Tr~~~~~~--~~~--~-.~
I
I
I '
-~ ill i en 3 -1 t. , ~-4-'--~--l--+-++-+-+-.L...:--W-4-+-t--t-~--·-··--~
• -.. ·--l l. • 0. i;. .
! l ; : . . .
~ 2~~~~~~~-~~~~~-'-~-"~~~~-,~~~~~-t++~-~~-~~~+-~~~-~~++++4-+~t~4~~-~~++~~~~~~-~-~
w a:
l-en
w
0 < a: w > < AVERAGE AIR DRY UNIT SPECIFIC
LENGTH (IN.) WT. (p.c.f.) GRAVITY
4.40 168.1 2.63
TEST RESULTS
POISSON'S
___ _ RATIO
200 100 0 -100 -200 -300 -400 -500 -600
AVERAGE STRAIN, Inches/inch X 1 o-6
REMARKS: Low ultimate s treng5h contro 11 ed by
closed calcite fracture at 65 . Radial gauge
sheared at 900 psi.
Sample No. 103-3
*Youngs Modulus and Poisson's Ratio not calculated due to nature of curve.
ROCK CORE UNCONFINED COMPRESSION TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates. Inc.
@ Converse Ward DaVIS DIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-3 ·---------------------....J------------------------------------------·0[ www. iiOQ¥ ;;wa .C ; $L.S¥Wi,.
STRESS -STRAIN CURVES
RADIAL STRAIN AXIAL STRAIN -1000 -1500 -2000 -2500 -3000 -3500
20r-; 1' -~ : l I i . ; ' : ! j ' I i l; iTi i j . l ; : i -n i ;-!T' ~ ~Ti lT I I
1. j j ! ; ! ; mi li l ! ! l j i. l ~~ : l ~~. ~ l i 1 i l ~~ l i I ; i! ! ~ ~~: t ~· j
1 : 't ! L ~ t ' J ~ J I l I ; l I ~ I i 1 I l ' ' l J l! I j : I 1
181 'l--~---;-~ :_,-+--_·_ -I ! ,. --~1: 1_--~~·. l !-; I' . -~-:-1. .. _J :.l I . ·-+-11 +-.. -.. -~ I ;-:· ; -· .. j ·j ~. : : 1.! ; ill I '... .. -1-' I
! I i : i l I I ! I l I f I ! I : I i I I ' l : l I : I : i ; ! ! ! I I ! ' I I • I 'I jl 'I' I 1 ' I I! I • I '-. . I I l. I ' I. I ' ! . '1 l I 'I' .. I, . 1 .. I •.
16J
II'i I I i i ! j I j f i I i f f i ' i ~ i t ; j . II ,.i,1.i ! t ; ; : J ! i . : i : ! j I I I i ! I :, ~ i ~-r~~-,~~~~~~~~rr-L~~~~rr~~~r+++~~~~~T+--~·~~~~~~--~ ~~-1 · --~~~-lli~lJ I'.·
1
I ~~~~
1
.11 :.~ ti:. j.: ~~-~·. it. 1~1 1: . 'lit 1~., I l. ~.1 1 ~~1: i· .. l J''J I : i ; : ,. I Iii I_ I : !' l 1 ll :_ ' I : .• • ... -ctt. -.I ll 11, ,l : • :): I I '1, ! . I ; l l i ; l ·.· ; : j : VI ; {!I l ii ! l ll : : ; II ' j
1 ' 11 I ' I . : i : i ' I I : i I ~ ! I I ~-l I i : ~ ' ' ! I . ' I I i ; . I J ! I
o I ; f : ' ; : ; \ L' l l ; : ' lj : : ':\ l r ' : ~~~ ', • 11 I I : ; ~ l ll ; t t j 1 ~ i ! ' ' : ' I I o
O? 14 .1.-h:IK\~' : ; 1 , : .L1~ -·~, -: •. -
1
· +-: ~-~ l i ~ · ; : : ·· -. 1~ :--·-:-· -:----~-! :-~ ·. :.·--·.~ : : 1 : ; .~ ; : ·_: ktf··· ~.' : , r 1 -;-:r~_~-r-~-~~-~-I I •
Q. 1-l~-~~~--~ tt-i~ .); !ill •·: !, !~. !'~[ .. ·•~'":1lt. :;!; tj'l 1;;. ·' .:j !i:: ~·. ltl
I . ; i ' ' ll . ' ! I j I I ' J ' . I ' I I ['., 1 . : : : . I l I I . ! : I I I ; t ' I I . ' ' ' t ·• '·' • ' + t·'. -·•-! . • ' ' I ·. ' ' . • ' ' . ! I ' I' ' ' . ' . . ' . I '. •. ! ' ! ' I ' ! I ' 1 I ' ' ' ' : ' • l ' I I ' ) : ' ! I i ; I : I . : ' I I I ' ' I I I I ' • ! i I j I i ' I j : I I . i Cl) 12 ' ~ ! . ; . . i-: ~ t ~ • j i I ; ' •• ; • ' ; ~ I • • • ' .i ~ . . .. ' I ~ ; ' I ' / ..... 1 : l : 1 ~ I ! • ' ~ I t ! ~ : ' :
Cl) !. ~ I ' L ' I -. I ' j •'! ; ' Vi ' ' ' ' I ' ' I I i i I l I ---------l ' • I • • • ' • ' I I I • ~ 1-• • • ""' • ~ • • I • ' • l j I t I I l ! ' i ' ' I
W . , I lj ' I' I 1 ~ \·1 II , I • i! .
a: I : . ' I\., J ' • ~ I : i : . : ; : ; I l ~ • • • ~ I . i I I 0 • t l !.JII . l : ,: ~ 1 I ; : l I II 1 I ; ; l ; ~ I ' t • ' • I • I • 1 ' • l . . t I . . • • I I • ~ ! ' ! j ( ' I -i i i I j ' i I
t-l : • , ! 1 ~,~· I • , • : ~ , : : : , , 1 f : "r . , . : 1 .• Ll , : 1 ~ • '/. I 1 ~1 1 1 , 1 ·1 ·1 ; : ~-i 1 1 1; ! : :
10 j ' ' _l I h i ! ! ; t .. i I ; ' Ll LL i I ! l ' I v I l : I ! I 1 I I i l ! ' I ~
Cl) L ·. · l 1 ~-1 · .--;-· ,-·-:--_· · ··: ' · : -, :-.. · 1 --L --~ · ,-t ~ ~. · I --. --· · I • i ·. r· ~-~-" l~'-'-"-· -t-r-•1.--'--;--+·-.· 4
• • • t 't : ~ • • . : , j ! :-· : • • ! + • t • j . . . . I t • f'\. . I • • : j. I : : , 1 ! i I . l r . t ; . • ;
L:. -.•... ;.1 .. ,.,., .• I ..• , .,;. it•'fl>(:'·'·· ., I •• ,,, ••.•. ; ,li: II
w i • : • • f ~ [_._i-t :
1 • T t ! · ! 1 ~ 1 r ! ~ : ~ i i 1 t . i ; ~ 1 i 1 t ~ t r:~: : ' ! i t l J t t t · 1 ! I : I ; : : ~ CJ 8 ' . : . t ! 1 ... l .. 1 ; ~: , .• ' I • t , : : ; : . i ., : 1 1 : t ; . vi ; ' . ; l i : . . : : : t t i ' , ' • I .
< . ! . . : ~ .. \ '. '';!I; I l l' I j i: :: ; I l 'I ~--t'' ':' l a: I I . ' . . ' • ' . i i ' ; ' : i ' I . I I ' ' ' ' I . I j .kr' : w i ' ! l' . : ; : ' I : : ; ' : ~ ' I : ' I ' ; I ' ": ;/ ~I ' ' ' .,¢'!. SAMPLE DESCRIPTION > . : . . f . j I ' : l . . ! : ·J I ttt ' UJf:l I. ' ' ' I , ....
-6 : .. ., i ~. t t_:.-j_ .• ·-~.· H .. l : L~ +-... _). ,-l.-·. . L . . . I j · •. -~~ . AV_.~OE AVERAGE AIR DRY UNIT SPECIFIC -I.'! • ' • I '.:I ' ... j I! • ' 'I j 'f'l .··.
;_ : . ! ; l j ;_· : : ; j 1 ; i ! ; ! l l : : ?_ ; . j 1 \,: :. ; _;,_~i fliAM£ R(IN.) LENGTH (IN.) WT. (p.c.f.) GRAVITY
: ' . ! ' I i I ' ; I I I ,' I ' I j I : i ; : I . : 1 I \• . . 1. 88 4. 66 167. 1 2. 62 4 ~:-r1i I 1 :I; ! j 1jt : : . ' ! ; i l 11 j; I j ~~ li_ ll_ ~~~[: i ~_: :_. ! TEST RESULTS
l ! ; ; l ~ l
1
l ! l l I\ 1 , T • ;J·J1 f l):}V;i; : I j ; i ! 1 I I ; f ui. T.IIIAT_E' YOUNG's MODULUS, POISSON'S :
21--r_: ;-~ -+-i·T +h~-t-~T\ i . .lktt;: ~, j ~ l; i · ·tTt-;---1 q-·t;-;-t~! ~C).IIPhESSIVE p.s.l. X 108 RATIO
l : r~J l ; ' f ; ;_: t I f :; : : l • ·. i r I t t l : r·.' ; ! ! j l·j i i j !: :J STRENGTH(p.sJJ TANGENT SECANT
l I j l 1 J: t" !· llli ~ ! i ~ j : "i t ··Ill ~ : . . I l ! I i ! ~ i .j--1 jf t,!! ~-f'Ti iii i 1 it' ;;Jf Jij 16,350 5.52 4.30 0.25
18oo 500 0 -500 -1000 -1500 REMARKS: Upper end cone and part1a lower end 0
Sample No. 104-1
AVERAGE STRAIN 1 h 1. h X 10-6 cone devel op~d. Co~jugate shear planes at 85 . , nc es me Lateral tens1le spl1ts observed.
ROCK CORE UNCONFINED COMPRESSION TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ ConverseWardDaVISDIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-4
STRESS -STRAIN CURVES
RADIAL STRAIN AXIAL STRAIN -800 -1000 -1200 -1400 -1600 -1800 -2000 -2200 -2400 -2600 -2800 -3000
201 . j I . ' ' l I • ' ' ' I : ,. ' I I J . I ! j . ' ' ' ' ' I ll I j I . . ' ' I' ' I '. t I ' t 1 • '_ •• '! ., j • : '· • ! I .•• I ' • ' ' I I i i j I I ' •. I' : ' . ' l l ' I • ' I ' I l I ' ' ' I I ' 1 ' ' . , r • I • : ! , t t ~ • ; ' I l ' ! • , • I I ' I ' i t ~ i ; J l :
•I :,:f ·tl .).jl ~~_J'Illt_-·_1 ~:ii 1_1_-l_ t'jl '! 'rjt! ,ji.L'i'!J ! 1).~ Ji.J) ' __ '_li . . ; ; : I l I I I • I : ; ; I l l . . ' ! I ! I . ' . I ' I I I ! : I I :
181 1 i , 1 , r ' _J __ ,_LJ_ . , . .;__~ __ L ..JJ _1 , 1 i , i L~.L.i---_:._______ _J __ , : : 1 : , , . ·
i 1 .. I i t 1~ ~ , 1 1 ~ , 1 I : . ~-~-1 1 1 ,_ 1 i 1 I
1
,
1
, , . t ~ ~ I i , ... I ,_ I 1 I _ •+---·1 t-t r-r--~_--:_.-1 ri_ :
I • I : '!'j i I t I t t •. t t j . ' l j: l I i ' I I ! I I I ' ' ! I : ' . I I I ' . . 1 I I . ' ' i l I ' I j I . . I j I ' ' I . I I . . ' ..
I .l l t ' T { ! ;... ~" ~ ~ l + ~ ~ ~ f ! . ; ~ ; t • l ! t J j l ! l ' ~ I
161 i • 1 i I , 1 1 1 1 1 I . 1 r ~ ! 1 i , 1 i 1 , l 1 , 1 i i 1 1 t j , 1 1 1 1 ' ! : i i 1 i 1 j : ~ 1 : .
I 1 , , . I w I , , , , il I . , , • , • r·· }'~· I .•. , , j TT .. T . . I . . 1 . . . -~ ._J_~
J
• ., , • • I
1
, . _
1
• , . 1-. •• , • _. _. . . ,_ .. _ '• [ ~ .. _ ,_ , ~ ~· ,_ t , I I ll , 1 '. , . . , __ ..
I l . ' ' I I l ' ' ' . ' ,.. l ' I . ' ' ' . . ; ' . . ' ' . . . . ;<: • I • ' • ,·· t I • i ; ; { . ~-\· • I ~ : • l ~ ; I ; i :. : ; t ' ~ I I I i . I I j . . : ! l , · ' . ) 1 1 1 " · 1 :_ • . . . !·l : ._ :_ : : 1 . : 1 · : , : . , , 1 _ 1 , I 1 1 yt n_t( 1 ,\1 .
I ' ! ' I ' I ' . ' ' I I I ' ' . ' ' . I I I . • ' . ' I : ' I • . . i' i: ii ' • i . . . i •• ' . . ' : ; I l ' I I I I I . . I
fn 14 ill-;.. tlf· I_ ,; I I t 11-+-.. l j i ._: ~1 . 4;_ -h---_'---r_'_ tl_J-1--i . [ __ j •. I . j-1-J . J ... L jtft-LLL ~L.·_ .· __ ; L.L: • I J ; t • -t l . -' I I 'i ! i l ! ' ' . t .L : ' ' • ' J I I I : t : i : ' l : I J ; : I ! : ; • ; ; . a. 1-J • ; l t f I ~ l I ! I I j i ~ I ; l ! . J t ! ~ ) . i ; I l' l i i I ; i !' i l 4' ' I l : i • tl I : . . : I ;
I • j I ' I I I I i • I . . j I 1 ' J.\ I . • ' • • ' ' I I . I . ' . . -t • • • • t , --+ --t. ~ ~ ! , i ; ·-. • - -+ · ..-~---f.. : : ~ l l : i i I : l ; + ' · ; ! l . .. l : I ! ' ) I i : ; I ' i ! : "' I I : : ' . i ; I ; ... i . : ' ; . en 1· 1. 1 :; , ... 1: ,, , 1 , • !·· 11 ... 1 ... ,; .:l, 1 ,, , 1, 1 !"··· 12 ' -+-I I . . : . ' • . • . I ; •'~. I • ' • . ' I ; I ' I j i ! ' en j , , ... li<'-• , j , . · ~ ._ ,. , .
1
' . , ·i t 1_ : • _ 1 , • • : 1 • J..--..... 1 : j , 1 1 1 :_ 1 : .. : • , , = ; , r , 1 · : :J • 1 · r ..........; 1 1 1 1 r • W l • t t f t · ! i l • ~ : ~ • • ._; ; ! :_ • .-u • I ! • • 1 , ~ • l • : ·~ . , , ! ! 1 I' I ! ~-: , . ,
0: ~i .. ~. t! · t ~~ · ; ~ :·.,. 1~:~1i ·· ~l· 'i:; .. ifYli: : ~~~ ,)lj !.J l
t-I' .... I, I I . : . I . II. • • I • j'.. . . . ' .. II ; . ' I. I I I. 'I I '' ... en lc-r-r--+~ I' 8 ! I . -+-T··-· t· ~-;; l ..... -~-,___._~-·----~f __ ;_l__ ;-··-·, v... . t-'--" -1..!-l._J__.__.;.__~-t --'---l-..
I I . L I i ! I . I I ; . ' . I I I ' i ! i ! ' t I
:::;:1'!\l:; ;;:;::·j ··, :j::f·l::;;,,'<.J<J.·. ·I; . :; !t'Jil!:'·~·· ;,
' I ' : ! ' I I ' ' ' I 1 '\ I ! I i . ~ i ~ I I • • I w I:·.. . . I I ! : j' ~-_. ·_ ·_·! I·_:. I.. I. l •• '' • 'l. ·, ' • I' . J l I I I i': l ' . ·_· ~ ._ 11 1: :_u_'l\'1 1: ~.:_~:: •1 _._ :: ·;:' •• __ ) -~.} ·, ·· :J ~-~' :, j__ rii; L~f-~~-
'·;. \ J .• 'I''' ,: ; . · ... IV:: ' II '. I ffi ! ; . : I · . t ; ; : : : [ ; : : : ; j ; i . i i I ! , • : > '. -~ .i''~v ; i . · .' SAMPLE DESCRIPTION ]
c( E -•. ' : I . j l t t I : • i i : . ;-; ! . i ! l t I d~ 1: ¥t: : . AVERAGE AVERAGE I
> ; . ~ i . • . l ~ : l ! : I i i I . ' l ' i I . ·f· : ; : I .:r-· .
. ' I I • • • I I ' I ... ' . ' • I ' i"t" I : ] y ' ' ! I t . I . ·. ' ~ I
: : . i I : i . i ; i ~ II ' . I I . ! ! l : : . : i . : v~ : :. : 1'1' -~ :-J'f\1 ~AMETER(IN.) LENGTH (IN.) WT. (p.c.f.) I GRAVITY . f,' I I ' ' I.. ! :_;.---... ' I' .. ' 1 41~~--: :-·,j I
0 ::.~ '!I·: .. ::I ·y.-~ :,;' j_iJ.Y •tt _j , .• 88 4.47 167.7 2.63
• ; • I ' I . ; • ; ' ' ! : i .• ' I ' • ! i •. I ' ' ! ' I I ·~ UL TS ' • : ' ' t I . . ; ! . 1 ·• . : . I ' . l . _Hfr' v i . ' • ! ; . l ''\ TEST RES
• , ~ t J 1 j l ~ • I j ~ · : r < • ~ ··i l ! i i i. 1 l ~
r : .• I i . • . i : ! . I : .. : : : l • I l j : 1 : ' : l j ULTIIIATE YOUNG·s MODUl 4 _, __ ' 1 ~ : ; · 4 : • • ~~ • • ·._ ---·_ -~-I : .Kf .....,...,---;-:_ · i l . · I ~ : Cti-SSIVE p.s.t. X 1 oO
... ,. ··xi._. 'I'· .-. • I ..
, • I , . . ••. 1,.-A. , l . . : , . , r _, . RATao
l . ': j j 1 lffi< · · i ~ ' · ' ' i J ~ ,. smENGTHfp.sJJ TANGENT sECANT 1 I . I I . . I ' . . I • ' ' I .
! I . _ _Lfl_ !• !: !!::It' ! f, :! 15,920 5.98 I 5.98 I 0.12
8g0 600 400 200 0 -200 -400 -600 -800 -1000 -1200 REMARKS: Failure along vertical partially
Sample No. 104-4
AVERAGE STRAIN Inches/inch X 10-6 altered fracture. . Parti a 1 upper a~d 1 ower end
' cone developed. M1nor lateral spl1ts observed.
*Radial strain gauge failure
ROCK CORE UNCONFINED COMPR-=-Es~s=-1~0..,....--,:-N-T_E __ S_T __ _
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
~ Converse Ward DaVIS DIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-5
STRESS STRAIN CURVES
RADIAL STRAIN AXIAL STRAIN -1000 -1500 -2000 -2500 -3000 -3500
20 . ! -~ J II . • ' l
,-...._ • f . : I '
I ' l t i
18
)I ! I · I ' I
> , [ I , !
l I l ; ! I ; :
. ..: ~J~ LL ' -+-+-·--. 14 I l : i t I :
Of) I I ' I : I ' ' a • l , ~ I J ~ i ' 1 i Q. ! j , f I ' I j
-i il 1\ : -~--~ 12 , , c'l
1
-I 1 : J
w , I . ! ! .•
0: i I : ' 1: ; ; . i 1 ' : I l L .•. ~ 10 -H-t-~1· ; ti~~ . · ~~ · i rr -~~-, ~ . : : :
I j : i • : I 1 • t ~ l i I l 1 I
UJ . I ! I I I; I!: t I ! i I ' l I I i I ' ' I ' '" I ·. . ! . I t ! l ' . . ' _L_ ____ -·· -~ ~. ~ \• I ' T----:' ' 8 ~.~' ~--~-r~--·-~~~-:1 < I' ' 0: I I •
W I: . .,
> i L +·: L~. l ~-~ L , l · ~ .. 4VIIIAGE AVERAGE AIR DRY UNIT < 6 ~-~-+ ·: :~~ . 1 i l l i 1 OIAa~TER(IN.) LENGTH (IN.) WT. (p.c.f.)
• • ' ; I I l l; .;,; 1.88·-. 4.32 167.4
SAMPLE DESCRIPTION
SPECIFIC
GRAVITY
2.62 4~~~ . , 1 I ; • ·~ ·. TEST RESULTS
. . . . . ' . ' ' '1-_;;_ _ ___;;.,--.---::-:-"::":':':~~-==-=::-::-::----r------.
i t! ! l j uLTIMATE' vouNo·s 11ooutl"us. POISSON"s
Sample No. 105-2
~~ t~JT~J C91fPRESSIVE p.s.l. X 10 RATIO
l i : l t 1 I ! ·STRENGTH(p.s.J.) TANGENT SECANT
:! t jj 11 I I 19920 .7~22 ~·~8 0.27
. -6 developed. Conjugate shear planes at 80 .
AVERAGE STRAIN, lnches/mch X 10 Lateral tensile splits observed.
ROCK CORE UNCONFINED COMPRESSION TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ ConverseWardDaVISDIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-6
STRESS -STRAIN CURVES
RADIAL STRAIN AXIAL STRAIN -800 -1000 -1200 -1400 -1600 -1800 -2000 -2200 -2400 -2600 -2800 -3000
20 I l j I l ·. '• . 1 1 I l l l l • •. ~. I ! I ! I l ! l : . ; ·. ! • ll : I . i l I l l I ! ll . ' : f ! f. j i l I ! I' . I I . ' . 1 t I ' . . . . I ' I • I I I
r • 1 t • I t . + ) . 1 • : ' · • ' l l : l j 1 l l
i ·!;·;: t i i ;'i iii 1 'i '; . ~-t' l ' 1 1 f 1 181·+-tU ' I • ,. . ! • f f~ f--+ --'--,_ ' H--H-1 ' .. . . ...(.__ -+---~-* • ~ • ~ •
j I j ! I : ; : : . j l I i • : I 1 . l ' ' : : I I ; I ; : • ' I l i l !
• ' t l -l . * ' • ~ • t i • t t L + I ' i t ' t
! . ! : 1 ... , L : ; ; • • ' • I · ! l l I l : ! l , '
161 I i I ' ! ! l ; ! . I ' l ! i t j l : f? l ! j : I ; l 1 ! j l ! ' ! i \ l I f I i l i . ll I ' I
'I . I l ! .,. !. I. l l •J l !' I • '. I ·. I . •. ···t ~1" "'!\! . . ,. . . i i • i . I •. . I ' 1 l' ; ll ' . l • I. ' I ' ' I I I . I ! I . . • I •.: ' . I I ! I : I ' I I : ' . I t ' ' · ·· ·-f · t : • : • l . · · ' • · · I • --. . . I ,
1 1 1 !11: wl~ 1 , •. 1 1 , ~~~-~ • :~.~ -·t-,'.)·· I il I ~·· ll ~1 , I 1:: • .:. I I i ~ l. ; I ' ! l . ! 1 ' ' I ~ ~.;· , .: '. /J • l : : . l I J ! I !' l l I I • j ;
• j I J j ; • i ' ! \ I ! ! i ' I-: • : ,, i ' I ' ' ! ! ' : -14 -L . ·. -l..-.,.... ·-~-..1-+.LI ~.-,__, __ . j ........ ~L.J. ..... :t"'·.----·~-··t· ~--1·-; _;.___ ;-• •. •.· ·+-.--LJ..f--t--•--.--l-.-,__. '.·· .-L. .•• .L • -f ' . . . : : ' ! ' ' r ' ; -+-, , . ' ' ·;'\< I t' ..... . . ' • ' I ; \ . . ' ' ' .. ..; . . • .;. • ~·--f r-t .l. .. -t ..... • !.,~, i • · 1 ' t 1 t ·· • --~ l ~ ; t i • ~ ~ · t I i j I ! t i · ! f •
I . I ' ' ' I I ' ' ' I ' . I ' ' i • ' t ! I ; . ' Q. t I • ~ : t . f . t .. ; I • I ! ! ' : ' I I . l I I ' J. I '. ' l ~"' ' : : ' ' I I I • ; j : I I : l : t I ' . ; I I l
.. I -' j r : -!-t ; l I I : I l : ; 1 : i ' I )r t ( i j -~ ~ '·'N . i : : ! I i i ' : i' i ~· l . l I I i ; : . : ,,. I : ... ' I • .• ' 1 ; •• ' • ' ' : I I . j • • ; -' ' !· • l •• l ' I ; ' I ' : ! I ' I ' ! : . . . '
V# 12 • ; ' ' 4 ' ' . ' • ' : I • ' ' ' . I • I ' ' : ' . ' • : ' I I ' '
tJ) 1 ; , • : '\ 1 ~ '. J i ' : • . . '. . , • • • . 1 ; . l., , ' -1). . J l · • ; , 1 ... ....-r r 1 ! i ; 1 ; . 1 w ' 1 • t : ? I 1 ' t ! • : : ! ; ' ~ ~ . I t l • i . ! I I t i a: l ' I l ' • . .).: . . ' • .. ; . . j . I ' l • j ;, ~ l l i f-; :.f; if·t l ': J·, . ' ; .... : . ,··· .·J..-1-' 'tll l'j
10 -+J---t-,--~-.... . ·r·-'--'-·--· .; .... ,_ . q 'Jl . I. ~,... ... , : i i .w..J.,...:_, ·•
'" : i • \b' ' : · 1 · • ' ' ' ' i ·, ' ' I ' J ./' ' ' . Vrl : ~,; ~ l: I; : : ·: • : .. ·. ' · • i :' .. "; · i: i • • ~ • ;
••• ~ -: . • •• t ~ ; • ; : • • • l ,; i ; . . . : ' .. ; : • ,/' ! 't •
..... . ·I! ,j, .!.. ·I· . ! ·j' . '; . . . :! . • / . . I .. ' '
CJ 8 . . ' l ! \,; ; : I : : ' :. -~.:-~ : . . . . : : I i ; ; . ' : ' l ! : / : .. ~ I : : ; . I . : I : .. : I ! ! t i Jl . ·-~-+-~~-·
<C.'( •.. !' '\' ; :! .. i:'' ' i ; ' . : . f-l :· l' :-:J~ . ' .
W I ; • f · ! ;. : 1 • ; • :)·--~ : i ' : i • -~"":"",/ · : d'~r!'\\ SAMPLE DESCRIPTION > i • t I ·I I ' /: l;)i'"! !
0: · ·• i\'···tfl, ···· ,,. ' ••·I~
c( 6 ; , i 1 : ~ -j J J ~+-j l :· · ~ 1 [ l ; ! . ~··· [ : j ] l ;·' -·-.~ """'~YBlA,pe AVERAGE AIR DRY UNIT SPECIFIC
; ..
1
! ! ; 1 ! , ; ~ ; ' : I : , ; ! ll. ;;rrr ; ; i ! : t, ', : I)IA~TER(IN.I LEIIOTH (IN.) WT. (p.c.t.) GRAVITY
• ' t : j ! . . \ . i . . i ' i ' ' I l ' ;/ ' I ! . i : I . . 1. 88 ... \ 4. 29 16 7. 1 2. 62 41 . * '-~ •
l --1 • , t • i • ~ t ; • ; . . ! t < ~ ,,
' : • • : ' : • • • • : 1 1 • 1
1 i 1
1
111 ; ' uLTIMATE vouNG·s 11oou'
.. 1 . 1 :
1 ' " ihll .. . .. I _! *. 1 ~ .?'• :. · : : 1
:. • 1 : ·. . '<_ TEST RESULTS
21 · ~1. • · ·· J -j;ff-, T :.. , . , 1 ~+ --1-L_-~ COI!If.RESSIVE p.s.l. x 1 o8 . . " . . I ' . l . . ' I . I ' 'lL ' . y -·
' I ' J : ' ~ • l • ' .. ! J .. : • I ; . ; i . I STREHGTH(p..s.U TANGENT SECANT
0, :: ::: :. 1!1~·/ii li ii ·ii:, :1 1 · ll I,,; i 12,430 6.14 6.06 1 o.zs 1
200 0 -200 -400 -600 -SOO -1000 ~1200 REMARKS: Parti a 1 upper and 1 ower end coge
POISSON•s
RATIO
600 400
AVERAGE STRAIN Inches/inch X 10 -6 developed. ~onjuga~e shear planes at 75 .
• Lateral tens1le spl1ts observed.
NOTE: Readings above 7200 psi not recorded due to failure of foil strain gauge.
ROCK CORE UNCONFINED COMPRESSION-TEST--
Sample No. 105-3 INES-SKAGWAY REGI C PROJECT Project No.
Skagway, Alaska 81-5165
for R.W. Beck and Associates, Inc.
Drawing No. @ Converse Ward DaVIS DIXOn Geotechnical consultants C-7
,..,.._.. WIMN2! Q AMIW
. ·-
STRESS -STRAIN CURVES
RADIAL STRAIN AXIAL STRAIN --1000 -1500 -2000 -2500 -3000 -3500
10
. j I . ' ; tJ + i '·. ' l .. ! •. •. l ! l l .~ .... '·!· i; i ! l ! i . i ; i ! I 11. ! :. i·. I'· y: :~.1 • 1 1 1 v· •. . , . 1 , .J . • 1 I • l , , 1 t • • 11 . t • • • 1 ' 1 i r , . l r 1
j! I I ! ' ; i : ·.' . ' I j!! I l ! I i I It ! j: V:l:
I I I ' i ! ' I : i ~ • i I ' J ' ~ v t I 1
, +H. ; ~ : l L. v, i . • • ~ ·-··· )-Lrl ~ ! I -~-r-+1·--L J .. ..1 Lt-t ·j ~.· ···+t-
ill l.l
1
.. iv 1 • 1 j 1
1 1
• jij ::': I ! j h 1 ~1. 1:·• 1 1 , 1 j 1 , • 1 ! ! 1 : 1 1 , 1 L 1 vf-' I ' 1 • r !
i l Ill . I l y I ' •. j. i j ! t I r r !' 1. I j ! i t. •• ;. f I. ! '. l . : 1.--~ j j : ll ; : I .j ij ! 'I VI I i. fii l i i II '·! ljl l I I 1?1' Jj,
9
8 1
\itl. Fi' ll'1 ili! It ,lit 1 1 L:iili. 11. ilktV I' JJJJ ·T ll4 .J i . ! 4 . . : : f±J.i"'.· ~ ' : ! l LLL 1:~ I :. ! ! : i l: I ' • l y ; . + !--1-+ ___ : 1-~-i ~
' t 1 : !J tf1 l! K; : .. . : ~ , , ·r, ·· · ~ ; : : I • ~· . • 1 ~An t I 1 1 1 1 . I ; ; . : ,; 7 .
0.
en
CJ) 6
w a: ·-CJ)
w
(!J
<C 4
a:
Ul > <C 3
• ~ l !. -j ; 0 l !;.f j/ ! , I • ' I ' ~ • I • •
1 n : r 1 : 1; r , : (\ · : -t! . , _l J · ; 1 .1 , , 1 ~ Y ! 1 1 u . .l J •--·J
:' i : ' ' ! '' ·~ . ' j i i . ' '.' ' \ i l ' i );)Y. l i ! [l i i • ' ' '
i : . i ' i A l . ··. : ~+-U_ r l :. ·. t~; i p : : ' c ·. r~L+" ; LL iLr·t·L If'! j.. -~-~ r·: I 1 , , ! " J , ! t , , . i : i + , : . : ,/-! . : , ,
.· l l .... .. l t: : . f , , r 1 • ' ! . i . V.. : · : ; : t' . . . : I jl ! •. ' ! v i ' ' I ' : ' '
I ; : i ; : i j 1 i j . ; l. ; ! : ! l ! i I"+ I I : ] l J 1l L 1 : l : : i i j i i l ' .J Ll .. L~~---~ . !
! i\ i --·-! ' ' j . ; i ! ' i ' :·.. ..r ! . i ' ' ' 1 • · . i . i ! j 1 t ~ t ~ • ! l : j i i ' 4 -· I •'"1 : 1 ' , • _:...
2
j j ; :: ! j l! :1
·I 'f~!J ·· l!\1 ~ t; . SAMPLE DESCRIPTION
l ·~ J ·t f ' ' 1
. ·'-.-.li_ t--·· :.-.~'l_ ~kt-' ! 1 ~'~.J· . AVERAGE AVERAGE AIR DRY UNIT SPECIFIC 1
:; , ' : , ,
1
•. : • , , : I : ~~.1. 1\f ; :,;;,.(~~_,!-_.~ 1 DIAMETERCIN.) LENGTH (IN.) WT. (p.c.r.t GRAVITY I
) ~-.' ; j l ': ' ~~-. : i I f VI• .I 11 i ,:t"'~~J ~ ... ·.L. . 1.88 4.28 167.1 2.61
• 1 ' ~ .! / ; , ·; i : / ; I U{ 1
'
1 1' r !"'l f\! ' : • TEST RESULTS . It i ' II ! I i : ' ' ' :j{ i ! i I U.LTIIIATE YOUNG'S NODU~US, POISSON'S
l li!. j +-h~~-~-lL .·,rll 1
1
., , C~PRESSIVE p.s.I.X10 RATIO . . j j ~ ! I 1
-{ • I i -i STRENGTH(p.....U TANGENT SECANT ~ 1 j . , 1 ~ 1 ! 1 I iJ-,, . I 1 ~. i ~ + : ~ , r ~ . l 10,090 2. 23 2. 56 o. 17 I
;. I ! . f'r : ! ; I ; ! l ! I\ I '
0 1000 500
Sample No. 106-3
0 -500 -1000 -1500
AVERAGE STRAIN, Inches/inch X 1 o-6
REMARKS: Partial upper and lower end cone
developed. Conjugate shear planes at 65°
Lateral tensile splits observed.
*Radial strain gauge failure
----=-R o-=-=-c K=-=---=c:--::o=-=R:-=::E:--:-U-:::-::-N--::--::C:::--::0::--:-N-:-=F:::--I N-=-=E::-=--0 ·-COM PR-=:=-E s-=-s~I-=-O~N· TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc. ----------------@ Converse Ward DaVIS DIXOn Geotechnical consultants
Project No.
81-5165
Drawing No.
C-8
STRESS -STRAIN CURVES
f~ADIAL STRAIN AXIAL STRAIN -800 -1000 -1200 -1400 -1600 -1800 -2000 -2200 -2400 /', -2800
201 . ''I t• . ' i : 'I I ' i ' ' I I I' I I I I t : j j I . I ' : l I • l ' I I ' U1 ' II ' I ' . • ~ i t ' ' ~ •. •. ' ~ • . • • : ' t· •. •• ' •. l ' ' !. ~ ', I • • •• I t • j I I l
. . , , I , ; , I ·~ I . l ; • t 'r I I , • ~~ , . t • j , : t I • • • , ! I I I I ... l . '!I' ' ''1' I· '' . ,, ' j ' ' ' j :' ' . I I ' I
18 • i I 11-: 1 I ' : . _L .l 1 • : i , : _'_JJJ, L l · ' ' J_Llj_ __ L.~· ~ .. Jl.L_·. : . U{f: : j J. J+-1 t-' -.L~~-4 _j. ~! '·'. J ' ., I ,_' ,, I I . ,:, ., I It :' I •• : I'H''I'' I ! i ! I ! I i I I ' . ' t . ' ' : : : I 1 I I '
r , I I , l j , I ' , I I. , : , , ~-I I ' , I . . I I I , : . . . l 1.• • 1 , . 1 1 1 1 ' , j' . , 1 ' 1 , • 1 , I 1 1 • 1 , • 'r 1 , 1 1 , ,
• t t f -I : • f I t t I 1 t . t : ~ i ; I : • '11 i t l ~ • • ' t l I 1 I : t • t ' 1 I i ' . I I I . ' ' ' I' I ' ' ' I ' I ' ' ' I ' I I I I i '
I ' ' I . ' ' ' I ' I ' ' ' I I : . ' ' I I ' ' I I I
I ; I I IK I ' . tj II I I i 1 i I ' i f I I i II I I 1: i I ! I! I }( I ' i II II I It I: }i_L_ I t 1 i 1-t"-~ ( J I I i j. • t I 1 I • 1 • I I •
161 ll1 i i i l :.~ l I i II !; i !' Ill I j l j : ; ; :_ .• ;'·· 1 "'~1t: I ! I i ! j I! i I ;. I j ! J I j. '. ~~ l l : ., ! l j II ! i ; : : I
• ' ' l . • . ! j . i • ' 1 I r i + -r r-· t. : l ~ ' •. . ; J t ~ l I I, I I : • I I 1 . , , , . 1 . I l 1 I • 1 , • 1 . . ll 1 _L . U{(l I , 1 . r . . I . I I
·-: I I I ' ! I l I J ! i I ; I ! I ! ' '; ' . '~ : : ! . 1 : i ' i I I I I I I I I : . ' ' .
(1) 14 lw. l-....L.---• I .
1 1
_ L ,_; __ t-;_1_ ~-·~ -~ .• .l · 1' J 1\l. . _ .1 J-f--l__ L ; : • • . L : ; __ , _ -~-·-·-_.:.. L .. 1 ·-~-.
.1' ' 'I t--1---I I i I ~ , !I 1 1 .!, · '•' ·' • I j j . ! ; ! I 1\ I ; I i t ' I f .. : j : l ! ~. y' I. '. ' I I t : :. ~ I i i ' I '.1 ! i W{' : i I . I . l t I I I i I I tl ! ; : . i I : a. l I ' • I t • I I ! I II I I j' : ' . ' I ' :·:, I I ' • J I I ' ·.. I I I . I I ' I ' • • I ; I j I I ' I I ' : I i : .
li 1,1'' ,: I 1 1 ·l'i ,. iii;.,!::. Iii J:~; :1 I I' I ,I :JI. !'I; 1
1 1 'I I 1
: .. 1 1
.. ' • I I I ' i ~ ' : i I ' • : ' ' -~ ! I • I 't-~ l ! I . I ' I l I I ' I ,,.. l • . 1 • , • ~ l . · • j j , · ; I , • ;J.__' : l! · · I r •, • ··~.· ' I I ! ' 1 :.A 1 • • I ' 1 l) I I • 't ~~ J J I • l • . " V.l 12 I ' 1\.: ! ' ; : j ' I . I : : ''hi. ' I ' /. , I LL.J.._ I • t L j ' I I . . ,,.. r . l . . . ~-:--. I • : ~ •• -:--:--:---! ....... : . . UJI' -~-+-. ~ -~....1-f--:-I ! . "-+-'-·-r.;_:--__ ----·---· V.l I . . ' ' I t •. : I ' ' · .. ' . . ' . . . . . . .. ':~. I ' ' I . . : " J ! I ' I I I I I I I ' : ' • •.
W I ' f . l'' ' . ., I I ' '' . '" I ' I '' II I 'I· I ' II I , . ' • • • t I • I I • l I • . ; I I ' : I I .• II I I I . ' . I . I ' I I I i • ! ' .. ' I
I I ' I I I ' ' I ' , • ' . I ' i . I I ' ' I I I I ' I I I . a: ' . ~ I • : • • I • ! t • • t I ! ,4 1 l L • 1 • • I • I ! • I I • I I • I ,· : j I ' . ' •
' . I . . I ' •:t I . ! I I I I I I I . ' . I I-! ' I : t j f ' \ ! : : : I ~ : : t I I ~ i I ! I ., I i ' ! ! : ' I I : J • I : ! ; I ! ~ I ' j j : i : ; ' ! I
10 -~---'---;-----1-l-1-++--..... ·.· t .• --. ' ·.--·' ' I ; • I ' • ' 1--L .. L.:.. .,.L., .. c-~··' I ·-. l . . I • ' ll J l J . J ' JL~ . .l. ~---1-·· :. ___ ; • ,,.. ' l . . ' I ' ' . . h I : ' . ' . I I I ' VI .. . ' . I t I ! • ~ • I • ' • ! ~ • t . . • J ,. i . ' I ' • ~ I • • ; ! i i ! l I • I ~ : I : : ; ' . . I
I . : l • I : l . ~ . ;· : ! l I : • • i ~ ~ • i ~ . . . : .. : I ! ' ! 1 • ~ ' l l ; : . I ; • ! ~ ~ ~ ' . i . ! '
W jr·· ·i·l' ,·•• ,,.1 '···I; , lri• .. ··•· ··'I ... '' . 'I ! . : ' II, 'li! '
, , I·· .I,,. ,, lim' rl·,;· ' j;:' ~ it . •,I ....... ,.,I , .. J,,,. ,, It ....... : . ' .. , . ''I . . ·:· :I . ,,, I··
8 ; I I ' . ' : • . ' ' '· ' . : ' ' : I : ' --' -T"' --~ ,-------' . --~ -~ f-...._.,.. __ J-->---_ ~-' ' ...... ...... I ' . . I . ' : I • I I . : . ' I I II I I : . • ! " I .. , J I•/ I . ' ' ' ' I ! ' ' T' '
• • I t • i r I • • • • • • • 1 • • I • ~ " •• a: I I I , . I . , , . ' , , j : I , 1 . r'
w ' I ' ! . ' : : i ! : : : . ; ! . i I i . I I J : ! I : -~ . . . "'· SAMPLE DESCRIPTION > 1 . 1, • 1 i 1. 1. 1 ' . 11 . . 1 •1 1 1 1 • ' I
-6 : : 1 I I ' I ! i ! ! t I . j ' ! I ; ; j. H 1 ! I ; ' .! 1 l I ' " "~' ERAGE AVERAGE AIR DRY UNIT SPECIFIC ....
-.... I ' I ! • ' I I I ' • j • ' • I I ~ I I I 1 . I I l : ; :. : ! : : : ! ! ! I . ·
1
l ~ : ! : : j ! ; lJYfi : i ; I : : . j .) 1 .
1
I·; DIA ETER(IN.) LENGTH (IN.) WT. (p.c.f.) GRAVITY
. : ' . ' ' L ' : . . I I •• i I • ' • I i I I • • . ' I 1 :' I : ' 1. 80 4. 36 166.0 2. 6~ 1
I ' . ' ' I • ' ' I ' ' ' . • • , .1 II -~-"--~--· '-L.o.-...-~-1--'--' r--r· ., T . . . --1-'-l....f-'
.1 .. ;, i !;!; :1
.. ' .. jiwtfll I, 1 I'!;!,. ,
I . : I ! I : .. , I : . i • I " I I : I ' I l : : ' ! i ! • ·• TEST RESULTS
I ' I I I I : . ' j I J I I I • I I
' ' ' ! I : j l : I' : I i 0' ' I H-: ! I jl : I I ' ULTIIIA'JE YOUNG"S MODULUS, POISSON"S 21 •-•--' L, •·· ---• ; : · · ---·· ' .L 1 ~ --'-f-+---. ' '-! -• · COMPRESSIVE p.s.l. X 108 . j I I t . ' I I • ' I I I ' ' ! I I ' I I I I . ' RATIO
, r • ; i . : ; f I i I : i ~ , : J ! j ! : , ! ! , . : ! , 1 j I . : SmENGnt(p.sJJ TANGENT SECANT
o• I Jjif ;::; )ii:l/,· l.l: i!,: i'; .1~: ilf 1: i 20,800 7.83 6.93 1 0.22 1
600 400 200 0 -200 -400 -600 -800 -1000 -1200 REMARKS: Sample partially altered laterally,
Sample No. 10 7-1
. -6 Upper end cage developed. Conjugate shear
AVERAGE STRAIN, lnches/mch X 10 planes at 70. Lateral tensile splits observed.
ROCK CORE UNCONFINED COMPRESSION TEST
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc. -----·----· ------________ , _________ __:_. ________ _
Project No.
81-5165
@ ConverseWardDaVISDIXOn Geotechnical consultants oCi:g·
PETROGRAPHIC REPORT
SHEET _1_ OF _1_
Project Name: Haines-Skagway Hydroelectric Project Job No.: 81-5165-16
Date Sampled: _____ 1Analysis By: S.M. Testa Date: March 1, 1982
Sample No.: Pet-DH 102 Source: Bor~ng 102 at a depth of 41.5 feet.
Location: Left Abutment
Me gas cop i c CIa s sif i cation: _A __ N __ D..:...E S..;,...:I:...T..:...E_B_A..:...S.....:AL:...T ____________ _
PETROGRAPHIC ANALYSIS:
ROCK NAME: ANDESITE BASALT
MINERAL CONSTITUENTS:
Primary Minerals
Feldspar
Plagioclc:se
Potash Feldsp~
Quartz (
Opaque Minerals\
DESCRIPTION: ~
,p~fi">, < .. ~··
', Secondary Minerals
Calcite
se·r; cite
Chlorite
m
tr
tr
Massive microcristallioe rock characterized by holocrystalline intersertal
texture. Plagioclase~ forms a network of randomly oriented 1 aths and has an
anorthite content of about An44, that falling within the range of andesine.
Interstices are filled with a combination of potassium feldspar and opaque
minerals, and secondary minerals which include calcite and chlorite. Opaque
minerals occur as randomly dispersed equant grains and include in part pyrite.
Sericitization and chloritization is noninal. A thin irregular veinlet apparent
on a portion of the section is filled chiefly with calcite and subordinate
chlorite, potash feldspar and plagioclase.
note: m =minor constituent less than 5.0 percent in total volume.
tr =trace constituent less than 1.0 percent in total volume.
@ Converse Consultants Geotechnical Engineering
and Applied Sciences
C-10
PETROGRAPHIC REPORT
SHEET_1_ OF_1_
Project Name: Haines-Skagway Hydroelectric Project Job No.: 81-5165-16
Date Sampled: _____
1
Analysis By: S.M. Testa Date: March 1, 1982
Sample No.: Pet-DH 103 Source: Boring 103 at a depth of 7.6 feet.
Location: Left Abutment
Meg as cop i c CIa s s if i cation: ~GR~A..:..:.:N:.:::.O~D :.::I O:.:..:R...!..IT.!...:E=----------------
PETROGRAPHIC ANALYSIS:
ROCK NAME: GRANODIORITE
MINERAL CONSTITUENTS: /"''"
r '··
Feldspar \ .
Plagioclase /""'\. 40 "\
Potash Feldspar,~ , \. 1~5 ~.
Quartz J'-0
Biotite /'",~ _")~\ ..
Hornblen~ -·:..1\, _;,
,. "';,·\ ~ ...
DESCRIPTION:
•
::
Opaq[!.e Minerals
Apc.t'he
,:..Chlorite
,... Sericite
m
tr
tr
tr
Massive, fresh, coarse grlined rock characterized by holocrystalline, hypidio-
morphic-granular texture. Feldspar and quartz are roughly of equal dimension.
Plagioclase occurs as euhedral to subhedral crystals. Lath-like plagioclase
typically exhibits combined Albite-Carlsbad twinning and has an anorthite content
of about An4o, that falling within the compositional range of andesine. Potash
feldspar is predominately orthoclase, completely anhedral and interstitial to
plagioclase. Quartz is anhedral, commonly exhibits strained wandering extinction
and also occurs as a myrmekitic intergrowth; that being characterized by finger-
like bodies of quartz enclosed in plagioclase. Serici:ization of the feldspars
is nominal. Biotite forms independent flakes with ragged edges. Both biotite
and hornblende commonly show partial alteration to chlorite.
note: m = minor constituent less than 5.0 percent in total volume.
tr = trace constituent less than 1.C percent in total volume.
@ Converse Consultants G~ot~chnlcel Engin~~rlng
and Appli~d Sct~nc~s
C-11
PETROGRAPHIC REPORT
SHEET_1_0F_1
Project Name: Haines-Skagway Hydroelectric Project Job No.: 81-5165-16
Date Sampled: Analysis By: S.M. Testa Date: March 1 2 1982
Sample No.: Pet-8H 104-1 Source: Boring 104 at a de~th of 35.6 feet.
Location: Left Abutment
Megascopic Classification: ALTERED DIORITE
. ,,
PETROGRAPHIC ANALYSIS: ' ' .:''·'
'
ROCK NAME: ALTERED DIORITE ,..,~.,
~-:'(~A
\ · •. . ,
~1INERAL CONSTITUENTS: ..;;~'~"'\) '.\
,:--\ ·..;
"' · .. ,.
7 ">. Fe l d s par ,,,./"'·' •:t~ Opaque Minerals tr ..
Plagiocla'Se : 45. .,. Apatite tr V·
;'.
Quarr~ ,20 Sericite 20
8\tl-ti+e \ tr:c Calcite 10 .\ . ,lo,,, •. f~ Hor\pb·1~ende Chlorite tr
. .-;;,.-'-'
' .•.
\. ' ~~~ ·'
DESCRIPTION:
Massive, moderately altered, coarse grained rock characterized by holocrystal-
line, hypidiomorphic-granular texture. Plagioclase and quartz are roughly of
equal dimension. Plagioclase occurs as euhedral to subhedral crystals. Due to
considerable alteration of plagioclase to sericite, anorthite content was inde-
terminable. Quartz commonly exhibits strained wandering extinction. Both bio-
tite and hornblende are partially altered to chlorite. A thin irregular calcite-
filled fracture 2.0 mm in width transects the section.
note: m = minor constituent less than 5.0 percent in total volume. --tr = trace constituent less than 1.0 percent in total volume.
@ Converse Consultants G~ot~chnical Engin~~ring
and Applied Sci~nc~s
C-12
PETROGRAPHIC REPORT
SHEET_1 OF_1
Project Name: Haines-Skagway Hydroelectric Project Job No.: 81-5165-16
Date Sampled: Analysis By: S.M. Testa Date: March 1, 1982
Sample No.: Pet-DH 104-2 Source: Boring 104 at a depth of 140.5 feet.
Location: Left Abutment
Meg as c opi c CIa s s if i cation: _.:..:A:::..L T:..::.E:.:..:R:.=.E::...D _::D:..:.I~OR:.:.;I:....:.T..:E ____________ _
PETROGRAPHIC ANALYSIS:
ROCK NAME: ALTERED DIORITE
MINERAL CONSTITUENTS:
r'~~
Feldspar (·" .... \.
P 1 a g i_p.eta·s e
Quart{' .
'· \ . Opaque 'Minerals
Zircon
Apatite
DESCRIPTION:
···'
' 45
\20
~ '{:r
-'''f r
tr
\·
' 'l;;
Biotite
Sericite
Calcite
Ch 1 ori te
tr
20
10
m
Massive, moderately altered, coarse grained rock characterized by holocrystal-
1 i ne, hypi diomorphic-granul ar texture. Plagioclase and quartz are roughly of
equal dimension. Plagioclase occurs as euhedral to subhedral crystals. Due to
considerable alteration of plagioclase to sericite, an'Orthite content was inde-
terminable. Quartz is anhedral and exhibits 5trained wandering extinction.
note: m =minor constituent less than 5.0 percent in total volume.
tr = trace constituent less than 1.0 percent in total volu~e.
@ Converse Consultants Geotechnical Engineering
and Applied Sciences
C-13
PETROGRAPHIC REPORT
SHEET_1_ OF_1_
Project Name: Haines-Skagway Hydroelectric Project Job No.: 81-5165-16
Date Sampled: Analysis By: S.M. Testa Date: March 1, 1982
Sample No.: Pet-DH 107 Source: Boring 107 at a deeth of 49 .1 feet.
Location: Right Abu:ment
Megascopic Classification: ALTERED GRANODIORITE
$
PETROGRAPHIC ANALYSIS: .~
ROCK NAME: ALTERED GRANODIORITE ' '
MINERAL CONSTITUENTS: -~~"-' \ ';I
.
Fe l d s p a r ,,~~ .... '· Opaque Minerals -~ '· tr
Plagioc1ase ~ . 45\ '•-.,_ Chlorite m i
Potash Fel dsp((lr 15\ Sericite tr Quart i..., ........ ~s"'\ 25 \ ,.
Bi oti~ 7
Hornblende 'in
Apatite ' tr
DESCRIPTION: ;~
Massive, slightly altered, coarse grained rock characterized by holocrystalline,
hypidiomorphic-granular texture. Feldspar and quartz are roughly of equal dimen-
sion. Feldspar occurs as euhedral to subhedral crystals. Lath-like plagioclase
typically exhibits combined Albite-Carlsbad twinning and has an anorthite content
of about An4o, that falling within the compositional range of andesine. Potash
feldspar is predominately orthoclase, completely anhedral and interstitial to
plagioclase. Quartz commonly exhibits undulose extinction. Sericitization of
the feldspars is nominal. Biotite forms independent flakes with ragged edges.
Both biotite and hornblende show partial alteration to chlorite.
note: r.. = minor constituent 1 ess than 5.0 percent in total volume. --tr = trace constituent less than 1.0 percent in total volume.
@ Converse Consultants Geotechnical Engineering
and Applied Sciences
C-14
PETROGRAPHIC REPORT
SHEET_1 _ OF_1_
Project Name: Haines-Skagway Hydroelectric Project Job No.: 81-5165-16
Date Sampled: Analysis By: S.M. Testa Date: March 1, 1982
Sample No.: Pet-DH 108 Source: Boring 108 at a deeth of 373.1 feet.
Location: Surge Tank
Megascopic Classification: ALTERED GRANODIORITE
~ .. ·~~.
~ ..
PETROGRAPHIC ANALYSIS: fl
'.;': ..
~·(.,.. ~'
"{i."':tf.-• :;..
ROCK NAME: ALTERED GRANODIORITE ~ ' ..
.. ..
. /~, \ .
MINERAL CONSTITUENTS: ·~. . . ... ~\ l ..
·,
Feldspar /"'' Opaque Minerals m
Plagioclase 50 ..• Sericite m
Potash Feldspa~ 15 .. Chlorite tr
Quartz ./-... -20 " >~"ft' · •. 7 B i at i te:; , ·
Hornb le?rde
,
·-rr
' i
DESCRIPTION: ·'
...
Massive, slightly altered, coarse grained rock characterized by holocrystalline,
hypidiomorphic-granular texture. Feldspar and quartz are roughly of equal dimen-
sian. Feldspar occurs as euhedral to subhedral crystals. Lath-like plagioclase
typically exhibits combined Albite-Carlsbad twinning and has an anorthite content
of about An42, that falling within the compositional range of andesine. Potash
feldspar is predominately orthoclase, completely anhedral and interstitial to
plagioclase. Quartz commonly exhibits strained wandering extinction. Sericitiza-
tion of the feldspars is nominc:l. Biotite shows partial alteration to chlorite.
note: m = minor constituent less than 5.0 percent in total volume. --tr = trace constituent less than 1.0 percent in total volume.
® Converse Consultants Ge-ote-chnical Engineering
•nd Applied Scitonce-s
C-15
APPENDIX D
CONSTRUCTION MATERIALS TESTING
D.l GENERAL
A limited laboratory testing program was completed on samples of poten-
tial construction materials (fine and coarse concrete aggregate and
gravel embankment fill).
A potential concrete aggregate and embankment borrow site was identified
within the reservoir site near the vicinity of proposed dam site on West
Creek. An elevated alluvium terrace was explore.o ·t5y\ the excavation of
~· seven test pits and the observation of four existing cut banks, as shown
/'""" . on Drawing 8. 'I \
\
~·v••'\, ;.
Test pits were logged by our f\el~\epresentative; logs of these test
pits are included i~endix B\ \._'~/g:Q~een\,9Jilk samples were obtained
·-~ ~ of representative materials that ·~,e~~"'cdRsidered to have potential use
f(ot:'f"""'""'::' '!'· •: ..,.:~'~
in constru<l'ff().n. '-;,Approximately ~0 pounds of these materials were
shipped to s1?it,le,Qffi ce. l~&~tory of Converse Consultants.
'· \ -~~;)'
'\ ,!
'':', #
Laboratory test\Q.9·..,·"bn aggregate and embankment materials included 16
grain size analyses, which were the basis for selecting representative
samples to be subjected to other aggregate quality tests. Grain size
distribution curves are shown on Drawings No. D-1 through D-48.
Tabulated below are the type of aggregate quality tests and the numbers
of each performed. All tests were performed in accordance with AST~·1
standard test designations.
D-2
ASTM Test Number of
Type of Test Designation Tests Performed
Specific Gravity Cl27/128 5
Absorption Cl27/128 5
Sodium Sulfate Soundness C88 5
L.A. Abrasion Cl31 3
Bulk Dry Density C29 5
Maximum Dry Density D2049 5
Potential Rectivity C289 5
Petrologic Examination C295 5
Aggregate quality test results are summarized on Table D-1 and individ-
ual reports by Northwest Laboratories are included ,.as 'pa.ges D-9 through
D-18. A description of the petrologic e~rfi1nations and results are ,.
presented in Section 0.2 of this qP~.dix.
\~. :\, . -~ £-~>"""'"'>("'tiT..... .' '-..;;.; .,.. . § ,•
Five consolidated dra'jned triaxial, C,Oinptessi't~.n tests were completed on
selected samR~.e? to determine prel i'w;i~r..{)tre.~h properties f.or poten-
tial embankmen.t tSGil:s. The results~ these tests are shown on Drawings
0-1 through D-~.\ Th¢ bul!s. ... ~s,~les as returned from the field were too
coarse for our \ri.,,a..A al test apparatus. Therefore, in accordance with \,.,...
the methods suggested by Marachi, et al. (1971) and Lowe (1964), test
specimens were fabricated such that the maximum particle diameter was
one-sixth of the sample diameter (maximum particle size about 0.4
inches) and the gradation curve for the test specimen was parallel to
that of the bulk sample. These gradation curves are enclosed as Draw-
ings 0-6 through D-49. All test specimens were remolded to 95 per-
cent of the maximum dry density as defined by ASTM 2049 at water con-
tents of 8 to 9 percent.
D.2 PETROLOGIC EXAMINATION OF FINE AGGREGATE
Five samples of fine aggregate proposed for use in Portland-cement con-
crete were examined by stereoscopic methods. The samples are identified
as test pits TP-1 (SA-2), TP-2 (SA-2), TP-3 (SA-l), and TP-5 (SA-l), and
cut bank CB-2 (SA-l).
D-3
The five samples were examined in accordance with ASTM C 295, Standard
Recommended Practice for Petrographic Examination of Aggregate for Con-
crete. Seven size fractions of the sand were separated by sieving and
each fraction examined and analyzed in accordance with ASTM C 295. The
natural sand was separated into size fractions as follows: Retained on
U.S. Sieve No. 200, No. 100, No. 50, No. 30, No. 16, No. 8 and No. 4. No
quantitative analyses of the fraction passing the No. 200 sieve was at-
tempted.
Tile various canst i tuents were c 1 assifi ed with regard to their sui ta-
fi ne aggregate for Portland cement. Physi ca 1
either satisfactory, fair or poor; chemical
designated by either innocuous or deleterious.
bi 1 ity as ingredients of
condition is defined as
stability in concrete is
Satisfactory particles are classified as hard to/firm'' and relatively
~--\.
free from fractures, capillary absorptionr_:'1s v.ery small or absent, and
', '
the surface texture is relativel,x .. -n.~gh. Particles clas.sified as fair
exhibit one or two of the followin9''2tualities: firm to fhable, moder-
,.r·'"···· 'I '
at ely fractured, capi l!a~y absorp~,i on··: small to !)lOde rate, surface rel a-. . "· __ ,
tively smootjkilffd'\impermeable and 'yery lgy1 compressibility. Particles
\ ·. ·, ' ' i •'
classified as, poor exhibit one ort~ore of the following qualities:
~~ .· ~
friable to pulverulent, s2g,kE!~·"'when r1etted or dried, highly fractured,
deeply weathere'd, c_9;pi 11 ary absorption high and marked volume change
.. >-·'
with wetting and·'drying. Innocuous particles are those which will not
dissolve or react chemically to a significant extent with constituents
of the hydrating Portland cement, atmosphere or water under ordinary
conditions. Particles which are known to either react chemically under
conditions ordinarily prevailing in Portland-cement concrete or mortar
in such a matter as to produce significant volume change, interfere with
the normal course of hydration of Portland cement, or supply substances
that might produce harmful effects upon mortar or concrete are classi-
fied as deleterious.
0.2.1 Description
Test Pit TP-1, Sample SA-2
The sample consisted of 6.0 kg. of fine, dry sand. The sand is rather
simple in lithologic composition consisting predominately of subrounded
D-4
to round, fine to medium-grained granitic rocks and sub-angular to an-
g u 1 a r q u a rt z , w i t h m i no r s c h i s t , a n de s i t e , amp h i b o 1 e , m i c a , f e 1 d s par ,
epidote and opaque minerals. Percentage of individual constituents in
each size fraction have been tabulated and are presented on Table 1.
Only minor proportions of the sample are retained on the U.S. No. 4
sieve, consisting primarily of subrounded to round, fine to medium-
grained granitic rocks with minor basalt, notably andesite. The sand
retained in the No. 8 to 200 fractions consist primarily of granitic
rocks and quartz with minor amphibole. Particles of granitic rocks
progressively decrease in abundance with a decrease in grain size, being
absent in fractions sma 11 er than the No. 16 sieve. On the other hand,
quartz makes up only 11.0 percent of the No. 8 fraction~ bQt remains es-
• • ,J
sentially constant in amounts between 73.0 to 8~3 percent in the No. 16
~·pr· '
to 200 fractions. These particles are innoc~ou!(and free Jrom coatings
,,._:-:-·":", -~i-l. -
of precipitated mineral matter, silf'''a.r'\~lay. '' '-i· ', ~.
~ '. '-i;., -;<.-~..l~,;.
r, -··"'4,,~· -. .< '\ ~\ ' "
Particles that gr.e-··-moder·ately weathered;~ p6,rous ·~internally fractured
are classified\~;~~.·?~1~ fair. in physi~~~ity or constituents of ag-
gregate for condfe\e .. ', Such_ P.~ r~ 1 es constitute 2. 0 to 9. 7 percent of
seven fractions,\ a:yerc\:ging~.8 percent. Particles that are deeply
weathered or soft~¥,..'S"u~h as the micas, are classified as poor in phys-
ical quality as constituents of aggregate for concrete. Particles so
classified constitute nil to 3.9 percent of the various fractions exam-
ined, or an average of 1.8 percent. Such particles are present in the
No. 16 to 200 fractions, being most abundant (3.9 percent) in the No.
200 fraction.
The sample includes a small proportion of andesite. Intermediate to
acidic volcanic rocks, such as andesite, are similar in composition to
rock types known elsewhere to be potentially subject to a deleterious
degree of the alkali-silica reaction if used in concrete in combination
with Portland cement of high alkali content. HO\'Iever, such particles
constitute nil to 13.3 percent of the seven size fractions examined, or
an average of 2.2 percent, and are present in significant proportions in
only the fraction retained on the No. 4 sieve, which is negligible in
ar.1e>unt.
D-5
Test Pit TP-2, Sample SA-2
The sample consisted of 8.6 kg of fine, dry sand. The sand is generally
lithologically similar to sample TP-1 (SA-2) consisting of subrounded to
round, fine to medium-grained granitic rocks predominating in the No. 4
and 8 fractions, and subangular to angular quartz predominating in the
No. 16 to 200 fractions. Minor constituents include schist, andesite,
amphibole, mica, feldspar, epidote and opaque minerals. Percentages of
individual constituents in each size fraction have been tabulated and
are presented on Table 2.
Granitic rocks in the No.4 and 8 fractions constitute 95.7 and 87.0
percent of the fractions, respectively. ~1inor andesite and quartz
average 4.0 and 2.0 percent, respectively, in the two size fractions.
Quartz is relatively constant in abundance in the N.o. 16 through 200
,;,"';~.~
fraction ranging from 82.7 to 89.3 percent, av~agin~ 86.7 percent in
the five fractions examined. These pa~es are f onocuous and free
t. .of-1'1/ '
from coatings of precipitated mi_n~-~.~1 mat~·~~_.,,..?~ilt orcl\y.
\ \. ~ ··~f'/'1"·9-~
~. ,, ~ o'
Particles classified a~'O'nly fair in. ~'Rhysi~l\~uality constitute 2.3 to
4.4 percent of~ ... .!.~~e s"en size fractiio~\.xami~, averaging 3.1 .percent.
Particles ~:•""-~r't de~ply weather~o'Yson are classified as poor in
quality and '\oh~'tit~te nil ty.4 percent of the seven fractions exam-
~ ~'. <; -, \ .·~
i ned, or an a~ra_~~ -~f 0.8-percent.
\\ .,... ~J
I. ~·,# v-""
Andesite, similar to rock types elsewhere knovm to be potentially sub-
ject to alkali-silica reaction in concrete if combined with a high-
alkali Portland cement constitute 0.3 to 6.0 percent in the No. 4 to 30
fractions, averaging 2.2 percent. The No. 8 fraction contains the high-
est abundance of andesite, constituting 6.0 percent of the fraction.
Test Pit TP-3, Sample SA-l
The sample consisted of 8.3 kg of fine, dry sand. Lithogically similar
to JP-1 (SA-2) and TP-2 (SA-2), the sand consists predominately of sub-
rounded to round, fine to medium-grained granitic rocks and subangul ar
to angular quartz, with minor andesite, amphibole, mica, feldspar and
opaque minerals. Percentages of individual constituents in each size
fraction have been tabulated and are presented on Table 3.
D-6
Rounded to subrounded granitic rocks predominate in the No. 4 and 8
fractions in amounts of 95.7 and 89.3 percent, respectively, and ande-
site occurs in amounts of 2.0 and 4.3 percent, respectively. The sand
retained in the No. 16 to No. 200 fractions consist predominately of
quartz which is relatively constant in abundance ranging from 83.4 to
89.8 percent, averaging 85.8 percent. These particles are innocuous and
free from coatings of precipitated mineral matter, silt or clay.
Particles classified as only fair in physical quality constitute 2.3 to
3.7 percent of the seven fractions examined, averaging 3.1 percent.
Particles classified as poor in quality constitute 0.3 to 4.7 percent,
averaging 2.3 percent, in the No. 16 to 200 fraction, and are absent in
the No. 4 and 8 fractions. The greater abund~e~pf these constituents
~· ..
are in the No. 100 and 200 fractions, 4.7 an 1d 3.0 percent, respective-
ly. '\~~~.' • \
Andesite, similar to rock types elsewhe\(~~nown to''be potentially sub-
. ' ject to alkali-si1Jea····reaction in '~oncr~~ if combined with a high-
<-,: '·:
alkali Portland cement, constitute 0~3.)to 4.3 percent in the No.4 to 16
~ '<''
fraction~~~~{a"S.\ing 2.2 percent._--"fhe No. 8 fraction contains the high-
est abunda~ce '9f'·cndesite, constituting 4.3 percent of the fraction.
\;_ I' : •I
\.,-t!. \ "\ .,.
··~-· . I
Test Pit TP-5\ Sarfipl e SA-l
The sample consisted of 7.2 kg of fine, dry sand, lithologically similar
to the previously described samples, the sand consist predominately of
subrounded to round, fine to medium-grained granitic rocks and sub-
angular to angular quartz, with minor andesite, amphibole, mica and
opaque minerals. Percentage of individual constituents in each size
fraction examined have been tabulated and are presented on Table 4.
Rounded to subrounded granitic rocks predominate in the No. 4 and 8
fractions in amounts of 93.0 and 85.3 percent, respectively, with nil in
the No. 16 to 200 fractions. Sand retained in the No. 16 to 200
fractions consist predominately of subangular to angular quartz which is
relatively constant in abundance ranging from 84.7 to 89.1 percent,
averaging 87.2 percent. These particles are innocuous and free from
coatings of precipitated ~ineral matter, silt or clay.
D-7
Particles classified as only fair in physical quality constitute 2.3 to
5.7 percent of the seven fractions examined, averaging 4.2 percent.
Particles classified as poor in quality constitute 1.7 to 4.3 percent of
the No. 16 to 200 fractions, averaging 2.9 percent. The greater abun-
dance of these constituents are in the No. 50 fractions, being comprised
predominately of mica.
Andesite, similar to rock types elsewhere known to be potentially sub-
ject to alkali-silica reaction in concrete if combined with high-alkali
Portland cement, constitute 1.3 and 8.0 percent of the No. 4 and 8 frac-
tions, respectively.
Cut Bank CB-2, Sample SA-l
.-( ....
The sample consisted of 8.0 kg of fine, dry sand_../Lithogically similar
to the previously described samples, the ,$;a'fld consist predominately of
t"'"' .') ' ...
subrounded to round, fine to medium-gr'ct~~·d. granitic· .. rocks and sub-
angular to angular quartz, with·-·minor '~,ndesHe amp~i_hole, mica and
opaque minerals. Percen_t?ges of i ndi yi dua'l constituents in each size
~ ~ ' .
fraction examined ha.1·e been tabulated ···and a-t"e' presented on Table 5.
\ >'• \.
Rounded to s~P.'I"mtpded granitic rocks. "p..r€domi nate in the No. A and 8
~ .. ~
fractions in\amounts of 92.7 and 88:0 percent, respectively, with nil in \ . .
the No. 16 to"·"200· fracti6~~· "'Sand retained in the No. 16 to 200 frac-
tions consist 'pn~domi·nate ly of sub-angular to angular quartz which is
,,.,.,
relatively constant in abundance ranging from 83.0 to 89.1 percent,
averaging 87.1 percent. These particles are innocuous and free from
coatings of precipitated mineral matter, silt or clay.
Particles classified as only fair in physical quality constitute 1.7
to 4.6 percent of the seven fractions examined, averaging 6.1 percent.
Particles classified as poor in quality constitute 0.3 to 5.3 percent of
the No. 16 to 200 fractions, averaging 3. 7 percent. The greater abun-
dance of these constituents are in the No. 30 to 200 fractions being
comprised predominately of mica.
Andesite, similar to rock types elsewhere known to be potentially sub-
ject to alkali-silica reaction in concrete if combined with high-alkali
Portland cement, constitute 1.7, 3.0 and 0.7 percent of the No. 4, 8 and
16 fractions, respectively.
D-8
0.2.2 Conclusions
The five natural sand samples examined are satisfactory for use as fine
aggregate in Portland-cement concrete for permanent construction. All
five samples are similar in lithologic composition consisting primarily
of granitic rocks and quartz, with minor andesite, amphibole, mica and
opaque minerals, and trace amounts of schist, feldspar and epidote.
Rounded to subrounded granitic rocks predominate in the No.4 and 8
fractions ranging from 80.0 to 95.7 percent, averaging 89.1 percent in
the five samples examined. Angular to subangular quartz predominate in
the No. 16 to 200 fractions ranging from 73.0 to 89.8 percent, averag-
ing 85.8 percent in the five samples examined. These constituents are
innocuous and free from coatings of precipitated mineral matter, silt or
clay.
Particles classified as fair for fine~~~regate in Portland-cement
concrete consist of weathered type.~ whic'h. tn.,-the five '~amples examined
.f'-<1' '., \} ", ·~
range in abundance from 3.1 to 5~~ percent,-averag.ing 3.9 percent.
Particles classified as, .... 'P'Qor range f~Qm o.·B to 2.6 percent, averaging """" . ., '
1.7 percent, in the ~ve samples exam"in~·a. .
~ . $ ,·
~'~ ., ~. :····
'( ,.~ .. '\', \ .-' •'
The samples ~nt.luded small amo.unts of andesite which is classified as
" deleterious ahp potential-lY subject to the alkali-silica reaction in ...
concrete. Alkali-:-s._tl ica reactivity occurs as concrete is setting and
hardening. Hydration of the cement takes place and alkalies are releas-
ed which in turn react with all silicates and silica-minerals. In the
five samples examined, andesite constitutes from 1.3 to 13.3 percent,
averaging 4.4 percent in abundance, in the No. 4 and 8 fractions. The
greater preponderance of andesite occurs in the No. 4 fraction in sample
TP-1 (SA-2), and in the No. 8 fraction of sample TP-5 (SA-l) at 13.3 and
8.0 percent, respectively. It should be noted that significant propor-
tions of andesite occur in only the fraction retained on the No. 4 sieve
in sample TP-1 (SA-2), which is neglible in amount. Considering all
seven fractions examined, andesite constitutes only 0.8 to 2.2 percent,
averaging 1.3 percent.
ASTM DESIGNATION D 422
Sample Location Soil Type Gradation
and Number (USCS)
Sample 1 sw X
TP-1
22-4.5'_ --·-f--
Sample 2 SW-SM X 5.o-6.0'
Sample 1 SM X 3.o-3.5'
TP-2 1--'---·---·-----
Sample 2 GP X 4.5-5.0'
Sample 1 TP-3 GW X 3.o-3.5'
!------·----
TP-4 Sample 1 GW X 3.o-3.5'
Sample 1 sw X 2 5' t---=-·----------
TP-5 Sample 2 SM ~ 3.51
1---·----Sample 3 ML \. x'\ ', 4.5' \ ·.
··•.
Sample 1 SP X 2.7-3.5' I--TP-6 t---·---
Sample 2 '-•
3.9-4.9' ML X
Cut Sample I GW X Bank 2.o-3.0'
1
Cut Sample 1 Bank GW X
2 5.o-6.0'
Cut Sample 1 Bank sw X
3 4.o-5.0'
Cut Sample 1 GW X Bank 5.o-6.0'
4 -'---------
Sample 2 SP X 8.2-10.0'
c 295
Petrographic
Analysis
---
X
1--'----
X
X
!----
Table D-1
LABOR A TORY TEST SUMMARY
Potential Concrete Aggregate
c 127 C128 c 88
Bulk Absorption Specific Gravity Absorption Sodium Sui fate
Sped fi c Gravity (%) (Sot. Surface Dry) (%) Soundness
(Sot. Surface Dry) Coarse Grain Fine Groin Fine Grain (% I ss)
Coarse Grain coarse [fine
----·-r-·--1---------!-----1---r---
2.63 1.6 2.49 4.8 0.8 4.4
.
-------.. :...._ ~------1------1---
2.66 ..,.,~, 0.7 ., 2.64 2.0 0.8 2.7
.} . >;
'(~ ;· 2;.3
~.;... ,'._~
2.59 \ ''~> 2.60 1.8 1.1 4.1
~ r --... ,;:..___ -,, ·; ----·-~--~-------f---1--\ ·· ...
·• \·;.. ... \
~~, ' ?
!i\. 2. 0.6 2.61 1.4 1.2 5.1 ~~
It:: ' ,_.__ ---I---f----'\;-V ~~ iC __
~------------
~-i,~ t----1------------1--'----
• c .
'· ~
I ;
~-r-------r-----1--------,_.._ ___
1--1---
X 2.66 0.7 2.64 0.9 1.4 6.4
----·-~------r-------!------------1-----,__
c 131 c 29 D 2049 c 289
L.A. Abrasion Dry Bulk Maximum Potential Reactivity Triaxial
500 Revs Density Dry (millimole~iter) Test
(% loss) (ocO Density dissolved reduction in
loose compact (pcf) Silica Alkalinitv
coarse [tinE coarse I fine
-----1------r------t-t---,__ --
105 110 127 11 10 108 115 X
~-----f-----1--'----1---f--1--'----1---~1
51.7 129 140 135 11 9 138 155 X
45.5 117 123 131 9 9 83 118 X -----1-----i---1----1----,_.__ f---
I
113 115 128 9 6 75 100 X -----1---i-----·---t--t----r---,_.. __ -
1-----t-----·-t--t-I---I------
I
i I
1-------,_._ -1--'--t----t---t--r---r----
-
48.4 121 133 135 9 9 90 140 X
f-------i--------r---1----1----·-
Converse Consultants
NORTHWEST LABORATORIES
of Seaulc. in corpora ted
Technical Services for: Industry, Commerce, Legal Profession & Insurance lndustrv
1530 FIRST AVENUE SOUTH • SEATTLE, WASHINGTON 98134 • Telephone: (206) 622·0680
Report to: Converse Consultants Date: March 2, 1 982
Report on: Aggregate Lab. No. E 24424-1
IDENTIFICATION:
Pit Run Aggregate samples submitted
Haines-Skagway Hydro (#81-5165-16)
Sample TP-1, S-2 (52.4 lbs.)
LOS ANGELES ABRASION TEST -ASTM Cl31
Coarse Aggregate;
Grading
Wear After 500 Revolution$~%
/'
,A t
SOUNDNESS TEST -.,-ASTM C88
"" ~~
;, )
. 'Q:{
.·'\
,~~ ... :::~,
..t'" ~ ' ,'
I ~sufficient Samp,le
to cpnduct tests.
Coarse Aggreg~e(
1).
\ Ori.gi na h..,,,;Wei ght of Test
Grading Fraction Before
.~ Test, gms
% Passing Finer
Sieve After Test
Actual % Loss Passing
1 ~-;:I'
" 3/4 11
3/8 11
#4
Totals
Retained".
3/4 11
'
3/8 11
#4
',, ...
47
33
17
3
100
1 ,520
1 '01 0
300
2,830
0.66
0.84
l. 00
l. 00
Major loss due to crumbling and flaking -no splitting occurred
Fine Aggregate:
#100
#50
#30
#16
28
r;4
3/8 11
Tota 1 s
±100
r;50
:= 30
::16
:=8
;=4
3.7
8.5
18. 1 100 5.0
18.4 100 2.0
22.3 100 9.0
24.7 100 4.0
4.3 4.0
100.0 400
Weighted Aggregate
Corrected Percent
Loss
0.31
0.28
0.17
0.03
0.79
0.91
0.36
2. 01
0.99
0. 17
4.44
NORTHWEST LABORATORIES
Converse Consultants
E 24424-1
Page 2
of Seattle, Incorporated
POTENTIAL REACTIVITY OF AGGREGATE: ASTM C289
Sample
Reduction of Alkalinity, Rc*
Dissolved Silica, Sc*
*Millimoles per liter
Coarse
108
11
Fine
115
10
t~.-,<-~-·~/.~\
Reference Figure 2 ASTM C 289, the Aggreg&<tes·~·fall well within the
area considered innocuous. \ · ,. ,, ..... r .,.-r~,......;. ~.; ~~ ..
\.,,, !.~-.=-) "\ ':. . -~:.: -~.._.
~~(~ 't ~·
-'\. \\j._.)
'. __ ;-~'i,\ \f:;
~·") ~ORTHWEST LABORATORIES
lb
NORTHWEST LABORATORIES
of Seattle, Incorporated
Technical Services for: Industry, Commerce, Legal Profession & Insurance Industry
1530 FIRST AVENUE SOUTH • SEATTLE, WASHINGTON 98134 • Telephone: (206) 622-0680
Report to: Converse Consultants
Report on: Aggregate
IDENTI FICATIOr;:
Pit Run Aggregate samples submitted
Haines-Skagway Hydro (#81-5165-16)
Sample TP-2, S-2 (81.5 lbs.)
LOS ANGELES ABRASION TEST -ASTM Cl3l
Coarse Aggregate;
Grading
Wear After 500 Revolution~-~
,.~-r.$
~-
·,,
SOUNDNESS TEST,.¢~~"'A~4"J~ C88
't. ~':.'' v
Coarse Aggrega"t\e :· .. ~"' ,,r
·5,_1 • 7
\'. ~-Original-·Weight of Test
Gr~ding Fraction Before
Retained\ .. ·/% Test, gms Passing
l l II ':2
3/4"
3/8"
#4
Totals
~~ajar lass
3/4"
3/8 11
#4
due to
Fine Aggregate:
#100
#50 #100
#30 #50
#16 #30
#8 #16
#4 #8
3/8 11 #4
Totals
47
33
17
3
100
crumbling
3. 7
8.5
18. l
18.4
22.3
24.7
4.3
100.0
and
Nature of Solution-Saturated
l '514
l ,000
300
2,814
flaking
100
100
100
100
400
Sodium Sulfate
Date: March 2, 1982
Lab. No. E 24424-2
% Passing Finer
Sieve After Test
Actual % Loss
3.0
4.0
4.0
2.0
0.93
0.80
0.67
0.67
2.0
Weighted Aggregate
Corrected Percent
. Loss
0.44
0.26
0.11
0.02
0.83
0.54
0.74
0.89
0.49
0.09
2.75
NORTHWEST LABORATORIES
of Seattle. Incorporated
Converse Consultants
E 24424-2
Page 2
POTENTIAL REACTIVITY OF AGGREGATE: ASTM C289
Sample
Reduction of Alkalinity, Rc*
Dissolved Silica, Sc*
*Millimoles per liter
Coarse
138
11
Fine
155
9
/<>
Reference Figure 2 ASTM C 289, the Aggre~d~i· fall well"within the
area considered innocuous. '~ 't
lb
.. / ......
\:.,.
-:""
NORTHWEST LABORATORIES
~/i ~ ~~({)[~
ALBERT 0. WAHTO
NORTHWEST LABORATORIES
of Seattle, In corpora red
Technical Services for: Industry, Commerce, Legat Profession & Insurance lndustrv
1530 FIRST AVENUE SOUTH • SEATTLE, WASHINGTON 98134 • Telephone: (206) 622·0680
Report to: Converse Consultants
Report on: Aggregate
I DENTI FI CATION:
Pit Run Aggregate samples submitted
Haines-Skagway Hydro (#81-5165-16)
Sample TP-3, S-1 (87.25 lbs.)
LOS ANGELES ABRASION TEST -ASTM Cl3l
Coarse Aggregate;
Grading
/""
Wear After 500 Revolutions, %11
SOUNDNESS TEST -AS6.
~--;
-~f!...
;:~i5
Coarse Aggregpiif:"!~·~·'\,
"<A. ··:· .... Original Weight of Test
\ ' ·.. ·.Grading ...... Fraction Before
Passing Retat:ned · Test, oms
1~11 3/4 11 . 47 1 ,520
3/4 11 3/8 11 33 l '01 0
3/8 11 #4 17 300
#4 3
Totals 100 2,830
Major loss due to crumbling and flaking
Fine Aggregate:
#100 3.7
#50 #100 8.5
#30 #50 18. 1 100
#16 #30 18.4 100
#8 #16 22.3 100
#4 #8 24.7 100
3/8 11 #4 4.3
Totals 100.0 400
Nature of Solution-Saturated Sodium Sulfate
Date: March 2, 1982
Lab. No. E 24424-3
% Passing Finer Weighted Aggregate
Sieve After Test Corrected Percent
Actual % Loss Loss
5.0
4.0
6.0
4.0
4.0
l. 32
0.99
0.67
0.67
0.62
0.33
0.11
0.02
1.08
0.91
0.74
l. 34
0.99
0.17
4.15
NORTHWEST LABORATORIES
of Seattle. Incorporated
Converse Consultants
E 24424-3
Page 2
POTENTIAL REACTIVITY OF AGGREGATE: ASTM C289
Sample Coarse
Reduction of Alkalinity, Rc* 83
Dissolved Silica, Sc* 9
*Millimoles per liter
~"''" ... ~),
·,>)
.... \ ,:,;
Reference Figure 2 ASTM C 289, ,the Agg'r~g~'e? fa 11
area considered innocuous. ,,,r' ·::\ "'·
~--·· \\~ <"' ; \ \ ~
Fine
118
9
welJ within the
NORTHWEST LABORATORIES
'.:-
\~
lb
\
~·~ ~ac~
ALBERT 0. WAHTO
NORTHWEST LABORATORIES
of Seattle. incorporated
Technical Services for: Industry, Commerce, Legal Profession & Insurance Industry
1530 FIRST AVENUE SOUTH • SEATTLE, WASHINGTON 98134 • Telephone: (206) 622-0680
Report to: Converse Consultants Date: March 2, 1982
Report on: Aggregate Lab. No. E 24424-4
IDENTIFICATION:
Pit Run Aggregate samples submitted
Haines-Skagway Hydro (#81-5165-16)
TP-5, S-l ( 46.8 l bs. )
LOS ANGELES ABRASION TEST -ASTM Cl3l ,-
/~.t;!\ Coarse Aggregate; (.,. '>
Grading (hsuff:icient Sample
to"'·:Conduct Test·'
Wear After 500 Revo l uti O)J.S, 7~ ,.,,..,.,..
SOUNDNESS TEST -AST~ C88
.~-.
Coarse Agg~~e: ·
"'· ' \ '
Original Weight of Test
·Grading · Fraction Before
Passing Retai~ed % Test, gms
~' p II "2 3/4" 47 l ,520
3/4" 3/8" 33 l '015
3/8" #4 17 300
#4 3
Totals l 00 2,835
t•1ajor loss due to crumbling and flaking
Fine Aggregate:
#100 3. 7
#50 #100 8.5
#30 #50 18. l l 00
#16 #30 18.4 100
#8 #16 22.3 l 00
#4 #8 24.7 100
3/8" #4 4.3
Totals 100.0 400
r~a t ure of Solution -Saturated Sodium Sulfate
% Passing Finer
Sieve After Test
Actual % Loss
1. 15
0.99
1. 33
1. 33
8.0
5.0
5.5
5.0
5.0
Weighted Aggregate
Corrected Percent
Loss
0.54
0.33
0.26
0.04
l. 17
1.45
0.92
l. 23
l. 24
0.22
5.06
NORTHWEST LJ~BORATORIES
of Seattle, Incorporated
Converse Consultants
E 24424-4
Page 2
POTENTIAL REACTIVITY OF AGGREGATE: ASTM C289
Sample
Reduction of Alkalinity, Rc*
Dissolved Silica, Sc*
*Millimoles per liter
Reference Figure 2 ASTM C 289,
area considered innocuous.
">
lb
Coarse
75
9
Fine
100
6
NORTHWEST LABORATORIES
~~a~
ALBERT 0. WAHTO
CONfiOl,.,TIAL R~,.o-.:T • PUIII.ICATIOtrol •tCHTS •l.t.l•\'1:0 ,.INOt,..C w•tTTI[frrll Av'THO"tlATIOH.
NORTHWEST LABORATORIES
of Seaule, Incorporated
Technical Services for: Industry, Commerce, Legat Profession & Insurance Industry
1530 FIRST AVENUE SOUTH • SEATTLE, WASHINGTON 98134 • Telephone: (206) 622-0680
Report to: Converse Consultants
Report on: Aggregate
IDENTIFICATION:
Pit Run Aggregate samples submitted
Haines-Skagway Hydro (#81-5165-16)
CB-2, S-1 ( 70. 1 1 bs. )
LOS ANGELES ABRASION TEST -ASTM Cl3l
Coarse Aggregate;
Grading
Wear After 500 Revolutions, % /
SOUNDNESS TEST -ASTM C88
... r•·
/ / ' ;.
Date:
Lab. No.
March 2, 1 982
E 24424-5
Coarse Aggregate: c;
,,,P'"'··
(tpined.
Original
Grading
Weigbt -~f Test % Passing Finer Weighted Aggregate
Fraction Before Sieve After Test Corrected Percent
Passing
l l II ~
3/4"
3/8"
#4
Totals
~-' ' .
3\4'1 .
3/~:
l~ajor 1 oss due to
Fine Aggregate:
#100
#50 #100
#30 #50
#16 #30
#8 #16
#4 #8
3/8" #4
Total::
Ol
--'l_o -./
100
crumbling and
3. 7
8.5
18. 1
18.4
22.3
24.7
4.3
100.0
Nature of Solution -Saturated
Test, gms Actual % Loss Loss
1 '538
1 '015
300
2,853
flaking
100
100
100
100
400
Sodium Sulfate
l. 17
l. 48
2.00
2.00
10.0
6.0
8.0
6.0
6.0
0.55
0.48
0.34
0.06
1.43
l. 81
l. 10
l. 78
1.48
0.26
6.43
::-_'-o'FiClr~TI;:..L Pfr>r:•h'-.-PlJELir/~110t~ PIG~TS P[S:C.P\![L (_T~.Dit·•C. ~·;PITTEN AUTHCRIZATI0~-1
NORTHWEST LABORATORIES
of Seattle, Incorporated
Converse Consultants
E 24424-5
Page 2
POTENTIAL REACTIVITY OF AGGREGATE: ASTM C289
Sample
Reduction of Alkalinity, Rc*
Dissolved Silica, Sc*
*Millimoles per liter
Coarse
90
9
Fine
140
9
Reference Figure 2 ASTM C 289, the Agg\,e,gaJ)s fall'l:we\1 within the
a rea considered innocuous. · " \ \.:.
lb
'\:~~\.. "1> .\ <'.' .~
\ \
"\>'
.AtORTHWEST LABORATORIES
~~/!~. ~gL.'-C~---r-
ALBERT 0. WAHTO
TABLE 1
PETIWGRAPHI C ANALYSIS OF F 1 NE AGGREGATE
TEST PIT TP-1, SAMPLE SA-2
Amount as Number of Particles (percent)1 Retained on Sieve Fractions Shown Below
Canst i tuents
Granite
Weathered Granite
Andesite
Schist
Quartz
Weathered Quartz
Deeply Weathered Quartz
Amphibole
Mica
Feldspar
Epidote
Opaque t1 i nera 1 s
No. 42
,, ..
/
80. lJ.~
6. 7 ·,,"'
13.3
,.
\.
~ ........
No·. 'B. No. 16
85.3 13.7
0.7 .·'\\ 1.0
1.7 \ '\ 0. 3
-- --
./''
t~,O 73.~
·'\ 1.~~
--\~ .. ~<,.· . ,,"f;·
,;" ·'ll 3 ( ~ .
\' 0.3,
\
"
·~-·
No. 30 No. 50 No. 100 No. 200
0.3
--0.3
77.4 83.4 88.3 80.0
9.0 2.7 4.0 5.0
0.7 --0.8 1.6
./, 11.0
'
12.7 5.3 9.7
' .,\_1 .o 0.6 1.3 2.3
0.7
0.3
0.3 ' 0.3 0.3 0.7
'.
1Based on examination and identification of a minimum of 300 particles in each of the size fractions shown unless
otherwise noted.
2Based on examination and identification of 15 particles.
The various constituents are classified as follows with regard to their suitability as ingredients of fine ayyre-
gate for Port 1 and-cement concrete:
Sat is factory:
Fair:
Poor:
granite, andesite, schist, quartz, a1ophibole, feldspar, epidote, and opaques.
weathered types.
deeply weathered quartz and micas.
TABLE 2
PETROGRAPHIC ANALYSIS OF FINE AGGREGATE
TEST PIT TP-2, SAMPLE SA-2
Amount as Number of Parti~les (percent)1 Retained on Sieve Fractions Shown Below
Constituents
Granite
Weathered Granite
Andesite
Schist
Quartz
Weathered Quartz
Deeply Weathered
Amphibole
Mica
Feldspar
Epidote
Opaque Minerals
Quartz
No. 4
,.,....,
N~,.~ \ No. 16
<. , • .-~ ,~-' ,, " }
No. 30
94.7 \ :8r~·o .~ 0.3 3.7
3.0
2.0
0.3
\
'
'•' J:o
6.0
4•,0 -,,
//"'{). 3
\
o\3
\, ' :.
_ ... --
0.3
89.0 86.7
4. 0 -," 2. 3
o.a '"' ~·~ -41-"'..;./
.>t'lt'
_,;.· 6.7
<!';·.:·
~?~r~P'\'\--
.. · <\ \
'\'-'0.3
___ ,_.
,-... -;.,~ ·~
"\
'
· .. ·.~
No. 50 No. 100 No. 200
1.0
85.6 89.3 82.6
2.7 2.3 4.3
0.3 0.7
7.7 5.7 10.0
0.7 1.7 1.7
1.7 0.7 0.7
0.3
0.3
1Based on examination and identification of a 1ninimum of 300 pari~cles in each of the size fractions shown.
The various constituer~s are classified as follows with regard to their suitability as ingredients of fine aggre-
gate for Portland-cement concrete:
Satisfactory: granite, andesite, schist, quartz, amphibole, feldspar, epidote, and opaques.
Fair: weathered types.
Poor: deeply weathered quartz and micas.
TABLE 3
PETROGRAPHIC ANALYSIS 0~ FINE AGGREGATE
TEST PIT TP-3, SAMPLE SA-l
Amount as Number of Particles (percent)1 Retained on Sieve Fractions Shown Below
Constituents
Granite
Weathered Granite
Andesite
Quartz
Weathered Quartz
Deeply Weathered Quartz
Amphibole
Mica
Feldspar
Opaque Mi nera 1 s
No. 4 No. 8
95.7 89.3
2.3 2.7
2.0 4.3
3.7
·'jl'~ ~-~·ro , No. 30 If,.~> · ' ··~j \
9 .. ;-
\. 0.7
0.3
__ ,\ __
--
J
85.7 S5.3
~
2. 7 3.7
--~>"'~ ,-'<U~;.;t>'!"">"·
11 ~ _,-«··~ • -~-~. <~ .. :;#-• •j ·'I~-.)>"
o. 3 ~· · . ("''a. 7
0=},~
•.. ,.... .. \ l.Oc' )
'
: _p,
\
No. 50 No. 100 No. 200
89.8 83.4 85.0
3.3 3.3 3.7
0.3 0.7
4.0 8.0 7.3
2.0 4.0 3.0
0.3 0.3 0.7
0.3 0.3 0.3
1Based on examination and identification of a minimum of 300 particles in ea~;\Of the size fractions shown.
The various constituents are classified as follows with regard to tht!fr suitability as ingredients of fine aggre-
gate for Portland-cement concrete:
Satisfactory: granite, andesite, quartz, amphibole, feldspar, and opaques.
Fair: weathered types.
Poor: deeply weathered quartz and micas.
TABLE 4
PETROGRAPHIC ANALYSIS OF FINE AGGREGATE
TEST PIT TP-5, SAMPLE SA-l
Amount as Number of Parti~les (percent)1 Retained on Sieve Fractions Shown Below
Constituents
Granite
Weathered Granite
Andesite
Quartz
Weathered Quartz
Deeply Weathered Quartz
Amphibole
Mica
Opaque Minerals
No. 4
93.0
5.7
1.3
No. 8A No. 16
.,.., . .,.. \
' ,, \
-85.3~·_; ~
. ·.• .. .A'
3. 7 .>
8.0
3.0
--\,.
.'A\
\
85.!
·5.7
No. 30
84.7
5.3
1. 0 .f"
··"'7 3 '\ ,; -~·· • ·: -·<~; _.>
\. {· .. _x· <"
7.0
3.0 · .. ,.·. a··-7 .r ' ' .. ' ... :-?~'
_,_ ··')A\
'"' .. ) .. ·~-·
No. 50
89.1
3.3
3.0
4.3
0.3
No. 100
89.0
4.0
0.7
3.7
2.6
No. 200
88.1
2.3
7.3
2.3
1Based on examination and identification of a minimum of 300\pa~ticles in each of the size fractions shown.
The various constituents are classified as follm'ls with regard to their_ suitability as ingredients of fine aggre-
gate for Port 1 and-cement cone rete: ... . ·
·~ ........
Satisfactory: granite, andesite, quartz, amphibole, and opaques.
Fair: weathered types.
Poor: deeply weathered quartz and micas.
TABLE 5
PETROG~APHIC ANALYSIS OF FINE AGGREGATE
CUT BANK CB-2, SAMPLE SA-l
Amount as Number of Particles (percent)1 Retained on Sieve Fractions Shown Below
Constituents
Granite
Weathered Granite
Andesite
Quartz
Weathered Quartz
Deeply Weathered Quartz
Amphibole
Mica
Opaque Minerals
No. 4 No. 8
92.7 88.0
4.3 1. 7·
1.7 3.0
1.0 ].3
0.3 \i:~-
__ -//'
No. 16 No. 30 No. 50 No. 100 No. 200
0\7 .,
88.0 83.0 88.7 89.1 86.7
'4.3 4.0 3.0 2.3 2.7
--~t 0.7 --0.3
i~~ ,, •'1i' 7 --~~ '· 8.7 3.7 4.3 5.0 "' ·:!"'" . /""
ci'' 3 " . / ... ;::··~ 3.6 4.3 4.0 5.3
.. , 0.3 0.3 .... -' .. ~ --.·:'· ...,-.;..._
1Based on examination and identification of a minimum of 300 particies in each of the size fractions shown.
The various constituents are classified as follows with regard to their suitability as ingredients of fine aggre-
gate for Portland-cement concrete: .•.. "''
Satisfactory: granite, andesite, quartz, amphibole, and opaques.
Fair: weathered types.
Poor: deeply weathered quartz and nncas.
t:: .,
~
¢
cr. ...
c:::
1-"' c 0
I c::: ...
0 0
1-
<
>
10.1
0
0
1-
< a:
C'l.)
C'l.)
w a: ..., .... o
C'l.l' .... _,•o
< ' o.'
(,)
z -a:
0.
z
c a:
1-
C'I.)
~ 0
C::> .............
W>
~<J
::::>
-I
0
>
..,, . ...,.,--. .,....,..,..,.... ---· --;·~·'•· --·
5 lQ 15
50
40
30 ~· • ----+ ;· ~~;!_. ~~ : . --. . -. . -:-:::-===+=r; t-:;:::::r-1
___ -{·_~ . ~~+---~~-:_L-; ~ •. : = --J . ..: 20
10
0 :···-........ . 7.00_ ---.. _ ~ ~-·. -. '"-~·•: ;;·· ... ,-\...,. 7
"
1
1' 1 ·r ,n
11
. :
-·u--. li ~ ~ ~ '1 I I I I I I i
_J •
_J <1:0
0 _z
6.00
m x._
:::!; ::!en >-cc:w 5.00
(f) t-1-
4.00
• 1
3.00
• 2
~.00 • 3
1 .. 00 ·-=--~~ ---=-· --~-~-,---. ~n~--f·---~-· ..... ~>"~~-~-~;-~ .• Lf--~:=!TE l! "~~+±J
+1.00l=~~~~~~~~~~~F3±E~~~~~~~HltH~~~
0.00 NOTES: (1)
(2)
-,_00 (3)
-2. 00 -1--~~-
-3.00 ----~----~~-"~~-t
-4.00-+---·-~ 1-.LL.--'-~+ ; -'~ ~ ~31~1 ~
5 00
=.:. .. ---·-. .. -. . :--=------· . -T, ·1 :-::.-:::t:;=iJ.:..:.l.+ . .;.~-~ ·--~ '~iJfliJU ... -• ...... ·---: ' . ---I ~---~-...;__ J ~~-' +· .L . :±J. . :
A)(IAL STRAIN (Ill)
..... u.
0
~ .....
a: c w
J:
0
.. i.
¢1 == 41.5°
NORMAL
1-;:: INITIAL FINAL ( 1 )TEST VALUES AT FAILURE
D.. w 1.1..
_J ~
fvOLUME 1-a_ J: DRY WAT DRY WAT APPL DEV EFF EFF
0 :::!' 1-LAT STRESS ~HANGE LAT w <{. a_ DENS CONT DENS CONT VERT
(f) w (PCF) (%) PRESS t:,V PRESS STRESS ... 0 (PCF) (%) ( KSF) (KSF) (2) (KSF) (KSF)
1 2 5-6' 120.6 9 14.4 25.0 +0.1 5.8 30.8
1 2 120.6 9 14.4 33.8 +0.4 8.6 42.4
1 2 120.6 9 14.4 43,9 ~0.8 11.5 55.4
FAILURE DEFINED BY MAXIMUM DEVIATOR STREaS
VOLUME INCREASE IS POSITIVE; VOLUME DECREASE IS NEGATIVE.
Samples remolded to 95% of maximum dry density (ASTM D2049).
INITIAL
BACK
PRESS DESCRIPTION
USED
(KSF)
8,6 SP
5.8
2.9
CONSOLIDATED DRAINED TRIAXIAL COMPRESSION TESTS
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway. Alaska
for R.W. Beck and Associates, Inc.
@ Converse Consultants
Project No.
81-5165
Drawing No.
D-1
~~--"-.......;.,. ---··-~···---~ '""---
llllllllllllilllllllllllllllllllilll-llllllllllllllll ______________________________________ llllliilliiiilililll!iilllliiioillllilllllllllllfllllilliilillllllliiiiilllliRIIIIIIiililiil ..... _,;;;;g:~~aiiiiiiZIIZ-i!BIC!IIII!l=IIIL::':.!!SIII!!ililli~III:::Jii~IE::IIil!!!ll::I!IIIIIII;E:=I,..I:IIIII:!~~~~~,:;-·~;""P"'-:-·--.. ~ .. ~-.::;::::?V,·""""5'ii""-w-'" ~"-:··~----:-. :ZZ.._iii" A;C'::::;ift-., .w~~;::;;:~:c;t:"l£t>.:-l_.:;.:p.~
1!:
oJ)
~
fJ)
fJ)
w
a:
"' ... 0 fJ) I .... a: b
0 ...
<
> w
0
0 ...
<
a:
fJ)
fJ)
w
a: "' ... lb
(I) ....... ....
_,lb
<" o."
0 z
a:
0.
z
< a: ...
Cl)
0 0 a::;:.. .............
W> :E<l
::::> _,
0 >
50
40
30
20 +-+-•-+
10
0
7.00
6.00
5.00
4.00
3.00
2.00
1.00
..:..1 .00
0.00
-1.00
-2.00
' : l;-.·-. ~-.
-_J
-3.00-------~-
5 10 15
''
. tn+t:t• '=H+J ! I I ' ' f.-+..l.-"··•-~-1 ,., ' ' ' . --'-{-·~--• < •·+-r-;·• ' • :·i-1 I ' ' '-·j±h=·~-,.., l' ; ' '_, ' • I ; I •· ' .., 1 l""t ' , I '
-5.00 --. AXIAL STRAIN (IJ.)
... J -.J <10 0. UJ
0 _z .J m XI-... a.
:::l; ::!(I) (I) ::!:
r a::w w <C.
(/) 1-1-(/) ...
• 1 2 2
• 2 2 2
• 3 2 2
-
30~~-+~~~~~~~~~~~~~~~~~~~~~~~~~
....
1.1..
Cl)
~ ....
Cl)
Cl)
~o~~~~~~~~~~~~~~~~dr~~~~~~~ ...
Cl)
a: < w
::t:
Cl)
10~-+~--~~~~~~-+~--+-~-+--~~~~~~~~~~~~~--
~-r~ r :t.:!. 0 -··
3 w
NORMAL STRESS
INITIAL FINAL ( 1 )TEST VALUES AT FAILURE
INITIAL ;-:
u.
BACK ~ APPL jVOLUME EFF EFF :r DRY WAT DRY WAT DEV DESCRIPTION 1-DENS CONT DENS CONT LAT ~TRESS ~HANGE LAT VERT PRESS a. USED w (%) (PCF) (%) PRESS ( KSF) b.V PRESS STRESS 0 (PCF)
(KSF) (KSF) (KSF) (2) (KSF)
4.5-5 133.0 8 14.4 32.7 -0.7 5.8 38.5 8.6 GP
133.0 8 14.4 43.1 -0.5 8.6 51.7 5.8
133.0 8 14.4 55.2 +0. 1 11.5 66.7 2.9
NOTES: (1) FAILURE DEFINED BY MAXIMUM DEVIATOR STRESS
(2)
(3)
VOLUME INCREASE IS POSITIVE; VOLUME DECREASE IS NEGATIVE.
Samples remolded to 95% of maximum dry density (ASTM 02049).
CONSOLIDATED DRAINED TRIAXIAL COMPRESSION TESTS
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ Converse Consultants
Project No.
81-5165
Drawing No.
D-2
--~ .. . ---·--·· ·--·---
5 10 15
! :
• t
-~ :l.,
....... . "\
;;;;
~
0
(f)
w a:
1-"' -2Cl
(f) -
a: ... .....
0
1-
< -> 2C)
w
0
~o
0 .r ·--:~ ~,:-:~
0 -1-< t.O a:
0
(f)
w a: ....
1-IC
tn' -_.IC
< ' a.
0
z
a:
a.
z
< a:
1-m
2 :::>
0::>
1--W> ::e<
:::1
..J
0
>
:.o
L.O
::.o
:£.0
•. 0
, .0
C.O
-l.O
-2.0
-3.0
-4.0
. ; ;
A)(IAL STRAIN ('It)
-··--·~--------~-------------------... -----
' ' . . n
1-..J .
_J <ro a. w
0 _z _J
m XI-1-a..
::e ~(/) (f) ::!:
>-o::w <l.
(/) I-I-w (/)
1-
• 3 3 1
... 3 3 1
• 3 3 1
"""""""""'""' ___ ""'_""",......,_.,.. __ :,.,., ws ,..,...tilW 12-" &1
¢'==
3ur~~~~~~~~~~~~~~~~~~~~~~~~~~~~
.....
1.1.
(f)
~ ......
(f)
tf)
~2~±t~~~':t~~~=r~~~j;~~~~Jt7t~~~~~~~~?t?j~ I-
tt)
a:
< w
:::1:
(f)
;:;
~
::r:
I-a.. w
0
3-3~
INITIAL
DRY WAT
DENS CONT
(PCF) (%)
125 8
125 8
125 8
FINAL
DRY WAT
DENS CONT
(PCF) (%)
30
NORMAL STRESS (KSF)
( 1 )TEST VALUES AT FAILURE
INITIAL
VOLUME BACK APPL DEV EFF EFF
LAT STRESS ~HANGE LAT VERT PRESS DESCRIPTION
PRESS !:N PRESS STRESS USED ( KSF) (KSF) (2) (KSF) (KSF) (KSF)
I
14.4 27,7 -0.5 5.8 33,5 8,6 GW
14.4 38.7 -0,3 8,6 47.3 5.8
14.4 46.3 0.0 11.5 57.8 2,9
NOTES: ( 1) FAILURE DEFINED BY MAX I MUM DEVIATOR STRESS
(2)
(3)
VOLUME INCREASE IS POSITIVE; VOLUME DECREASE IS NEGATIVE.
Samples remolded to 95% of maximum dry density (ASTM 02049)
CONSOUDATED DRAINED TRIAXIAL COMPRESSION TESTS
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc .
@ Converse Consultants
Project No.
81-5165
Drawing No.
D-3
ti:'
V>
l!!
C/)
C/)
1.1.1 a: ....
C/)
a:
0 ....
c( ->
1.1.1
0
0
....
c(
a:
C/)
rn
1.1.1
..,
0
I ...
0
a: .., ..... o
rn' ...
.,~•o
c("\
a.'
(.)
z
a:
Q.
z
c(
a: .... rn
(.)
0 a::;::..
.... -1.1.1>
:::E<l
:::l ...
0 >
--~---~--------------------~~----·----------·-··· -----··--
50
40
30
20
10
0
6.00
5.00
4.00
3.00
200
5 10 15
. 1.
1 00 ~~.::-. ~.: :-.. :-~.: : . ;-:t:.:.~·: :-~ ·-l rt:=:;...+fW±l+ :-rrt r:=tttt+-H ' tl ~ ; , , '--' I :r~ ~-:--1--l~--r~-*·. --~~·j.
+1.00
0.00~
-l 00
-2.00
-3.00
-4.00
-5.00
A)(IAL STRAIN (%)
. ·:-:
.... ..J .
..1 <10 Q. w
0 _:z ..1 m Xf-.... a_
::!! :;;r.n C/) ::!:
>-Q:W 1.1.1 <t.
r.f) 1-1-II) ....
... 4 5 1
• 4 5 1
• 4 5 1
.....
1.1.
C/)
~ ......
<P I ::;: ...
rn
C/)
~2~~~~~~;h~;;~~~fh~~~~~7t~~~~~~~~~~ ....
C/)
a:
c(
1.1.1 :z:
C/)
0 d 1 b 20 30 40 50 6b
NORMAL STRESS (KSF)
;:; INITIAL FINAL ( 1 )TEST VALUES AT FAILURE INITIAL '-'-BACK ~ APPL !VOLUME EFF EFF ::r: DRY WAT DRY WAT DEV DESCRIPTION 1-DENS CONT DENS CONT LAT !sTRESS ~HANGE LAT VERT PRESS a_
USED w (PCF) (%) (PCF) (%) PRESS ( KSF) !::.V PRESS STRESS 0 (KSF) (KSF) (2) (KSF) (KSF)
2.5 121.6 9 14.4 26.5 -0.8 5.8 32.3 8.6 sw
121.6 9 14.4 40.0 -0.7 8.6 48.6 5.8
121.6 9 14.4 46.6 -0.3 11.5 58.1 2.9
NOTES: ( 1) FAILURE DEFINED BY MAXIMUM DEVIATOR STRESS
(2) VOLUME INCREASE IS POSITIVE; VOLUME DECREASE IS NEGATIVE.
(3} Samples remolded to 95% of maximum dry density (ASTM 02049).
CONSOLIDATED DRAINED TRIAXIAL COMPRESSION TESTS
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R. W. Beck and Associates, Inc.
@ Converse Consultants
Project No.
81-5165
Drawing No.
D-4
c
"' ~
cr cr
L.. c::
1-cr.:
a:
0
1-
< -> w
0
0
1-
< a:
Cl)
Cl)
w
"' ':l
I ...
':l
a: ..,
t-10
Cl)' ...
_,10
<'
Q.
()
z
a:
Q.
z
< a:
1-
CI)
~ 0
0::;:.. ............
W> :E<l
;:) _,
0 >
5 lO 15
50
40
30
20
.000~==~~~~~~~~~~2E~~~
6.00
5.00
4.00
3.00
2.00
1.00
+ l.OO lJ;~~h:;:;~~2illhfH±Sifff~~1E~~~iiii :_: ~=--~ .. -'C .•. ··-'·-+
0.00
-1.00
-2.00
-3.00
-4.00
1-.. ·-·-. ·--·--···..l-'--'-·-1. i.:....l.d..l. ~~-~ ~ •.... +=tt.:P,! '.:fEE -5 OJ •••• ••• •• • • mn •••• :-.,-; j ~;...;._:__;_. ~-l-r+-1---Y· :?FfH::t -'-Td . . ' -' '
AXIAL STRAIN (%)
---·--. -\f: ~ ''""'
~ ;to z ...J < w
0 _z ...J
co Xr-m c.
::E ~(/) ::!::
>-Q:W 1-<l:.
(/) 1-1-:::'1 (/)
()
... 5 2 1
• 5 2 1
• 5 2 1
rp'=
.... .,. .. ~~~-. . . .
... l : ' .• ·
·-·--......... -... ..._ :...~~
3~~--~T-~~~~~~4-~~~~~~-+~~~~~
"" u.
U)
~ .....
a:
< w
:I:
U)
lftF~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
3
NORMAL STRESS
INITIAL FINAL ( 1 >TEST VALUES AT FAILURE
INITIAL ._;
u..
~ APPL jvOLUME BACK J: DRY WAT DRY WAT DEV EFF EFF DESCRIPTION r-DENS CONT DENS CONT LAT ~TRESS ~HANGE LAT VERT PRESS c.
USED w (PCF) !%) (PCF) !%) PRESS ( KSF} !J.V PRESS STRESS 0 (KSF) (KSF) (2) (KSF) (KSF')
5-6' 127.9 8 14.4 31.5 -0.6 5.8 37.3 8.6 GW
5-6 127.9 8 14.4 42.9 0. 1 8.6 51.5 5.8
5-6 127. s 8 14.4 47.0 0.3 11.5 58.5 2.9
NOTES: ( 1) FAILURE DEFINED BY MAX I MUM DEVIATOR STRESS
(2) VOLUME INCREASE IS POSITIVE; VOLUME DECREASE IS NEGATIVE.
(3) Samples remolded to 95% of maximum dry density (ASTM 02049)
CONSOLIDATED DRAINED TRIAXIAL COMPRESSION TESTS
HAINES-SKAGWAY REGIONAL HYDROELECTRIC PROJECT
Skagway, Alaska
for R.W. Beck and Associates, Inc.
@ Converse Consultants
Project No.
81-5165
Drawing No.
D-5
-.s::;
0' ·as • >-.a
.... cu ·= --c cu
0 ... cu
11..
100
0
0
(\J
#
0
0
..
0
10
0
I'()
..
---r--· ·--~···
U>
#
SIEVE ANALYSIS
Screen Size
00 v
# ~
-·· -
---· ----··;
I
-00
.......
t()
-~
t()
·-------~----:-
·---·-·----
-~-·
--IC\.1 =
/1
/I
/I f· ---------·---90
-··
80
70
-
60
-· 50
/
/
/
I 40
/
/
30 /
/
/
/
/
/ 20
/
/ /
10 / v
/ .....-
/ --.---4 ---0
'* ~ Specific Gravity ,+4_,-4 __
Remarks:
/
I
I
I
I
I
I
I
I
/
/
L
l
I
I
·1--1-----··
I
I
!/
-1----
-·
/
-----·· L
L
/ -L v ·----
/
/
/. /
/ /
/ /
/ I
/ /
/
/
/ .......
/
L
L -/
Location Borrow Area
Pit No. Test P1t 1
I
.. ·
Elev. or Depth
Ft.,From 3.'4 To 4.5
/I
/ L
I
I
J
I
I
I I
I _L
I
I
-
"
::
0 --------·-------
-
10
20
30 .:E
0' ·a; •
40 >-.a .... cu ., ....
50 g
0 -c
60 cP
0 .... cu
11..
70
80
90
100
Project Haine-Skagway Hydroelectri<:
Work order-----:::=--..,.....,..:--:-:~
Drown.!!:!__ Checked DER Dote 3/5/82
Sample No. __.;;;..1 _____ ...:._ __ _
DRAWING NO. D-6
50
40
30
"2 c ·o -f -c
~ 20 .... .r
10
0
Pan
·(1)
10
0
0
d
No.IOO
FINE AGGREGATE GRADATION
,.._
0
d
No. 50
Size or openinCJ in inches
C\1 (1)
'If"
0
rc'l
~
d
-
'·
No. 30
Screen size
d
-· .~..~.
No.IG
,.._
~
0
No.8
10
Cl)
d
No.4
Screen % Retained I
size Individual Cumulative
No.4 0 0
No. 8 t.l Ll I
No. 16 22 49
No. 30 1~ 68
No. 50 1~ ~6
No. 100 10 96
Pan 4 100
Fineness modulus
Percent sand {clean separation)= 30
(Screen sizes are based on square openinCJS)
Project Haines-Skagway Hydroelectric
Work Order ----------
Location Borrow Area
Pit No. Test Pit 1, Sample 1
Elev. or Depth ft., FromJ.:..L to --..1....:2
Drawn BH Checked~ Date 3/8/82
DRAWING NO. D-7
"0 ~
0 -., ... -c
~ ... • D..
50
40
30
20 ~
10
0
No.4
COARSE AGGREGATE GRADATION
.....-'
3. -ln.
8
I \
3 -ln.
4
1l1n.
2
Screen size
,,
31n.
"'
\~,'
61n.
Screen % Retained
size Individual Cumulative
6 ln. 0 0
31n. 0 0
I 1f2 in. 20 20
3/4 in. 42 62
'3/e in. 21 83
No. 4 17 100
L_Pan
--' ------
Percent coarse aggregate = 70
(Screen sizes are based on square openlnQs)
ProjectHa i nes-Ska gway Hydroel ec tr:i c
Work Order ---------
Location Borrow Area
Pit No. Test Pit 1. Sample 1
Elev. or Depth ft., From_l...S_ to _4....5_
Drawn BH Checked~ Date 3/5/82
DRAWING NO. D-8
SIEVE ANALYSIS
g O
0
Screen Size •
c:\1 0 0 (.0 --# -I() !'() -(X) '¢ ~ t -
I 00 I # # # # # ~ !'(') !'(') -lc:\1 !'(') ...
I I I ------_/ ----·/·1----1---~
I -I --1-------;7 f--------./" ~ / __ -
l ----:7-----. ----7--:;/•_= _--_-__ -_-__ t-~//:__-t-__ -_-_-__ -__ -___ +----+-
/ cy~--~--~---+-·-7
t 1 ---/-·-o-...:.:..~v-----------++,-----+-------t1-----i1---1
I 7 7 . ---.. I
I :L 7
·o
0
3
10
20
~30 1:
0 ·-Q) •
90
80
70 -.s::.
7
7 L
I I /
/
>. 40 .c
.!?
Q)
)t 60
7
7
'->. Q)
.J:) Cl)
'---------1 50 0
0
'-501------
Q)
.E 0 -..... c:
60 G.l
0 -c:
Q) 40
'-Q) a.
70
0 ...
G.l a.
7
7-r T T I I I
/ I I I J / ---:±= 30 / / _ , ___ L
/ / . I
80
1---· I// -=t
20 / / --
/ -----
L / ·------------I _ I I I I // I 'S.. •. -.. ··
/ ,._.:•
10 I I
---t--. -----1-
90
0 I I I I I I l I I I I ----1 IIOO
Project Ha i ne-Skagway Hydroel ectri r.
Work CJMer ___ ""I"'"'"'T,_-..,...,.,....~
Drown __
Sample N.o. ---'2~ ___ __;. __ _
'*' " Specific Gravity ,+4_,-4_
Remarks:
Location Borrow Area
Pit No. Test Pit 1
Elev. or OepJh
Ft., From 5. 6 To 6. 0
DRAWING NO. D-9
FINE AGGREGATE GRADATION
Size or openinQ in inches
en C\1 I() 1'-ro en 1'-10 0 -~ v en ~ 0 0 0 Q
d d d 0 0 0
50
I I I I
:'\
40~-------+--------~------_,--------~--------+-------~
30r--------+--------1--------4--------~--------+-------~
I
0
f ~20~, ... ..
Q. -,L----r---_. __ ~
10 ~-
0 ~---------L----------L---------~--------~~--------~----------Pan No. 100 No. 50 No. 30
Screen size
No. IS No.8 No.4
Screen I % Retained
size Individual Cumulative
No.4 0 0
No. 8 10 10
No. 16 17 27
No. 30 17 44
No. 50 17 61
No. 100 16 77
Pan 23 100
Fineness modulus
[Percent sond_jdean separation)= 85
[ (Screen sizes ore based on square openinQS)
Project Haines-Skagway Hydroe 1 ectri c
Work Order ---------
Location Borrow Area
Pit No. Test Pit 1. Sample 2
Elev. or Depth ft., From.i:_2_ to 6 · 0
Drawn BH Checked ~ Date 3/8/82
DRAWING NO. D-1 0
.COARSE AGGREGATE GRADATION
50
.... -.....
40
~ 30
0 • .... -c .,
0 ....
:. 20
'
0
1 I t I I 't:t
o~--~~----~----~-----L----_j
3. -1n. 3 -ln. I l-In. No.4 8 4 2 31n. 6ln.
Screen size
Screen % Retained
size Individual Cumulative
6 ln. 0 0
31n. 0 0
~2in. 0 0
3/4 in. 9 9
~a in. 31 40
No. 4 60 100
Pan
Percent coarse aggregate = 15
(Screen sizes are based on square openings)
Project Haines-Skagway Hydroelectric
Work Order ----------
Location Borrow Area
Pit No. Test Pit 1, Sample 2
Elev. or Depth ft., From d.:.Q_ to 6. 0
Drawn BH Checked .QI!l_ Date ..lf.2182
DRAWINO NO. D-11
0
0
#
11
_1
0
I()
#
0
f()
#
<D
#
SIEV'E ANALYSIS
Screen Size
00 'l:t
# #
T
-00
....... ,.., -~ ,.., --1<.\1 -, -<D
+---+---+----+-----+--+ --t---+--~-----i,..__----1
-+-----+-+---------I ~ --+--t--------+---~·---
1 I I I I I _I
I I r----1---t :
I I I
·----"-~ t----
~
I 0 r J =r I I I 1/ <t;: n-~ I I I I I
0 100 . ~
Specific Gravity ,+4_, -4_
Remarks:
Location Borrow Area
Pit No. Test Pit 2
Elev. or Depth,
Ft.,From 3 0 To-1-5.
Pr~ect Haines-Skagway Hydroelectri
Work order _________ _
OrawnBH__ Checkedl1£.R.. Date 3/5/B2
Sample N.o. _ _._ ____ _;__ __ _
DRAWING NO. D-12
FINE AGGREGATE GRADATION
Size or opening in inches
·m N 10 """ ~ 0')
""" 10 0 ~ ocr m (I) 0 0 0 q
d d d 0 0 0
50
Screen % Retained
size Individual Cumulative
40 No.4 0 0
No. 8 0 0
No. 16 1 1
No. 30 2 3
No. 50 5 8
30 No. 100 23 31
\ Pan 69 100 1 Fineness modulu•
'6 ...
f Percent sand (clean separation}= 100 -1\ (Screen sizes ore based on square openings) c
~ 20 ... cr
Project Haines-Skagway Hydroe 1 ectri c
10 ""' \ 'C ~,..:·" Work Order
Location BQrr.:Qtl 8r:ea
~ Pit No. Test Pit 2 2 SamQle 1
Elev. or Depth ft., FromJ.:.L to 3.5
0
Pan No. K>O No. 50 No. 30 No.l6 No.8 No.4 Drawn BH Checked flE.R_ Dote .1f.BL82
Screen size
DRAWING NO. D-13
.'E
0 ·a; • >o
.0
b c: --c:
Cl)
(.)
al
Q.
Sl EVE ANALYSIS
g o Screen Size _ _
(\J 0 0 0 w Q) ...,.
# -It) f() -a> '11" ' ' --IC\1 --# # # # # <I rt) rt) -rt) w 100 I A . 0
I l -· . ----· f
__ f--~ ·---f ----~-r---II _
-=1-~~ ------------II __
90 , 1? 10 ---· 7 -------· -----·
1
--f------· __ I I
8 0 . . .. . 1--. ---
1
·--# I 20
I I
I
--L
7
7 ° F J t [ E ;71 --~ H --"E u[ 7]7 77[ • I 130
7
so I I I I J 140
50 / ---/----~F=F--r-· 50
1------+---......-4 ---+----1--+----r--.-= ·:= --·-----f--~=-1 ----I I
~-----::-:----· _ 11 _ __ ·-·-·---·· ---j-I ---,..-----
40 I . 60
I
I I
..L .L t t---+--JLE---1 =r----=r .... --~--I ;;z ~-----I I i 70
b -J--V I --t bi-Fi :41 I 1 I lao
.......-' 7 I I 2 zj t :z ::rz: f I I I 19 o
7 oF :t==:r= I E I E 1--T
.1:
0
'i) •
~
.0
....
Cl) en .... g
(.) -c:
Cl)
(.)
....
Cl)
Q.
tt •
Specific Gravity ,+4_, -4 __ Location Borrow Area
Pit No. Test Pit 2
Project Haines-Skagway Hydr9_~ l ectri
Remarks:
Elev. or DeDth.
Ft.,From 4.5' To 5.0
Work order ___ _,....,..,.._----
Drown !!:!.__ Checked DER Dote 3/5/82
Sam pie N_o. ----"-----.:.__ __
DRAWING NO, D-14
'!
'i5 ....
!!
.... c
50
40
30
8 20 t..
l
10
0
'O'J
10
0
0
d
FINE AGGREGATE GRADATION
,._
0
d
Size or opening in inches
C\1 ,.,.,
~
d
/ v
C1J v
0 a
. ~-
\: ,.
.L
/
l-~ v
Pan No.IOO No. 50 No. 30
Screen size
----
No. IS
<f'
\-' .. -
,._
~
0
_._ <' #'_;.'
'ill"
No.8
10 m
a
i
No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No. 8 22 22
No. 16 22 44
No. 30 24 68
No. 50 19 87
No. 100 7 94
Pan 6 100
Finen_ess !l')Q_dul!J•
~-~--
Percent sand {Clean separation}= 20
(Screen sizes are based on square OPenings)
P . tHai nes-Skagway Hydroe 1 ectric rOJeC
Work Order ---------
Location Borrow Area
Pit No. Test Pit 2, Sample 2
Elev. or Depth ft., From..i:.L to~
Drown-~ Checked DER Date 3/8/82
DRAWING NO. D-15
!
'i5 .... u .... -c
tU u .... u
11.
50
40
30
20
10
0
No.4
COARSE AGGREGATE GRADATION
3. -m.
8
3 -ln. 4
1l in.
2
Screen size
'":~
31n. Gin.
Screen % Retained
size Individual Cumulative
6 ln. 0 0
31n. 26 26
I 1/z in. 26 52
3/4 ln. 27 79
3/a in. 14 93
No.4 7 100
L__pan
...... ----~-
Percent coarse aggregate = RO
(Screen sizes are based on squart openings)
ProjectHa i nes-Skagway Hydroe 1 ectr i c
Work Order ---------
Location Borrow Area
Pit No. Test Pit 2. Sample 2
Elev. or Depth ft., From~ to 2.:...Q
Drawn 6H Checked ..D.E.IL Date "llil_82
Lob. Sample No. -=2 ______ _
DRAWING NO. D-16
-.&:;
01 ·a; • ,..
.a
'-OJ c: ;;:: -c:
OJ
0 ....
Q) a..
SIEVE ANALYSIS
Screen Size 0
0
C\.1
#
0
0 0
I[)
0
rtl
CD <D '1:2'"
-<D
.......
-v
.......
100 # # 1 r()
90
80
70
60
50
-----------1 ----------·-·------I
40 I
I
I
I
---~ 'I 30 __ /_
---~---/
----/-20
/ / ___
10 / /
/ / ---~ .....--
0 . -Specific Gravity,+4_, -4_
/
/
/
/
I'
I
e I -
.I .h '-f.
•.
·l
I
I
I
-~--
/
/
/
/
Remarks: ----------------------
------; -----~
I
----------
-t----I
I ---f-· I
L
~·
;..·
._------
/
/
/
/
/
. ·--/
/ --
/
/ I
--/ I v-------------+-------7 ----~-
/
/.
/
I
-I I
1/
--
I ,.,. -I
I
I
I
.I
I
/
I '-'"'
Location Borrow Area
Pit No. Test Pit 3
Elev. or Depth,
r()
/
/
/
/
/
/
/
· Ft.,From 3 0 To 3.5
: IN .
/
/
/ I
I
I
L
/_
: =
:zi 0
/
/ I
/ I
I
I
10
20
30 .1:
at ·a; •
40 >.. .a
'-Q) en
'-50 0
0
0 -c: 60 OJ
0
'-Q) a..
70
80
90
100
Project Haines-Skagway Hydroe 1 ectri c
Work order ---~;=-;::--___,rnr...,..,....,.,
Drawn 'l!:!__ Checked DER Date 3/5/82
Sample N_o. _ __, ____ ....:__ __ _
DRAWING NO. D-17
0'1
10
0
0
d
50
40
30
]
0 -f
1:
~ 20 ....
If
10
0
Pan No. K>O
FINE AGGREGATE GRADATION
,....
0
0
No. 50
Size or openino in inches
N
1'0
~
d
-~ l,.,,·
:
e•
··-·----.--
No.30
Screen size
0'1
~
0
d
---··-
No. IS
,....
10 ~ (I)
0 0
No.8 No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No. 8 24 24
No. 16 28 52
No. 30 22 14
No. 50 lb YU
No. 100 5 95
Pan !:> lUO
Fineness modulus
Percent sand (clean separation)= 43
(Screen sizes are based on square openings)
Project Haines-Skagway Hyd roe 1 ectr:.i c
Work Order ---------
Location Borrow Area
Pit No. Test Pit 3. Sample 1
Elev. or Depth ft., Froml.JL.. to_l.:.E.
Drawn BH Checked ~Date 3/8/82
DRAWINO NO. D-18
1
0
li ... -c
1:1
(,) ... .,
a..
.COARSE AGGREGATE GRADATION
50
40
30
/ ~ -~ 1\ . 20
10
0
No.4 3. -tn. 8
3 -ln.
4
I 1-ln. 2
Screen size
\
('
'
31n.
'
~~·
61n.
Screen % Retained :
size Individual Cumulative I
6 ln. 0 0 '
31n. 0 0 I
I 112 in 26 26 I
3(4 in. 23 49 I
3/a in. {:'() II I
No.4 23 lOU I
Pan
Percent coarse aggregate =57
(Screen sizes are based on square openings)
Project Ha i nes-Skaqway Hydroe 1 ectri c
Work Order ---------
Location Borrow Area
Pit No. Test Pit 3, Sample 1
Elev. or Depth ft., Frorn3...Jl_ to 3. 5
Drawn BH Checked l!IB_ Oott ~82
DRAWING NO. D-19
.1:
Cl ·as • "" .a
~ cu c: ;;:: -c: cu
0 ... cu a..
100
90
80
70
60
0
0
C\1
#
t--
0
0
..
0
I()
·------~·-
·--
0
f()
..
CD
#
----·----··--
I
7
SIEVE ANALYSIS
Screen Size
00 v
#
-00
.......
I'()
-..;t
.......
I'()
--IC\1
----" ·---·--l ---1---·-
I -------------
--j -----------
~-·--------!~=-~ ---·---·-~
I
--I
7 I I
7 I I
II
I
I
J I
/ I
J 1/
t--[/ ______ -------·---
50
·--
I
I 40
I
I
I
I 30 --II
/
/
/ 20
7 7
/ ./ r7 v
_,) /
./ ./ 10
7 /
~ --~ -~ ~:.;c.
0
'* tf Specific Gravity,+4_, -4_
Remarks:
/
----·---/
/
1--· /
/
/ I
./
/
/ -~
7
7 7 ··--\-..
p I
I
I
I
j£7 ----·
~~
/
/ v
Location Borrow Area
Pit No. Test Pit 4
Elev. or Depth,
Ft., From 3. 0 To _3_._5,
I
I
I
I
I
:: =
-;/-0
7/-
/I
//
/7 10
7
/[/
I I 20
T
30 l:
01 ·;o •
40 "" .a
~ cu en ----~
' 50 c
0
0 -c:
60 cu
0
~ cu a..
70
80
90
100
Project Haines-Skagway Hydroe 1 ectri c
Work order ________ _
Drawn Jlli_ Checked DER Date 3/5/82
Sample N.o. --'------..:.----
DRAWING NO. D-20
·m
I{)
0
0
0
50
40
30
""C
4> c
0 -4> .... -c
~ 20 ....
4> a.
10
0
Pan No. 100
FINE AGGREGATE GRADATION
1'---0
0
No 50
Size or opening in inches
(\J
f(') (]') v N
0 ~ 0 0
'
(:
··t,., ~!. :
~ ~-
t' '1. <. -~-/
.··
:fSf ,-;: \ ,.._..
<'
No. 30
Screen size
No.IG
1'-10 0'1 (I) 0
0 0
No.8 No.4
Screen % Retained
size Individual Cumulative
No. 4 0 0
No. 8 24 24
No. 16 27 51
No. 30 24 75
No. 50 13 88
No. 100 7 95
Pan 5 100
___flneness modulus
Percent sand (clean separation):: 25
(Screen sizes are based on square openings)
Project Haines-Skagway Hydroe 1 ectri c
Work Order ----------
Location
Pit No.
Borrow Area
Test Pit 4, Sample 1
Elev. or Depth ft., From_l:Q__to 3.5
Drawn BH Checked QI!L_ Date JJ!l.L82
DRAWING NO. D-21
COARSE AGGREGATE GRADATION
50
40
"0 30
~
'i5 .. ...
+-c: .. u ...
:. 20
-
1-
~
1/1
):.... 10
L 0
No.4
I
3. -m.
8
1/
~
I
3 -ln.
4
-
.-
.
/ \
I
I l-in. 2
Screen size
\ l'";>
\
I
3in.
-,
-
-
-
--~· "
Gin.
Screen % Retained
size Individual Cumulative
6 ln. 0 0
31n. 17 17
I 112 in 33 5_Q____
3/4 ln. 22 72
3fe in. 18 90
No.4 10 100
Pan
Percent coarse aggregate = 75
(Screen sizes are based on square op-enlnc;~s)
Project Haines-Skagway Hydroelectric
Work Order ---------
Location Borrow Area
Pit No. Test Pit 4. Sample 1
Elev. or Depth ft., From .l:Q_ to ~
Drawn BH Checked ..QI!L Dote 3/5/82
DRAWING NO. D-22
-.s::
IC'
'ii
lt
>. ..c
~ ·= -'E
Q) u .. cu a.
SIEVE ANALYSIS
g 0 -
(\J 0 0 0 tD ((.) ~ # -I() !() -<0 v ....._ ....._ -IC\1 -•
I 00 # # # # # ~ f() f() -f() w
I I I -/ -·· -· . r··---::;.7
I --~-7 ~--7~-/f--·----I l
--7 . --f+
90 I I I T 1 7 -------------? ·
7 -~-----/ T T T ,
T / -~ I I I I ..... -~
/
Screen Size
0
10
80 1 1 1 / 2
I / -····L l.L -y-I
20
30 E
IC'
'Q;
Jt
40 >. ..c ....
Q)
fl)
50
....
0
---~
0
-~-·-
u -60
c cu u
....
Q)
70[ I E r z4 j/fe-p;: f/ -~ I i= I t r~z/_l ___ ~·-!1
7 ----f----
60 1/ --~H-~--T---·-4-----+-----r----~ / ---41+-----+------~--~~--~-----,
I iL/ ---===i-==:=--j:±---i===r===t===t===t===l
50 1 / • I :r 1 T T I ----·----·--·---·1----J ---·-------·--------·--------{-J.
4o ~----------=---+-__ -_ -_-____ .. ,. -1--L ------~---:1
~ I
T 7/ "'ij7
70
a.
80
90
-..,.
::1 l~lftr~:J-1 I I I I I
IOIJE=-~f--1 I ffl*~ . I I I I I or 1 r 1 1 1 I r-1 1 1 · 1 11 o o
It 111 Specific Gravity,+4_,-4_
Remarks:
Location Borrow Area
Pit No. Test P1t 5
Elev. or Depth,
Project Haines-Skagway Hydroelectric
Work order----=:-::----..,........,,....,..,..
Drown Jlli._ Checked DER Date 3/5/82
Ft., From 2. 5 To ----Sample No. _ ___._ ____ _:__ __ _
DRAWING NO. D-23
50
40
30
"'2 c ·a -f
1:
~ 20 ...
If
10
0
FINE AGGREGATE GRADATION
Size or openin~ in inches
(7) C\1 I() ,.._
ttl (7) ,.._
0 ~ v ~ 0 0 0
d 0 d 0 0
/ ~ ,,.,._
1\., .;· .
v v
-~ ----
Pon No. K>O No. 50
"
(,>·· .
~~;..'i'f'i" ~. ~ k"'.·. . _·
No. 30
Screen size
No. IS
v
No.8
I()
!!
0
No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No. 8 11 11
No. 16 13 24
No. 30 19 43
No. 50 26 69
No. 100 19 88
Pan 12 100
Fineness modulus
-~--
Percent sand {clean separation)= 80
-----4
( Screen sizes are based on square openin~s l
Project Haines-Skagway Hydroelectric
Work Order ---------
Location Borrow Area
Pit No. Test Pit 5, Sample 1
Elev. or Depth ft., From.l.:.L to---
Drawn BH Checked ~Daft 3/8/82
DRAWING NO. D-24
-.c::.
Ot "ii) • >.. .a
~ c --c cu
0
a;
0..
SIEVE ANALYSIS
g o
0
Screen Size
(\1 0 0 <.0 --
# -10 I'I'J -a> o::t ~ :t_ --IN --
I 00 # # # # ~ # ,..., ,..., -,..., <D I I I :::>; T -~---F I F I F-+ ·lo
7
I ---~------------------
90 1 !0
t----+---1,1_-------·----------=-~---+-·------------+-----+----1-----+-----i
I --~----+-----+------+---~~----1
so ~ ro
1ol V I I f -r--: -i-I I t t I i3o
I
60 I 11 I I I I I t -I I F :-r--l 40
I ::tt=TI--~~~~F~~--~--1···-·· --~~-=~:_:_1-==:1====1-~ 50
60
30 : c~ -_n _______ ·-1--t__ t-. -S =c ---1 ~ I I 170
E=~------.b=-~i -----=1--.---~ ____ J_ ______ f. t= ==t= ----
2ol 1 ·t-· t---1------·t i e, · I t·-I I I lao
t-
•o ~ 1--l I I -# I L., I I I I 1
90
'"""""'"
.1:
Ot
"G) • >.. .a ... cu en ... g
0 -c cu
0 ... cu
0..
Sp:c~if:ic~G:r~a:v~it~y~,f~4~~~~~~4~:r:::::j::::::t:::::i::::::1~~~t:::::i:::~~~~~~~~ 100
Remarks: -
Location Borrow Area
Pit No. Test Pit 5
Pr~ect Haines-Skagway Hydroelectric
Work order ________ _
Elev. or Depth
Ft.,From 3.S To ----
Drawn fill_ Checked..D£R. Date 3/5/82
Sample N_o. ----&----..:.__ __ _
DRAWING NO. D-2 5
70 FINE AGGREGATE GRADATION
Size or openin~ in inches
0'1 C\1 I() ....... f'l') 0'1 ....... I() 0 ~ "it ~ ~ 0 0 0
0 0 0 0 0 0
50
Screen % Retained
size Individual Cumulative
40
No.4 0 0
No. 8 0 u
No. 16 u u
No. 30 1 1
No. 50 0 I
30 No. 100 Zj jU
] \ Pan 70
Fineness modulus
0 -~ Percent sand {clean separation)= 100 . -\ ·;, ' (Screen sizes are based on square openinc;;JS) c
8 20 ... ~ : !<:
,.. .. _·,
Project Haines-Skagway Hydroelectric
10 \ ' ' Work Order ~ V' Borrow Area ~ Location
Pit No. Test Pit 5, Sample 2
Elev. or Depth ft., From.2:i.. to 0
Pan No.IOO No. 50 No. 30 No.l6 No.8 No.4 Drawn BH Checked~ Date 318182
Screen size
DRAWING NO. D-26
--·········-·------~
:E
at
'i&J :. ,...
.a ...
G) ·= --c:
G)
0 ...
G)
Q..
0
0 0
(\1 0
# -0
It)
0
II')
1.0
SIEVE ANALYSIS
Screen Size
CD '¢'
-CD
.......
111
-:t
111
--IN -rt') -U)
100 L # #
I -~
# ~ # # -o
T I ::::::::""' 1 -t l 1
=::::.:! J l I I I
I
901 .~.------~
80
~
~ 10
-I I -T I -T 1 I
I I ~ I I I t= ~ =t I I ~ -~----1 20
70 I I 1 I F =r I f I f F I I 130
I
60 I I I I I I I I I I I--. -~---I 140
50
40
30
I I I I I sf~~ I -1 -~-i 150
[ E--+--9-~1--~=-if=f I 1-~--1 9::
20 L__ _ ±= ~~t __ j_ m j ____ I=~=±-~~~ I ==l j t J ~J·-7 80
I
l
I 0 t--1---f-f r f :gr;r~~~t·---I I I 190
.4f~·~ .. ~ --. -=::-::-
-~_,..,.,:''
O I I I I I I ~ I v I I I I IJOO
:E
Ct ·a;
!I ,...
.a ...
G) en ... g
0 -c: cu
0 ...
G)
Q..
# -Specific Gravity,+4_,-4_ Location Borrow Area
Pit No. Test Pit 5
Pr~ect Haines-Skagway J~droelectri
Remarks: Work order ________ _
Drawn ___ill:L Checked DER Dote 3/5/82
S amp! e N. o. -...::3::.-_____ _;__,_ __ _
Elev. or Depth 1 · Ft.,From 4.5 To ___ _
DRAWING NO. D-27
1 ·a ....
f
~ 90
m
8
d
FINE AGGREGATE GRADATION
,...
0
0
Size or openino in inches
C\1
rO
~
0
(J')
~
0
0
,...
~
0
10
~
d
50 r-~~---r--------r-------~------~r-------~-------,
40 I \ I I I I I I
3ot \ I I I I I I
J zo I \ I I I I'· I 1
\:.~c
10~------H-------~--------~------~------~------~
~,;:'·'' . y·,,.>·"
0 1 I I I =:t= J J
Pan No. 100 No. 50 No. 30 No. 16 No. 8 No. 4
Screen size
Screen % Retained
size Individual Cumulative
No.4 0 0
No.8 0 0
No. 16 1 1
No. 30 3 4
No. 50 3 7
No. 100 3 10
Pan 90 100
Fineness modulus
Percent sand {Clean separation)= 99.6
{Screen sizes art based on square openinos)
Project Haines-Skagway Hydroe 1 ectri c
Work Order ----------
Location Borrow Area
Pit No. Test Pit 5, Sample 3
Elev. or Depth ft., From...4....5_ to __ _
Drown BH Checked ...Qi!L Date _]JJJ}82
DRAWING NO. D-28
-.s::
"' ·a;
)t
>-.
..0
:0
.!: -'E
(I)
0 ....
Q)
0..
SIEVE ANALYSIS
g o
0
Screen Size
(\1 0 0 lO --# -tO f() -CD ¢ CD ¢ -
I 00 # # # # l # ;;:; ;;:; -.!."' -.., , I I I I ~~t===~=~-~:~t====t=--f~-t--~I I I
•o
0
90 1 I --l---····l 21-E I -·-··t 1 i~=E-I I I 10
sol E l A t=t---r=~~ F--I I I I l 20
-30 .s::
"' ·a; 701 I I / I I · ·I -t t=-t=-·I I I I
•
40 >-.
..0 ...
(I) ., ...
50 0
0
so[ I I I I I I I I I I ·1 I 1
50 E I II I I ~-F=f i---1 I I I I
1--------t---0 -c:
60 Q.l
0 4 0 1------t-----+ ...
Q)
0.. 70
80
L . .1. 30 .. . +-----+----L _.. -._-
J. f _j__ ~ -pJ==t==±==t==~=:t=::::3 20f ---~ r====-~--~~t======t======t==:=:=t======+======±===:::3
l 1 r I ,_
L ---~ =:·~~-~7-= ~=:=:=:i==:===t======1=======t=====~
90
# ~ Specific Gravlty.+4_, -4_
Remarks: ----------------------
Location Borrow Area
Pit No. Test Pit 6
Elev. or De~th
Ft., From 2.1 To ._U
Project Haines-Skagway llydroelectric
Work order-----..,..,....,.,...-~......-.-...........
Drown tl_H_ Checked DER Date 3757B2
Sample N.o. --'1=-----........:..---
DRAWING NO. D-29
l
0 -f -c
50
40
30
~ 20 ....
cf
10
0
Pan
FINE AGGREGATE GRADATION
~
0
0
d
,._
0
d
/
I
No.IOO No. 50
Size or opening in inches
C\1
I()
~
d
·.
'
\
~
0'>
~
0
0
\~
,._
~
0
' .. \·;tr
. ( b:<''
~,,.
No. 30
Screen size
No. IS No.8
10
~
0
·--~-•
No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No.8 0 0
No. 16 1 1
No. 30 13 14
No. 50 40 54
No. 100 36 90
Pan 10 100
~_~,.,~, mod_ylut
Percent sand {clean separation)= 100
(Screen sizes are based on square openinQs)
P . tHai nes-Skagway Hydroe 1 ectric ro)ec
Work Order ----------
Location Borrow Area
Pit No. Test Pit 6, Sample 1
Elev. or Depth ft., From~ to 2.:.2
Drown BH Checked ..QI!L Dote 3/8/82
DRAWING NO. D-30
SIEVE ANALYSIS
= :>
0
--
10
20
30 .1:
Ot ·a; •
40
,.,.
~ .... cu en ....
50 0
0 u -c:
60 4U u
""· ....
G) a..
70
-
~~:·; 80
I 0 I I l I t I -g-ry . I I I I I 90
"-' o I I 1 I I I I I -~-1 I I I I 1 0 0
Specific Gravity,+#4_,,!t4_ Location Borrow Area ProjectHaines-Skagway Hydroelectric
Remarks: Pit No. Test Pit 6 Work order --------------~--Eiev. or Depth, Drown .JllL_ Checked DER Dote 3/5/82
· Ft., From 3. 9 To 4. 5 Sample N.o. --=2'--___ __.:_ __ _
DRAWING NO. D-3 1
50
40
30
~ c: ·s -.. ...
.... c:
~ 20 ...
l.
10
0
\
\
\
\
I
I
Pan
-6
\
\
No. 100
......
6
No. 50
'-' 6
No. 30
Screen size
......
6
'•
"'"':
.,
,.
{!' -'• .
\.~···
No. IS
"-': -
0 0
!'w-~
~-·--
'"..:· . ~ .... ·
\~~· ... ~
.:·' ,·. .
#..:.~~·· ;;r"'·· v .. ~ ..
No.8 No.4
Screen 0/o Retained
size Individual Cumulative
No.4 0 0
No. 8 0 0
No. 16 0 0
No. 30 1 1
No. 50 l 2
No. 100 1 3
Pan 97 100
Fineness modulus -
Percent sand (clean separation)=
(Screen sizes are based on square openings)
Project Haines-Skagway Hydroelectric
Work Order ----------
Location Borrow Area
Pit No. Test Pit 6, Sample 2
Elev. or Depth ft., From~ to~
Drawn BH Checked ~Date 3/8/8?.
ORA WINO NO. D-3 2
-.c:.
0
'i) • ,...
..Q
....
II)
c: --c: .,
0 ...
II)
0...
SIEVE ANALYSIS
8 o
0
Screen Size
0 0 (0 --
(IJ -I() rt') -co o;t Q) o;t -# .u. # *' # *' ......_ ......_ -IC\J - -
100 * * ..,.~ "' "' "' <D .. 0 I I h I I P=-=F -E-tl-L~ 90
+ I I 12 =t ------1 f· I // I I I' o TT
80 TT 20 7
70 30 :E
0 ·;,; •
7
I
I L
I /
60 40 >.
.0
7
~--I
...
II) en _L ...
50 _L 50 g
0
·--~-··---c
40 60 cu
0 7 -··r-·z 7
I I !7 ~-~ ...
II)
0...
30 70
20 80
10 7 / 90
~~r-·· / / ls-"·
7 / Ill .. ·
~ ol: :::r t I I I V y· F " l I T I
Specific Gravity +4 ~4 I 00 Project Haines-Skagway Hydroelectri Location Borrow Area
Pit No. Cut Bank 1 A
' _,
emarks: -Work order ___ ~:-;:;------=~=
Drawn .llli__ Checked DER Date 3/5/82
Sample N_o. ______ _:_..... __ _ Elev. or Depth
Ft.,From z:O To 3.0
DRAWING NO. D-33
50
40
30
"i c
0 -~
1:
~ 20 ....
~
10
0
FINE AGGREGATE GRADATION
Size or opening in inches
0) (\J I() ,...... rq m ,......
0 C\1 v 0)
0 0 0 0 q
d 0 d 0 0
/ \
y v
Pan No. 100 No. 50
\
No. 30
Screen size
/ :\
\.· .-..
No.l6 No.8
I() co
d
I
No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No. 8 18 18
No. 16 l3 31
No. 30 lZ 43
No. 50 C::l:1 /1
No. 100 11:$ liY
Pan 11 lUU
fineness modulus
Percent sand \clean separatlol'l)= 28
(Screen sizes ore based on square apeningw)
P . t Haines-Skagway Hydroelectric
rO)tC
Work Order ----------
Location Borrow Area
Pit No. Cut Bank 1, Sample 1
Elev. or Depth ft., From.1JLto 3.0
Drawn BH Checked OER Date JJ.J}j_82
DRAWING NO. D-34
50
40
j 30
·c; .. .... -c:
IIi
0 ...
~ 20
10
0
No.4
·COARSE AGGREGATE GRADATION
3. -m.
8
3 -ln.
4
I l-In. 2
Screen size
3ln.
'{ .
. , ... :>
6ln.
Screen % Retained
size Individual Cumulative
6 ln. 0 0
31n. 0 0
1 112 in 46 46
3/4 ln. 27 73
_3je in. 16 89
No. 4 11 100
Pan
Percent coarse aggregate = 72
(Screen sizes ore based on square openings)
Project Ha i nes-Skaqway Hydroe 1 ectri c
Work Order ---------
Location Borrow Area
Pit No. Cut Bank 1. Samp 1 e 1
Elev. or Depth ft., From b_Q_ to 3. 0
Drawn BH Checked .Q.fB_ Date 3/5/82
DRAWING NO. D-3 5
-..c.
01
'i) • >. ..a
'-G)
c ;;:: -c
GJ
0 ...
GJ
Q..
100
90
80
70
60
50
40
30
20
0
0
N
#
0
0
..
--
0
ll)
--
·---
0
fl')
---------
I
I
/
I
I
/
I
1/ /
10 / /
/ /
..--4 v
r---0
# ~ Specific Gravity ,+4_, -4_
Remarks:
CD
#
I
I
I
!/
I
I
/
./
/
/
/
SIEVE ANALYSIS
Screen Size
Q) ~
# ~
-Q)
.........
Sf')
-~
.........
Sf')
------"------------~~= --~--.. ---~·-~---~-, ___ ···----------
--IN
----·· !----+--1-------i-·
I
I
I
/
-L.j---I
J
I_ ____ ........._.,_~------I
/
----~------~--·· ---/
/
~-------·----
-_____ , ___ !-;/--
---/
/
</ v
/
/
v /
/ /
/
I
/
' ',,
/
/
L_
/
/
I{
Location ~orrgw ~r2a
Pit No. ut an
Elev. or Depth
/
/
/
/
/
/ I
/ I
[ I
/ ,/
/
I
I
------!
!--· I I
I
I
I
I
.,,
...,. /
Ft., From_ To-----
: :
0 -//
·-/-f
/ /
/ 10
/ /
/ I
/
I 20
I -I 30 l:
01 ·a; •
40 >. ..a
'-GJ
fiJ ·------~---'-50 0
0
0 -c: 60 GJ
0
'-G)
Q..
70
-----80
90
100
Pr~ect Haines-Skagway Hydroelectric
Work order ________ _
Drown ..!llL_ Checked DER Date 3/5/82
Sompl e No. --""'-1 ____ :._
DRAWINO NO. D-36
]
0 -~ -c
50
40
30
~ 20 ....
ct
10
0
.(/)
lO g
a
/
v
'.
Pan No.IOO
FINE AGGREGATE GRADATION
1"-o
0
0
Size or opening in inches
(\j
rO
~ a * 0 a
~
No. 50
---·--··-·-·-··-----
No.30
Screen size
No.16
.·.
----
1"-o
(/)
q
0
1\
No.8
lO
Cl)
0
No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No. 8 22 22
No. 16 22 44
No. 30 24 68
No. 50 21 89
No. 100 8 97
Pan 3 100
Fineness modulus
Percent sand (clean separation)= 36
(Screen sizes are based on square ooenin91)
Project Haines-Skagway Hydroelectric
Work Order ---------
Location
Pit No.
Borrow Area
Cut Bank 2, Sample 1
Elev. or Depth ft., From§.JL_ to -2.:.Q
Drown BH Checked QIL Date 3/8/82
DRAWING NO. D-3 7
COARSE AGGREGATE GRADATIOt-J
50
40
] 30
~ ... -c:
~ ....
:. 20
/~ v
10
0
No.4 3. -m.
8
/ ~ ·-~
3 -ln.
4
I l-In.
2
Screen size
~,
~
31n. Gin.
Screen % Retained i
size Individual Cumulative
6 ln. 0 0
3ln. 18 18
I IJ2 in 23 41
3/4 ln. 27 68
3fe in. 18 86
No.4 14 100
.__J;)gn
-·---~·-·-·· -------
Percent coarse aggregate = 64
(Screen sizes are bated on square opening•)
Project Haines-Skagway Hydroelectric
Work Order ---------
Locaflon Borrow Area
Pit No. Cut Bank 2, Sarno 1 e 1
Elev. or Depth ft., From.§.JL_ to~
Drawn BH Checked lill:L Date ..1L!J.l82
DRAWING NO. D-38
0
0
#.
0
I{)
#
0
1'1')
#
C.D
#
I
SIEVE ANALYSIS
Screen Size ..
(]) v -~ -:t
# t ft} ft}
--Jt\.1
I L
L I
71 _L
7
f
/
_L
-7 / 7
I I 7 7
/
-T / ~ II
I I / I I
--rt> C.D
0
10
20
-30 .s:::.
Ct
Q)
)r
40 >.
..0
'-Q) en
'-50 0
0
() -c:
60 cu
()
....
Q) a..
70
l I / I I
80
I _/ .j_
I
/ I / I I ·-----~-I . -7 90
("'i>
r 1 I I I I Y I I I =:=1 I I I 00
~ :t4 Specific Gravity,+4_,-4_
Remarks:
Location Borrow Area
Pit No. Cut Bank 3
Pr~ect Haines-Skagway Hydroelectri
Work order _______ _
Elev. or Depth
Ft.,From 4.b To 5.0
Drawn ...1lli_ Checked.QEB._ Date 3/5/82
Sample No.-=! ____ __;_ __ _
DRAWING NO. D-39
50
40
30
"i
.!:
0 ..
~ .. c
~ 20
~
10
0
(1)
I()
0
0
0
v
Pan No. 100
FINE AGGREGATE GRADATION
Size or opening in inches
N
f() (1)
N v
0 0
d 0
y ~ ~~
No. 50 No. 30
Screen size
No. IS
1'-
(1)
Q
0
~
\
No.8
I()
CD
0
I
I
I
\
No.4
Screen % Retained
size Individual Cumulative
No.4 0 0
No. 8 16 16
No. 16 22 38
No. 30 28 66
No. 50 20 86
No. 100 7 93
Pan 7 100
FinerH.IS!l mod_!.!lus
Percent sond (clean separatIon~= 53 _
(Screen sizes are based on square openings)
Project Haines-Skagway Hydroe 1 ectric
Work Order ---------
Location Borrow Area
Pit No. Cut Bank 3, Samp 1 e 1
Elev. or Depth ft., From1JL_ to 5 · 0
Drown BH Checked J1E1L Date Jj]jJl2
DRAWING NO. D-40
50
40
'0 30
~
~ ... -c:: .,
u ...
:. 20 /
10
0
No.4
.COARSE AGGREGATE GRADATION
l/
/
3--m.
8
/ \
3 -in.
4
'
(,
\
\
I l-In. 2
Screen size
\
31n. 61n.
Screen o/o Retained
size Individual Cumulative
6 ln. 0 0
31n. 0 0
I 1f2 in. 0 0
3/4 ln. 18 18
3/a in. 38 56
No. 4 27 83
Pan 17 100
Percent coarse aggregate = 4 7
(Screen sizes are based on squart openlnQs)
ProjectHa i nes-Skagway Hydroe 1 ectri c
Work Order ----------
Location Borrow Area
Pit No. Cut Bank 3, Samp 1 e 1
Elev. or Depth ft., From.!JL to 2.:..Q
Drawn BH Checked QIB__ Date __lj_]}82
Lab. Sample No. --------
DRAWING NO. 0-4 1
-.c
Ot
'i)
Jr
>. ..a
~
IU c --c
IU
0
a;
Cl.
100
90
80
70
60
50
40
30
20
10
0
0
0
C\1
#
/
0
0
..
I
J
I
/
/ ___.
0
I{)
I __ {
I
I
--·
I
I
I
/
/
/
/
/ --
r--
1
I
/
/
0
f()
..
# t(
Specific Gravity,+ 4_,-4_
Remarks:
<D
#
/
/
/
/
/
~.----
SIEVE ANALYSIS
Screen Size
Q) v
# 1
-------/
Q) .......
!()
--· -------/
··------7----~---~-·-·-~
/ ·--~-----·-----/
/
/
----
-!!:
!()
------·
-
/
---·~-·---· L
/
·-·-" ... f-----···---L
/
/
/
./
.....:-:-_.,... -I
.....--4 I
I
-IC\1 .
--~-/
/
/L
/ I
I
I
f
I
I I
I
I
I
I
.1
L
I
-I -!-·-··
I
I
II
/
/
/ \
/
/
Location Borrow Area
Pit No. Cut Bank 4
Elev. or OeJ)fh
Ft., From 5. d To _Q_J2
:
/1
/1
0
10
-20
30 1: c:;rt ·a;
Jr
40 >. ..a
~
IU en
~
' 50 0
0
i 0 -c
60 ..,
0 ....
Cl)
Cl.
70
80
90 --
·-----
100
Project Haines-Skagway Hydroelectric
Work order ________ _
Drawn JllL_ Checked DER Date 3/5/82
Sample No. --'1~-----=-----
DRAWING NO. D-42
'Ol
I()
0
0
0
50
40
30
"'0 .,
c
0 -.,
'--c
~ 20
'-.,
a.
10
0
Pan No. 100
FINE AGGREGATE GRADATION
1'--
0
0
No. 50
Size or opening in inches
C\1
!'<)
C\1
0
0
No. 30
Screen size
Ol v
0
0
No.l6
1'-
Ol
0
0
No.8
I()
CD
0
I
I
I
No.4
Screen % Retained
size Individual Cumulative
No. 4 0 0
No. 8 14 14
No. 16 9 23
No. 30 10 33
No. 50 37 70
No. 100 20 90
Pan 10 100
_fineness modulus
Percent sand (clean separation)= 32
(Screen sizes are based on square openings)
Project Haines-Skagway Hydroelectric
Work Order ----------
Location Borrow Area
Pit No. Cut Bank 4, Sample 1
Elev. or Depth ft., From..2.:.Q_ to 6.0
Drawn BH Checked !2ER_ Dote .111Jj_82
DRAWING NO. D-43
~
'5 -• ... -c .,
f.) ... .,
n.
50
40
30
20 v
10
0
No.4
COARSE AGGREGATE GRADATION
I
/
3. -tn. 8
I 1\
3 -ln.
4
\
!\
I l-In. 2
Screen size
31n.
,.;··. .
6ln.
{' .:·
\;'" '
Screen % Retained
size Individual Cumulative
6 ln. 0 0
31n. 0 0
I IJ2 in. 22 22
3/4 ln. 1111 66
3fe ln. 21 87
No. 4 13 100
Pan
Percent coarse aggregate = 68
(Screen sizes are based on squa~ OJ)!,!'!Inc;,s)
P J t Haines-Skagway Hydroelectric ro ec
Work Order ---------
Location Borrow A rea
Pit No. Cut Bank 4, Sample 1
Eltv. or Depth ft., From 2.:.Q_ to _...§..:.,Q
Drown BH Checked ...QI!L Date __1L§/82
DRAWING NO. D-44
-.c
Ot
'il • >.
.Q
....
Q)
c: --c:
Q)
u ... cu a..
SIEVE ANALYSIS
g o Screen Size _ _
C\.1 2 ~ ~ ~ (X) v ~ ~ -··
# # # # # # ~ ro ro _ rrJ w
100 / ......--. / 0
r----:_-~----~=------------------~=-~~-~~ >~:S:z;~-~ ·:-~-~~~~----~~~-= ·==~ --~-=
90 I/___ 10
-1 .. \J
LL ----J~---~---
_ 77 T
8 0 ·---; ;i:_ #' I_ _ 20
.. 1---T
70 30 ,______~>--->------f 1
60 r T T i 40
II
// T II ------+T-+------1---+----+----t----1
5 0 // __ ,. f-· 50
----~---------~--!/=-=---------=---·:--·-=-I~ ----------:~-----_:=-==~ -_____ ------. -.-:Jl=-. f----··----------
40 II I 60
==-·()-\ { _____ ~ --/J . -. ---. ---. . -+~~---
30 ~-----···t··· ·.. -----. .. ---------~Tf:·-------t I I I : 70 1----+··--_______ _ _____ -{--------I I +---~
1----t-------~--: ------------------.T --
20 .... · 1ao lj------.:_1--~· -
111 ---T ·1 T
1 -117 -----------_ I I r I
/1 -l
10 7'7--90
£~-:""·'
27 \. ;;_,. ..
l:
Ot ·a; • >.
.Q
....
Q) en .... c
0 u -c: cu u
....
d)
a..
Sp:c:if:ic~G~r~a~vi~ly~,~+~~4-L __ -,_:~~4 ~:::::j::::::t:::::±::::::E::~~=====±~~~~~~~~~IOO
Remarks: -
Pr~ectHaines-Skagway Hydroelectric Location Borrow Area
Pit No. Cut Bank 4
Elev. or Depth,
Work order ________ _
Drown Jlli_ Checked DER Dote 3/5/82
Ft., From 8. 2 To 10. 0 Sample No. --=2:...-___ .....__:_ __ _
DRAWING NO. D-4 5
50
40
30
~ c
0 -Cl> ..... -c
~ 20 .....
Cl> n.
10
0
FINE AGGREGATE GRADATION
Size or opening in inches
CTI C\J I() ,.._
r<l CTI ,.._
10 0 -C\J v CTI (J) 0 0 0 0 Q 0 0 0 0 0 0
~-----~~ / ., ,.
/ ~ \, .. ,. ..
~/
Pan No. 100 No~ 50 No. 30
Screen size
No.IG
~~
I~
No~ 8 No.4
Screen % Retained
size Individual Cumulative
No.4 n n
No. 8 8 8
No. 16 13 21
No. 30 15 36
No. 50 Z7 63
No. 100 24 87
Pan 13 100
Fineness modulus
Percent sand (clean separation)= 96
{Screen sizes are based on square openin~s)
Project Haines-Skagway Hydroelectric
Work Order ----------
Location Borrow Area
Pit No. Cut Bank 4, Sample 2
Elev. or Depth ft., From.Jl.:L to 10.0
Drawn BH Checked ~ Date 3/8/82
DRAWING NO. D-46
APPENDIX E
SEISMIC REFRACTION SURVEY
E .1 General
A seismic refraction survey was conducted as part of the subsurface
exploration program. A total of 5,740 lineal feet along 12 separate
lines, SL-1 through SL-12, was completed in preliminary Phase II Study.
The major portion of the seismic refraction field work was completed be-,
tween August 22 and September 14, 1981. An additional se1smic refraction
' traverse, line SL-12 was completed December 11 )981. "=··
,.._u -· •:
r··, ~· . ,..-" ., \;.,
Seismic refraction lines SL-1 througt:,J.SL-3 Ylere .c.Qmplet~d\~ the area of
powerhouse alternative 2. Seismic' refra.ction Jines SL-4 and SL-12 were
. '
completed in the area of pq,~.rhouse alterhgtive l':;' while SL-11 was com-
pleted in the area of ·t$·~~erhouse alternative 3. Seismic refraction
' 1 ines SL-6 throu~h-Sl~10 were tompleteq,?1n the area of the proposed dam
site and SL-5 was tocaled in a pr,oftosed spillway area. The locations of
the various seismicreffacticin.,·1i~es are shown on Drawings 3, 5 and 7.
The results of the· ~urvey) are presented on Drawings E-1 through E-3 •
• , ,-,~"')'$.-+
The purpose of the seismic refraction survey was to determine the depth
to various velocity layers, particularly bedrock.
E.1.1 Personnel and Equipment
The geophysical field crew consisted of a principal geologist/geophysi-
cist and two staff geologists along with an engineer furnished by R. W.
Beck and Associates, Inc. The principal geologist/geophysicist super-
vised and assisted in all phases of the field operations and performed
interpretation of the geophysical data.
E-2
The seismic receiving and recording equipment consisted of electromag-
netic, induction type Mark Products, Model L-10, 8-hertz geophones
spaced at intervals along the multiconductor geophone cable. This cable
was coupled to a 24-channel SIE model RS44A amphlifier and a SIE model
R-6B recording occillograph. This system has a separate recording
camera which produced permanent photographic records.
The location and ground surface elevations along the seismic lines were
determined by Tryck, Nayman a Hayes Associates of Anchorage, Alaska.
E.1.2 Field Procedures
Seismic energy was produced by the detonation of.,·s~ll two-component ex-
plosive charges. Charges were generally loc'a.tel(at the ends and mid-
~'· . . . '\
points on the line. The areas where~,..~~strock was t'Qterpreted as being
relatively deep, additional shot point~: ~ere located bftyond the ends of
,ri.~ ',\ .-.) -·
each line in order to detect ~d/~r, extend the deeper refracting layers. " ,·, ···., '
Explosive charges varied in wetgrrt from one-th.ird to two pounds and were
buried in shallow,4~<(iug ho'les ranging in depth from two to four
feet. The .~ .. los. i\~.?.··. ·~were.de. tonated using special seismic electrical
blasting c;fs<!''\ 'suilaole length of shooting wire was utilized to af-
~-1~._ ·-.. ·,_
ford safety \~o', the'· !'lan detonating the charge. The energy released by
the explosives. was detected by vertically oriented geophones fitted with
a spike for coupling with underlying soil.
E.1.3 Discussion of Results and Interpretation
Compressional wave velocities and the depth to the various subsurface
velocity layers under the sites were evaluated by plotting the first ar-
rival times of the seismic energy with respect to the distance between
the explosive charge and the various geophones. Interpretive profiles
of the subsurface velocity layers for each seismic line are shown on
fig1,1res E-1 through E-3. The ground surface shown on the seismic pro-
files is based on elevations furnished by Trycke, Nayman a Hayes of
Anchorage, Alaska.
E-3
In general, the seismic interpretation indicates two or three subsurface
velocity layers. The upper velocity layer ranges between 500 feet per
second and 1200 feet per second and is interpreted as representing the
near surface loose soil layer and forest duff. The intermediate veloc-
ity layer, where present, ranges in velocity between 1700 feet per sec-
ond and 6600 feet per second. This velocity layer is interpreted as
representing unconsolidated overburden materials. The third and/or
deepest velocity layer ranges in velocity from 6250 feet per second to
16,600 feet per second and is interpreted as representing bedrock.
Seismic lines SL-1 through SL-3 were located in the area of alternative
powerhouses 1-2 and 2-2. The individual lines ranged in length from 525
to 625 lineal feet and totaled 1,700 lineal feet!,··''1"he resulting seismic
~-;1.•
profiles are characterized by three to four v-~lo.~fty 1 ayers. The upper
,~,
layer is characterized by a velocity of:AO,O feet~;peh: second and ranges
in thickness from approximately five f~t<~o~ten feet.'\ _This upper vela-"' •' ' "
city layer is interpreted as ~~{)sent in9. t~e near-surface loose soil
1 ayer and forest duff materia 1\_. ',·.,'The i nter~edi ate layer is character-
; zed by vel oci ties ra~ from;· 1i0o feet per second to 1900 feet per
second. The interme(a:(e,v;e~ocity layer ranges in thickness from a few
feet upwards~ .. e order ot 1~0 feet. This unit is interpreted to be
unconsolidat'd~~~n.d'·relativel,Y.loose unconsolidated oveburden soils. An
additional i~tce~~di.ate laye.r is interpreted near the lower portion of
seismic refracti'on li.nes, SL-1, SL-2 and SL-4. The velocities of this
layer range from 3,000 feet per second to 4,550 feet per second. This
velocities layer is interpreted as representing unconsolidated over-
burden material, however, denser and/or with higher moisture content.
The deepest velocity layer at the site is represented by velocities
ranging between 9,500 feet per second and 12,000 feet per second and is
interpreted as representing bedrock.
Seismic refraction lines SL-4 and SL-12 were completed in the general
area of alternative powerhouse 1. The resulting profiles indicate a two
to four velocity layers. A surface velocity layer is presented along
the entire length of the lines and is represented by velocities ranging
between 500 feet per second and 1,000 feet per second. This velocity
E-4
1 ayer is interpreted as representing the near surface 1 oose soil and
forest duff layer and is a few feet in thickness. Along the entire
length of seismic refraction line SL-4 and the downhill portion of
SL-12, an intermediate velocity layer is present. This layer generally
ranges in velocity between 3,000 feet per second and 3,300 feet per
second and is interpreted as representing a somewhat denser materia 1
and/or a higher moisture content. At the downhill end of seismic re-
fraction line SL-12, an underlying velocity layer of 5,500 feet per
second is indicated. This layer thickens toward the Taiya River and is
interpreted as presenting denser and possibly water saturated sediments.
The deepest velocity layer along the two seismic lines ranges in veloc-
ity from 9,785 feet per second to 11,000 and )s·")nterpreted as repre-
/'.. 1-",
senting bedrock. At the uphill end of seiSt:ni·c line SL-12, an inter-
. -;_ ,1·\.
mediate velocity layer of 6,250 feet pe;:"'S~cond c'o.rr'e,lates in boring DH
112 with more weathered and fractured ~~.cR·. )
~~': !Y
~; .
<"/~---, ··,. ·.:,
Seismic refraction 1 i ne SL-5 w~C ·,_loc-ated at the 1 eft abutment al terna-
tive spillway location._,Jpe seis~rc line was 275 lineal feet in length.
The resulting profil ~.;1'\:'-~~·esented·. on; h gure E-1. The subsurface sei s-
~ ~ . . -
mic profile at the pr<b-posed spillway location consists of two velocity
..,~.. "..·
layers. The-tfPPt_r\_._)aye\· _is _·c~_aracterized by a velocity of 1,000 feet
per second a~, ranges, in thickness from approximately three to seven
\;. '• '·
feet. This velo~ity layer is interpreted to represent the near surface
,. . . ..-·
loose soil layer alld .forest duff materials. The underlying velocity lay-
er ranges from 13,350 feet per second to 16,600 feet per second and is
interpreted to represent bedrock. The difference in bedrock velocities
may represent a change in rock quality, such as the degree of fractur-
ing or joint spacing.
The general area of the proposed dam site was explored by seismic lines
SL-6 through SL-10. The individual lines ranged in length between 275
and 550 lineal feet and totaled 2,440 lineal feet. The resulting pro-
files of these seismic lines are shown on Figures E-2 and E-3. The
upper velocity layer is represented by velocities ranging between 1000
feet per second and 1200 feet per second and is interpreted as repre-
senting the near surface loose soil layer and forest duff materials.
The thickness of the upper velocity layer ranges from less than one foot
E-5
to a maximum on the order of 15 feet. In general, im:nedi ately below the
surface velocity layer is a higher velocity layer interpreted as bed-
rock. This lower velocity layer is represented by velocities ranging
from 11,765 feet per second to 16,600 feet per second. An intermediate
layer with a velocity of 4550 feet per second was detected beneath the
upstream portion of seismic refraction line SL-6. This layer is inter-
preted as representing moderately dense overburden.
Seismic line SL-11 was located in the vicinity of alternative powerhouse
3. The resulting profile is shown on figure E-3 and indicates three
subsurface velocity layers. The upper velocity layer, ranging between
500 to 1000 feet per second is interpreted to represent the near surface
loose soil and forest duff material and isc<'' 6'~)y a few feet thick. An in-
~·' ',(
termed i ate layer of 6600 feet per secorfd,'\i s',, interpreted to represent ,/.,,. ·.. '
unconsolidated alluvial materials,...Which is prab~b,ly relatively dense and
t\.. ':: .. ''·.. \':.
water saturated this layer range thickness from,.i'ero up to approximate-
,·~·\:
ly of 95 feet. The dee~t ·velocity layer, represented at 16,600 feet
\., '·, ·· ... _ ' . ':,
per second is interpreted tp represent bedrock.
/,-•. ,;,
\, (\: ·· ..
'·