HomeMy WebLinkAboutPrelim Geotechnical Feasibiliyu Study Newhalen River Canal Diversion Project 1982Preliminary Geotechnical
... --.
Feasibility _-Study
Newhalen River --.
Canal Diversion Project
... -. .
_Stone & Webster Engr. Corp.
·oenver Operafio-ns Center
P. 0. Box 5406 .
· Denver, Colorado 80217
April 1982
SHANNON & WIL~ON, INC. K-0 51 7-0 1
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TABLE OF CONTENTS
Page
1. INTRODUCTION 1
1.1 Purpose and Scope 1
2. BACKGROUND 3
2.1 Site Description 3
2.2 Project Description 4
2.3 Site Regional Geology 5
3. FIELD EXPLORATIONS 7
3. 1 General 7
3.2 Exploratory Borings B
3.3 Resistivity Survey 9
3.4 Topographic Survey 10
3.5 Geologic Reconnaissance 12
3.6 Laboratory Testing 12
4. SUBSURFACE CONDITIONS 13
4.1 General 13
4.2 Soils 13
4.3 Bedrock 15
4.4 Groundwater 17
4.5 Frozen Ground 19
5. DISCUSSION 20
5. 1 General 20
5.2 Bedrock Depth 20
5.3 Groundwater Conditions 22
5.4 Excavations 22
5.4.1 Soil Excavations 22
5.4.2 Rock Excavations 24
5.5 Slope Stability 24
6. RECO~~ENDATIONS FOR ADDITIONAL STUDIES 26
6.1 General 26
TABLE OF CONTENTS (cont.) K-0517-01
6.2 Geophysical Studies
6.2.1 Seismic Refraction Survey
6.2.2 Vertical Electric Soundings
6.3 Exploratory Borings
6.4 Field Reconnaissance
6.5 Topographic Surveys
7. LIMITATIONS
Table 1
Table 2
LIST OF TABLES AND FIGURES
Summary of Subsurface Explorations
Summary of Vertical Electric Soundings
Table 3 Description of Rock Properties
Figure 1 Map of Portion of the Newhalen River
Figures 2 thru 9 Boring Logs of Borings B-1 thru B-8
Figures 10 thru 15 Grain Size Classifications
Photo Plates
1 thru 4 Aerial Oblique Photographs
Photo Plates
5 thru 14
Plate 1
Plate 2
Core Photographs
Location of Borings and Resistivity Surveys
Subsurface Profile Along Canal Alignment
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1. INTRODUCTION
1.1 Purpose and Scope
Stone and Webster Engineering Corporation has been retained by the
Alaska Power Authority to perfonn feasibility analyses and prepare a
Federal Energy Regulatory Commission license application for the Bristol
Bay Regional Power· Plan. One of the alternative regional power plans
considered in the Bristol Bay Region is the Newhalen River Canal Diver-
sion project. Preliminary geologic and geotechnical investigations of
the Newha 1 en project area were performed by Shannon and Wilson, Inc. to
assist Stone and Webster Engineering Corporation with the feasibility
analysis and conceptual design for the Newhalen River Canal Diversion.
The original scope of our geotechnical studies consisted of the drilling
of three exploratory borings, as discussed in our proposal dated
March 17, 1982, and authorized by Stone and Webster in a letter dated
March 23, 1982. Consideration had previously been given to performing
seismic refraction surveys to provide information on depth to bedrock at
the site. However, it was felt that if bedrock was relatively shallow
that the seasonally frozen ground would made interpretation of the
seismic refraction data difficult. This led to the decision to mobilize
a drill rig to the site.
Based on the conditions encountered in the original three borings, the
scope of our exploratory work was expanded to include additional borings
and several vertical electric soundings {resistivity profiles). A total
of eight exploratory borings and seven vertical electric soundings were
completed at the site. Limited geologic reconnaissance of the project
area was performed by our geologist concurrent with the drilling
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operations. A more detailed reconnaissance, planned following the
completion of the drilling program, was curtailed by a heavy snowfall.
The scope of Shannon and Wilson's involvement in this feasibility
assessment of the Newhalen River Canal Diversion project was limited to
the gathering of geologic and geotechnical data in the field. limited
discussion of the engineering implications of this data is contained in
this report, with recommendations for further studies if the project is
pursued beyond the feasibility stage. The discussions and
recommendations should not, however, be considered exhaustive.
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2. BACKGROUND
2.1 Site Description
The proposed site of the Newhalen River Canal Diversion is well suited
to hydroelectric development from a topographic standpoint. From river
mile 7~ where the river begins a series of rapids, it flows south and
then turns east {see Figure 1). By river mile 2, the water surface has
dropped about 110 feet.
The proposed canal alignment (see Plate 1) traverses a highland to the
east and north of the river where the topography has been shaped by
local glacial and fluvial influences. Stream erosion is evident
throughout the study area in the form of terraces, and is boldly
reflected in the sharp risers and broad treads of a series of prominent
terraces found at the southern area of the alignment. Here the
tundra-covered banks describe the meandering mouth of the Newhalen River
as it drains into Lake Iliamna. A relatively abrupt drop in elevation
coincides with this terraced area at the proposed outlet structure
location, as the topographic profile drops about 120 feet to the river
within about 1500 feet a 1 ong the a 1 i gnment. From this drop
northwesterly to the intake structure area~ the land surface is
relatively gentle, with occasional southwest facing shallow terraces.
This broad highland area above the river achieves its peak elevation of
about 200 feet in the area to the east and south of the intake
structure. Aerial oblique views of the project area are shown in Photo
Plates 1 through 4.
Except for occasional grasslands found just above the river~ the entire
area . is covered with a mat of tundra. This organic layer varies in
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thickness from sh: inches to three feet throughout the area. Thick
willow and alder stands grow at the banks of the river~ and willow is
found randomly throughout the area. Some spruce trees grow along the
river and in thin forests at the perimeters of the project area.
2.2 Project Description
As currently envisioned" the Newhalen River Canal Diversion project
consists of 14,000 feet of canal, with adjunct intake, spillway, pen-
stock, and powerhouse structures. The intake structure would be located
near river mile 7~ and the spillway near river mile 2 (see Figure 1 and
Plate 1).
The canal invert will drop 1 foot in every 1000 feet, and its elevation
can be seen on the cross section drawn along the canal alignment
(Plate 2). We understand that the invert elevation is controlled by the
need to pass an adequate flow at low river levels and with a potential
for a thick ice cover on the water in the canal. This results in a
depth below existing ground surface to the bottom of the canal of about
45 to 55 feet along much of the canal alignment. Although the canal
side slopes were originally planned to be quite steep, the depth of
overburden now known to exist will require flatter slopes {at least down
to the bedrock surface) and we understand that consideration is being
given to using roller compacted concrete to line the portions of the
canal which are not in rock.
We further understand that the intake structure and portions of the
spillway system will consist of concrete gravity structures and that it
is very desirable that these structures be founded on bedrock.
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The hydroelectric development presently being considered is not related
to previously proposed development on the Newhalen River which was
described on the two sheet map "Plan and Profile 9 Newhalen River,
Alaska, Damsite" published by the U.S.G.S. in 1967. That project
involved consideration of a damsite at about river mile lH, some 41
miles upstream from the proposed intake structure of the diversion
canal.
2.3 Site Regional Geology
Both the su rfi cia l and bedrock geo 1 ogy of the area of the proposed
Newhalen River Canal Diversion have been mapped by Detterman in his
studies of the Iliamna Quadrangle 1 '2 . The volcanic bedrock at the site
is generally mantled by glacial and glaciofluvial deposits.
The project area was probably covered by glacier ice most recently
during the two oldest stades of Brooks Lake Glaciation of late Wisconsin
age. It may also have been glaciated during early Wisconsin time.
Surficial deposits at higher elevations in the project area have been
mapped by Detterman as 11 hanging delta and outwash fan deposits". These
may be the result of later stades of Brooks Lake Glaciation, whereas the
subsurface deposits of apparent ti 11 and outwash encountered in our
borings may relate to the earlier stades. Deposits at lower elevations
along the Newhalen River in the project area have been identified by
Dettennan as 11 stream terrace deposits 11
• In addition, Dettennan has
mapped a high strandline of glacial Lake Iliamna, about 150 feet above
present lake level, as crossing the upper end of the project area.
At this feasibility study stage of the project, no rigorous attempt has
been made to reconstruct the glacial history of the area as related to
conditions observed in our borings.
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The volcanic rocks exposed along the banks of the Newhalen River through
the project area are mapped by Detterman as Tertiary 11 basalt and
andesite"~ with minor rocks of other composition. Tuffaceous volcanic
rocks are mapped to the east of the project area. Regarding recon-
struction of the volcanic stratigraphy of the area~ Detterman comments
that "lava flows, tuffs, and rubble flows are intimately mixed and
change rapidly within a short distance!'
1 Detterman, R.L., and Reed, B.L., 1973, Surficial Deposits of the
Iliamna Quadrangle, Alaska: U.S. Geol. Survey Bull. 1368-A, 64 p.
2 oetterman~ R.L., and Reeds B.L., 1980, Stratigraphy, Structure and
Economic Geology of the Iliamna quadrangle, Alaska: U.S. Geol.
Survey Bull. 1368-B, 86 p.
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3. FIELD EXPLORATIONS
3.1 General
A drill crew from our Arctic Alaska Testing Laboratories division was
mobilized to the site on March 28, 1982 by a chartered Hercules C-130
aircraft. Field work was supervised at the site by Geologist Roger
Troost. Project coordination in Fairbanks was provided by Rohn D.
Abbott, Vice President and Manager of the Fairbanks office, and by John
Cronin, Associate Geologist.
Borings were drilled at a total of eight locations during the period of
March 29 through April 10, 1982. Only one of the originally planned
three borings encountered bedrock within the 50 foot target depth, and
additional drill tools were mobilized to the site to allow drilling to a
greater depth. Four of the additional five borings encountered bedrock.
To supplement the information obtained from the exploratory borings,
vertical electric soundings (resistivity profiles) were performed at
seven locations at the site. Geophysicist Clyde Ringstad, president of
Geo-Recon International, Ltd., of Seattle, performed the resistivity
work between April 3 and April 5, 1982.
Surveyors from the Fairbanks office of Ellerbe-Alaska, Inc. were on site
twice during the field work. The initial survey work consisted of
locating the three original borings and two alternate boring locations.
The later work involved locating the additional borings and resistivity
profile locations.
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A limited geologic reconnaissance was performed by our geologist concur-
rent with the drilling program. A more detailed reconnaissance, planned
following the completion of the drilling, was curtailed by a heavy
snowfall on April 10, 1982.
3.2 Exploratory Borings
The project area was explored with a total of eight exploratory borings.
Seven of these were drilled on or near the proposed canal alignment;
boring B-8 was offset about 1250 feet from the alignment. Boring
locations are shown in plan view on Plate 1, and logs of the borings are
contained on Figures 2 through 9.
The borings were drilled to depths ranging from 20.3 feet to 69.5 feet
using a track-mounted CME-55 drilling rig equipped with continuous
flight, hollow stem auger. Drilling operations were supervised and
logged by Roger Troost, a geologist with our firm. As the borings
progressed, soil samples were generally obtained at 2.5-foot intervals
to a depth of 20 feet, and at 5-foot intervals below 20 feet. Sampling
was accomplished by driving a 3-inch O.D. split-spoon sampler 18 inches
into the so i 1 at the base of the auger with a 340-pound drop haiJTiler
falling 30 inches onto the drill rods. For each sample, the number of
blows required to advance the sampler the final twelve inches is the
penetration resistance and measures the relative density of granular
soils and the relative consistency of fine-grained soils. Soil samples
obtained using this technique were visually classified in the field,
sealed in airtight containers, and returned to our laboratory for
testing of selected samples. Penetration resistance is presented
graphically on the borings logs.
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When rock: was encountered, the boring was advanced by diamond coring
with an NXD4 double-tube core barrel to determine if the rock: was a
boulder or bedrock:. If the rock: was a boulder, further attempts were
made to advance the auger, and if unsuccessful the boring was abandoned
and relocated. Because of the difficulty in advancing casing through
the overburden materials, coring was often limited to a single 5-foot
run. Photographs of the rock core obtained during our explorations are
included as Photo Plates 5 through 14.
The drilling program consisted of a total of 363 feet of soil drilling
and 45 feet of rock coring.
In borings B-5 through B-8, observation wells were installed to allow
more accurate measurement of depth to the water table. These instal-
lations consisted of a short length of slotted PVC pipe connected to a
solid PVC riser pipe. In the other borings, groundwater information was
obtained during drilling by measuring water depth on the drill rods when
they were extracted from the hole after a sampling attempt.
Pertinent information for each boring, such as location and elevation,
and depth and elevation of bedrock: and water table, are shown in
Table 1.
3.3 Resistivity Survey
Vertical electric soundings (resistivity profiles) were performed at
seven locations along the canal alignment to supplement the information
obtained from the borings. The soundings were made with an ABEM SAS-300
earth resistivity meter, using a conventional Wenner electrode array.
The resultant resistivity values were reduced with the aid of a computer
program to simplify interpretation of the results of the soundings.
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Resistivity profiles developed by the soundings were correlated to
subsurface conditions observed in the exploratory borings to assist in
the interpretation.
The interpreted depth to bedrock and water table in each of the sound-
ings is listed in Table 2. Locations of the soundings are shown on
Plate 1.
High ice content in the seasonally frozen surficial soils interfered
with the resistivity soundings at three 1 ocations, VES-2, VES-3 and
VES-9. The low conductivity of the icy soils at these locations limited
maximum penetration of the soundings to 57, 49 and 30 feet,
respectively. Problems with ice-rich surficial soils at other locations
may also have affected the resistivity data, but this was not readily
apparent.
Interpretation of the resistivity data was 1 imited to the picking of
apparent depth to bedrock and water table as depicted in Table 2. The
complex stratigraphy of the site, with interbedded outwash sands and
gravels, till, and silts precluded a more detailed analysis of the data
at this time.
3.4 Topographic Survey
Topographic survey work for the project consisted primarily of estab-
lishing locations and elevations for the borings and vertical electric
soundings. With the exception of boring B-7, which was relocated
following the demobilization of the survey crew from the field, all
borings and soundings were located by the surveyors. Boring B-7 was
located by hand level, Brunton compass, and string chain from surveyed
boring B-6.
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In addition to location of borings and electrical soundings" various
features such as river elevations, rock outcrops, springs, and ground
elevations were located horizontally and vertically, and are shown on
Plate 1.
Due to the lack of BLM section corner monumentation in the field,
horizontal control for the surveying was established by using the scaled
location of the FAA Flight Service Station from the original drawing of
Plate 1 and the bearing of the centerline of the east-west runway at the
Iliamna airport. This results in the horizontal locations being some-
what approximate, both as located in the field and as shown on Plate 1.
The survey has been tied into airport monumentation, photo panels of
unknown origin" and a ~LM section line river crossing monument discover-
ed at the completion of the surveying program. If the project proceeds
beyond the feasibility stage, further research should allow refinement
of the surveyed locations.
Vertical control for the survey was established by referencing all
elevations to the ice surface of the small lake shown as elevation 177
to the southwest of Pike Lake on the U.S.G.S. 1:63,360 map.
It is our understanding that the topographic base for Plate 1 was
prepared by Stone and Webster by enlarging portions of the Iliamna D-6
and C-6 1:63,360 U.S.G.S. maps. The locations of surveyed features from
our field explorations depicted on Plate 1 were plotted referenced to
the corner of sections 8, 9, 16 and 17 near the Iliamna airport. The
inherent lack of detail in the original U.S.G.S. maps, complicated by
the enlargement process, results in some features being shown as
apparently mislocated with respect to physiographic features on Plate 1.
For instance, resistivity sounding VES-10 was actually located below the
bluff in section 17" rather than above the bluff as shown on the Plate.
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Likewise, the rock outcrops in section 20 were actually adjacent to the
Newhalen River; the river elevation at the intake structure was measured
in the river, not on land as shown on the Plate; and the spring south-
west of station 67+50 was actually at the base of the bluff, rather than
at the top of the bluff as shown.
3.5 Geologic Reconnaissance
A limited geologic reconnaissance was performed by our field geologist,
Roger Troost, during the course of our field explorations. The findings
of this work are incorporated into the discussions of the subsurface
conditions in Section 4 of this report.
3.6 Laboratory Testing
Laboratory testing was performed on a representative selection of
samples from the eight borings drilled for this investigation. The
tests were performed as a supplement to the field observations of the
samples to verify classifications and to provide a general indication of
the soil properties.
Water contents were determined on selected samples obtained from above
water table, and grain size analyses, including hydrometer and specific
gravity analysis, were performed on representative samples of the soil
types encountered. Atterberg Limits were determined on samples from the
silt beds found in borings B-3 and B-8.
Results of the water content and Atterberg Limits determinations are
shown on the boring logs, Figures 2 through 9. Grain size gradations
are plotted on Figures 10 through 15.
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4. SUBSURFACE CONDITIONS
4.1 General
Two basic geologic influences are represented in the subsurface
materials encountered in this investigation. Glacial drift deposits,
which Detterman states can locally be more than 100 feet thick in the
Newhalen area, overlie bedrock of volcanic origin. The variable
depositional environments suggested in the profiles observed in the
borings from this exploration program depict a complex sequence of
glacial events, reflecting the recent geologic history of this area.
However, limited available information about the underlying bedrock
types encountered precludes anything but a very general regional view of
volcanic history and bedrock configuration.
4.2 Soils
Except for the mat of tundra that b 1 ankets the landscape, a 11 of the
soils found above bedrock appear to be of glacial or preglacial origin.
Considering the complex nature of events in a once glacially active
region, with the advance, retreat, or stagnation of ice masses influenc-
ing many agents of transportation and deposition, it is not surprising
to find different sequences or magnitudes of deposition represented at
each of the locations explored.
Clean to slightly silty sands and gravels, products of glacial outwash,
are the predominant representatives of a glacial environment, and were
randomly encountered in various amounts at each location explored.
These medium dense to very dense stratified deposits range from
well-sorted to poorly-sorted in composition and the constituents are
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generally sub rounded to rounded. These deposits occasionally contain
silty interbeds.
In a few instances, specific clues to the regional glacial history are
presented in the properties of the outwash samples. In boring B-5, a
clean sand sampled from about 19 feet was found to be very dense,
relatively uncharacteristic for the outwash sands sampled elsewhere in
this exploration program. This suggests a glacial readvance over the
previously deposited outwash sands. In boring B-2, samples from about
10 feet to 20 feet were predominantly subangular and were generally
greenish in color, implying a relatively short transport of these
gravels from a common local source area.
Glacial till was found in various thicknesses in all of the borings
except B-2 and B-4. This poorly sorted material is generally very dense
and commonly contains cobbles and boulders. The coarse-grained constit-
uents are subrounded to rounded and the fines segment is non-plastic.
Two distinct zones of till were encountered in all of the borings
southeast of about station 95+00, and from about station 104+00
. southeast to the outlet structure area, a surficial deposit of till was
found at each of the four locations explored. While the complexity of
subsurface conditions and the distances between the borings precludes
any correlation of buried till beds, the surficial deposits could be
related. Another correlation might be speculated from the fact that in
four of the five borings in which bedrock was confirmed at depth, it is
directly overlain by glacial till. In one of the borings, B-8, a sample
of till taken from 54 feet, just above the soil/bedrock contact at 58.0
feet, contained fragments of weathered bedrock, suggesting plucking
during glacial advance over bedrock.
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Silt beds were encountered in two of the borings, B-3 and B-8, in
thicknesses of 17 feet and 8! feet, respectively. These non-plastic
deposits contain traces of sand and fine gravel. While the silts found
in B-8 were laminated (l/16 11 to l/8 11 thick), those from B-3 showed only
a trace of lamination structure. Although correlation of these beds is
improbable, considering the 8500 foot distance between the two borings,
in both cases the alluvium directly overlies glacial till that has been
deposited on bedrock.
4.3 Bedrock
The bedrock units encountered in the exploratory program are of volcanic
origin. Andesitic rocks of varying composition, apparently extrusive
flows, were cored in borings B-3, B-4, and B-7, north of about station
98+00. In the southern area of the alignment, south of about station
130+00, pyroclastic rock, volcanic breccia, was found in borings B-5 and
B-8. Bedrock was not encountered in borings within the 3200 foot
distance between stations 98+00 and 130+00, therefore a contact between
the bedrock units identified cannot be verified. The relationship of
bedrock units can be seen in Plate 2, Subsurface Profile Along Canal
Alignment. The rock classification system used by Shannon and Wilson is
presented in Table 3.
Bedrock was found to be as shallow as 10 feet in boring B-4, at the
intake structure area near the river, and as deep as 59 feet in boring
B-7, at approximately station 98+00. Aside from the apparent thinning
of the overburden layer near the north end of the alignment, and again,
slightly, in the vicinity of the outlet structure area, depth to bedrock
along the alignment is apparently fairly consistent, at about 50 to 60
feet.
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The limited data available from this investigation suggests that the
bedrock surface dips in a general southerly direction on the order of
one-half degree. Although depth to bedrock at any given location along
the alignment might be estimated from this trend, actual rock integrity
cannot be assumed when factors such as weathering and jointing are
considered. Both rock types encountered in our borings show evidence of
lessened competence within the depths explored because of jointing and
weathering characteristics.
In general, the bedrock was very closely to closely jointed within the
depths explored. Joint spacing varied throughout each core run, and
only in borings B-5 and B-7, in volcanic breccia and basaltic andesite,
respectively, did joint spacing spread to moderately close in deeper
runs, suggesting increased competence of bedrock within immediate depth.
Joint inclination ranges from 15° to 90° in the basaltic rocks, and from
15° to 45° in the breccia. Numerous healed joint sets are apparent in
the andesitic rocks and are commonly filled with quartz; healed joints
were not apparent in the volcanic breccia.
Weathering of the bedrock examined, in most cases, becomes less signifi-
cant with depth. The extrusive rocks from borings B-3, B-4, and B-7
tend to show a marked decrease in clay filling of joints and weathering
stains on joint surfaces with depth.
A significant difference exists between, the pyroclastic breccia samples
taken from borings B-5 and B-8. In boring B-5 the rock becomes re-
latively competent after about three feet of depth. However, the core
from B-8, which appears to be the same rock type as that from B-5, is
generally very severely to completely weathered, and, in fact, appears
substantially more weathered at depth within the depth explored. Yet
the elevation of top of bedrock at boring B-8 is about 16 feet lower
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than at boring B-5. This greater depth could be the result of
overdeepening in the area around B-8 by glacial processes or an
abandoned channel of the Newhalen River at this location.
Bedrock crops out at many locations along the Newhalen River between
both ends of the proposed alignment. Undulations in the top of bedrock
surface were observed along the river near the upper rapids which should
be considered in a regional concept of bedrock configuration. A single
estimation of this undulation noted a drop of 15 to 20 feet from the top
of bedrock outcrop to river level over a distance of about 400 feet.
4.4 Groundwater
The complex arrangement of subsurface conditions encountered throughout
this exploration program is reflected in variations of the depths at
which water tables were encountered. Groundwater was observed in all of
the borings except B-4, at the north end of the alignment where bedrock
was found at 9.7 feet; however, the distances between the borings and
the observed elevation differences of the water tables make correlation
between them difficult. Water tables observed in borings and
interpreted from electric soundings are shown in cross section on Plate
2.
Because all of the water tables were observed at elevations well above
river level at their respective locations, it must be concluded that the
origin of groundwater in this area is from other distant sources. The
relatively clean nature of the predominant gravel and sand soil types
encountered would not only provide a relatively large groundwater
reservoir, but their high permeability could allow high rates of flow
into an excavation. Indeed, heaving conditions were usually encountered
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during drilling wherever clean gravels and sands were sampled below a
water table, confirming the permeability of these materials.
The existence of relatively impervious strata in this region allows the
possibility of more than one water table to exist at any given location.
Perched water tables are not uncommon in glacial soils, where till
layers and silt zones can provide a seal which will hold water. Because
of groundwater conditions observed during the drilling of boring B-1, it
was originally thought that two water tables might exist at this
location. However, subsequent interpretation of the subsurface
materials and drilling conditions de-emphasized this speculation, and we
now believe that only one water table exists there at about 25 feet.
During drilling of boring B-5, the groundwater level was interpreted as
being at about 14.3 feet, however later measurement showed water at
about 20 feet. In boring B-6, sand samp 1 es from about 17 feet to 29
feet were saturated when extracted from the ground, yet subsequent
monitoring of groundwater level in B-6 showed the water table to be at
29 feet. In both of these cases, the possibility of a perched water
table exists.
Frozen spring flows were observed atop rock outcrops at the river at
both ends of the alignment, suggesting the possibility of groundwater
flowing directly on top of bedrock. Frozen conditions prevented any
measurement of this flow, but it was observed as minimal. Another
spring was observed in the field area at the base of a bluff southwest
of the alignment at about station 67+50. The existence of this minor
flow suggests groundwater flowing above some impermeable strata at this
location.
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4.5 Frozen Ground
The possibility of sporadic permafrost exists in this region, however,
none was encountered in our exploration. The surficial mat of tundra
was, in most cases, frozen, and the observed visible ice content was as
high as 40%. In borings B-1, B-2, B-3, and B-8, surficial soil deposits
were frozen, and the deepest penetration of frost was 4 feet in B-1;
however, no visible ice was observed in these frozen strata. The
shallow frost penetration observed in our exploration suggests that it
is seasonal frost.
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5. DISCUSSION
5.1 General
The geotechnical implications of conditions encountered at the site for
the Newhalen River Canal Diversion project are discussed in this
section. Sections are presented on depth to bedrock, groundwater
conditions, excavations, and slope stability. These discussions should
not be considered a complete analysis of geotechnical conditions in the
project area, as the scope of Shannon and Wilson's studies was primarily
exploration and not engineering.
5.2 Bedrock Depth
The elevation of the bedrock surface with respect to invert elevation
along the canal alignment can be seen in the cross section on Plate 2.
This bedrock surface has been interpreted from a combination of informa-
tion obtained from borings and electric soundings.
As can be seen, only the first approximately 6000 feet of the canal
invert as presently planned is interpreted as being on or in bedrock.
Only about the first 3000 feet of the canal would require more than 10
feet of excavation into rock, as interpreted.
The cross section depicts a relatively uniform dip of the bedrock
surface from station 0+00 to near station 100+00. Southeast of this
point, two interpretations are possible, depending on whether or not
Boring B-8 is projected into the section from 1250 feet to the north-
east, and whether the depth to rock interpreted from electric sounding
VES-10 is believed. Without this projection, the bedrock surface
appears almost flat from station 100+00 to the river, although control
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from either borings or electric soundings is absent for about 4600 feet
along the section. Acceptance of the projection of B-8 and the inter-
pretation of VES-10 implies an overdeepening of the bedrock surface of
about 20 feet near station 140+00. In our opinion, such overdeepening
is possible in this area, either as a result of glacial processes or as
a result of burial of an old channel of the Newhalen River. We under-
stand that depth to bedrock may be critical in this area because of the
need to found gravity concrete structures for the spillway on bedrock.
In most of the borings where encountered, the upper few feet of rock
were slightly to moderately weathered. In boring B-8, however, all 10
feet of rock cored was very severely weathered, with the rock almost
completely weathered to soil. This boring was located in the creek
about 1250 feet northeast of the alignment near station 130+00. It is
not known whether the rock under the alignment is similarly weathered.
It is not likely that water flow in the creek caused this vJeathering,
because the measured water table is about 21 feet below ground surface
at this location. Most of the rest of the area has a water table at a
similar depth, yet the rock does not show similar weathering. Though no
faults have been mapped in the area, it is possible that a fault or
shear zone at the location of boring B-8 could be responsible for the
weathering observed in the rock. Alternately, if the location is part
of an old buried channel there maybe increased groundwater flow which
could be responsible for the increased weathering.
Anomalous resistivity values in electrical sounding VES-7 below a depth
of 62 feet may represent another zone of severely weathered rock, or
possibly a very old till deposit which was buried by a volcanic flow.
K-0517-01
5.3 Groundwater Conditions
Groundwater table was measured in borings or interpreted from resis-
tivity profiles significantly above canal invert elevation at almost all
locations. As many of the overburden soils at the site consist of clean
sands and gravels which are assumed to have a high permeability, the
possibility exists of significant rates of flow of water into an
excavation. No pumping or permeability tests were performed as part of
our field explorations, and it would be difficult to quantify rates of
flow at the present time.
Additionally, observed perched water tables present the possibility of
encountering water in an excavation at elevations above the main water
table.
Problems were experienced in many of the borings with heaving sands
below the water table. If an excavation encountered deposits of sands
below the water table which are confined by till or other impervious
materials, these sands could be expected to "run" into the excavation.
5.4 Excavations
5.4. 1 Soil Excavations
The overburden soi 1 s at the site are not expected to be di ffi cult to
excavate, although groundwater flow may present problems as outlined in
the previous section. The volume of material which will require
excavation to cut the side slopes at a stable configuration will be
1 arge.
22
K-0517-01
The granular soils encountered in our borings were generally medium
dense to dense. Where encountered, cobbles comprised about 10 to 20% of
the material~ and boulders up to about two feet in diameter were
encountered. Given the glacial origin of the overburden~ larger
boulders or glacial erratics might be encountered in the overburden.
Only seasonally frozen surficial soils were encountered in our ex-
plorations. In our opinion, the chance of encountering permanently
frozen soil {permafrost) in the excavation is fairly slight.
Although the till and till-like silty soils encountered in our ex-
plorations might be stable at a steeper cut slope than the granular
soils~ in our opinion the canal excavation should be planned for a
uniform stable slope. Determination of what constitutes a stable slope
will require detailed slope stability analyses~ taking into account the
groundwater table. Pore pressure will be particularly critical
following installation of the canal lining but prior to filling of the
cana 1.
Preliminary plans called for use of the material excavated from the
canal to construct a road embankment adjacent to the canal. Any major
embankment close to the edge of the canal can be expected to influence
the stability of the adjacent slope.
Construction safety for personnel and equipment working on excavation of
the canal should also be considered during planning of the canal side
slopes.
23
K-0517-01
5.4.2 Rock Excavation
Based on limited observations of the bedrock at the site, both in
outcrops and in the cored portions of the borings, it is anticipated
that stable excavations in the rock can be made with relatively steep
side slopes. More detailed geologic mapping of the area, including
comprehensive studies of the spacing and orientation of joints and other
discontinuities, would be required as input to rock slope stability
analyses.
The upper portion of the bedrock which was cored in our borings was
generally very closely to closely jointed. It may be possible to
excavate this jointed rock by heavy ripping, but in our opinion,
drilling and blasting may be necessary to facilitate a significant
amount of the rock excavation at the site. Seismic refraction studies,
if performed to further define subsurface conditions at the site, would
help in determining rippability of the rock.
Another possibility which should be anticipated is encountering unfore-
seen zones of severely weathered rock, such as that observed in boring
B-8. Such zones might require overexcavation or other special treatment
beyond the planned scope of excavating work.
5.5 Slope Stability
Stability problems associated with the excavation of the canal have been
discussed in the previous section. This section deals with the
stability of natural slopes at the site.
From discussions with Stone and Webster, we understand that two areas of
concern exist. The first is the prominent bluff near station 140+00
24
K-0517-01
which the spillway structure traverses. The second is the bluff south
of the proposed alignment in the vicinity of station 80+00.
While these slopes may be stable in their present natural state, changes
in the groundwater regime because of seepage from the canal could
adversely affect their stability. Spring flow caused by increased
groundwater could result in erosional failure, or an increase in pore
pressure could cause more massive failures. In our opinion, the bluffs
to the west of the canal alignment at the PI near station 30+00 may also
be subject to the same types of potential instability as the two areas
of concern described above.
Field reconnaissance in the area just above the Newhalen River at the
proposed site of the spillway structure revealed what appeared to be
rotated slump blocks of material. It is possible that this area has
been subject to slope failures in the past, and it should be studied in
more detail if the project proceeds beyond the feasibility level.
25
K-0517-01
6. RECOMMENDATIONS FOR ADDITIONAL STUDIES
6.1 General
The geotechnical studies discussed in this report were performed to
assist Stone and Webster in a preliminary analysis of the feasibility of
hydroelectric development by a diversion of the Newhalen River. Addi-
tional studies will be required to assess the feasibility of the project
in greater detail. The studies which in our opinion would be useful in
further feasibility assessment or design engineering are outlined in
this section of the report.
6.2 Geophysical Studies
6.2.1 Seismic Refraction Survey
In our opinion, a seismic refraction survey performed along the entire
length of the canal alignment would provide a more detailed profile of
depth to bedrock along the proposed alignment. In addition, it should
be possible to interpret the varying stratigraphy of the overburden
soils, and differentiate between some of the till and outwash deposits.
In addition to developing a seismic profile along the canal alignment,
seismic surveys performed perpendicular to the alignment at selected
locations would assist in developing three dimensional infonnation on
the bedrock surface.
There are several problems inherent with the use of seismic refraction
methods at this site. The first involves the presence of seasonal
frost; a refraction survey would preferably be performed after the
surficial soils were entirely thawed. The other problems with the
26
K-0517-01
method involve hidden layers and blind zones resulting from velocity
inversions. A hidden layer results when a relatively thin intermediate
1 ayer is not detected because the wave front propagating through a
deeper, higher velocity layer arrives at the surface first. Velocity
inversions are masking effects resulting from a higher-velocity layer
overlying a lower-velocity layer. An example of a velocity inversion
would be a compact till overlying a gravel layer with no appreciable
water.
The interpretation of the seismic records can be performed with less
uncertainty when subsurface information from another source is avail-
able. Either direct information from exploratory borings, or substanti-
ating information from another geophysical method such as resistivity,
would be helpful.
Seismic refraction work at the site would also be useful in estimating
the rippability of the bedrock.
6.2.2 Vertical Electric Soundings
Difficulties were encountered in performing and interpreting the results
of vertical electric soundings {resistivity profiles) at the site during
this field program due to the high ice content of the seasonally frozen
soils. Resistivity work performed after the seasonally frozen surficial
soils had thawed would be very helpful when correlated to seismic
refraction work or additional exploratory borings.
27
K-0517-01
6.3 Exploratory Borings
In our opinion, detailed design work for the proposed river diversion
should be preceded by the drilling and sampling of additional explora-
tory borings. These borings should be used both for correlation with
geophysical explorations and for site-specific foundation studies of
soil and rock conditions at locations of major structures. In addition,
pumping tests or in-hole permeability tests should be performed to
assess the magnitude of groundwater flow which can be expected into
excavations at the site.
Information gained during our preliminary studies regarding subsurface
conditions at the site and depth of exploration required should allow
mobilization of the necessary drilling equipment to obtain the informa-
tion required during any future studies.
6.4 Field Reconnaissance
Geologic reconnaissance of the project area during this preliminary
study was limited by time constraints associated with the drilling
program, and later by a heavy snowfall.
Additional geologic mapping, primarily in the area along the banks of
the Newhalen River where bedrock is exposed, would further our under-
standing of the nature and distribution of bedrock at the site. De-
tailed studies of the frequency and orientation of joints and other
discontinuities would be essential to determining the angle at which
rock slopes would be stable in the canal excavation.
Additionally, a general reconnaissance of the site after the ground was
thawed might reveal the location of other springs in the area. This
28
K-0517-01
information would be useful in developing an understanding of the
groundwater regime.
6.5 Topographic Surveys
Detailed topographic survey information on the area proposed for the
diversion canal is presently lacking. Such information will be vital
for further geotechnical studies, including slope stability analyses,
interpretation of seismic refraction data, and correlation of boring and
resistivity data.
Although the information obtained from a series of profiles and cross
sections could be utilized, in our opinion, a photogrammetric survey in
conjunction with these traverses would be quite useful.
29
K-0517-01
7. LIMITATIONS
The scope of Shannon and Wilson•s involvement in this feasibility
assessment of the Newhalen River Canal Diversion project was limited to
the gathering of geologic and geotechnical data in the field. Limited
discussion of the engineering implications of this data is contained in
this report, with recommendations for further studies if the project is
pursued beyond the feasibility stage. The discussions and recommenda-
tions should not, however, be considered exhaustive.
The analyses, discussions, and recommendations contained in this report
are based on site conditions as they presently exist and further assume
that the exploratory borings, and soil resistivity data are representa-
tive of the subsurface conditions throughout the site (i.e., the subsur-
face conditions everywhere are not si gni fi cantly different from those
disclosed by the exploration).
The geotechnical studies for this project are preliminary in nature and
were designed to assist Stone and ~~ebster Engineering Corporation and
the Alaska Power Authority in assessing the feasibility of hydroelectric
development by diverting the Newhalen River. In our opinion, additional
site specific field investigations will be required before definitive
geotechnical recommendations can be developed for the project.
SHANNON & WILSON, INC.
By=R~~
Rohn D. Abbott, P.E.
Vice President & Manager
30
T MLE l
SU~1ARY OF SUBSUQFACE EXPLORATIO'lS
;,PPROXIMAlE
SlAT!ON MiD GROWlD SURFACE TOTAL BEDROCK loiiiTER TABLE PROPO~EO CANAL INVERT
lORING NO. OFFSET ELEVATION DE!'TH DEPTH ELEVATION DEPTH ELEVATION DEPTH ELEVATION REMARKS:
~-1 129+35 175.0' so.o· ------26.0' 149.0' 43.0' 132.0'
40'L
IJ-2 90+20 182.0' 53.0' ------25.0 157.0' 46.0' 136.0'
20'L
'3-3 46+00 194.0' 53.0' 48.0' 146.0' 16.0' 178.0' 54.0' 140.0'
SO'L
B-4 250' N of 0+00 188.0' 20.0' 10.0' 178.0' ------43.0' 145.0' *B-5 -Bedrock is moderately
200'L severely to very severely
B-5 144+50 143.0' 43.0' *33.0' 110.0' **14.0/20.0' 129.0/lZJ.O' 12.0' 131.0' weathered from 32.5' to 35.5'
290'R **B-5 -Possible perched water table
B-6 103+30 184.0' 52.0' ------29.0' 155.0' 49.0' 135.0' at this location
155'L II
R-7 97+90 174.0' 68.0' 59.0' 115.0' 6.0' 168.0' 39.0' 135.0 I
B-8 -Bedrock is moderately
severely to comoletely 45'L weathered within depth
:1-fl 130+00 152.0' 70.0' e58.0' 94.0' 21.0' 131.0' ---132.0' explored
1290'L
TABLE 2
SU11MARY OF VERTICAL ELECTRIC SOU~OI!iGS
'JE RT l CAL APPRO X H1A TE
LlECTRIC STATION AND GROUND SURFACE INTERPRETED BEDROCK INTERPRETED I~ATER TABLE PROPOSED CANAL INVERT
:Dt;;lOJNG NO. OfFSET ELEVATION DEPTH ELEVATION DEPTH ELEVATION DEPTH ELEVATION Rn1ARKS:
:ES-l 46+00 194.0' 46.0' 148.0' 21. 0' 173.0' 54.0' 140.0'
50'L
i[S-2 90+20 182.0' >57 .0' <125.0' 21.0' 161.0' 46.0' 136.0' Penetration limited to 57 ft. bv 20'l seasonal frost
1£5-3 129+35 175.0' >49.0' <126.0' 26.0' 149.0' 43.0' 132.0' Penetration limited to 49 ft. by 40'l seasonal frost
,E S-7 26+00 199.0' 44.0' 155.0' 28.0' 171.0' 57 .a· 142.0' Possible weathered rock or till
CL below 62 ft. depth
.ES-8 66+80 180.0' 44.0' 136.0' *39.0' 141. 0' 42.0' 138.0' *Water table may be as hiqh as 190'R 29 ft. depth ·
IES-9 109+80 185.0' >30.0' <155.0' 18.0' 167.0' 51.0' 134.0' Penetration limited to JO ft. by 20'l seasonal frost
'IES-10 140+90 150.0' 61.0' 39.0' 13.0' 137.0' 19.0' 131.0'
40'R
'WT£. All de~ths and elevations have been rounded off to the nearest foot.
ruu3
DESCRIPTION OF ROCK PROPERTIES
\!.E.~THERING
Fre~h -Rock fre~h, crystals bright, few joints may show slight staining. Rock rings
under ha11tner if crys ta 111 ne.
Very Slight -Rock generally fresh, joints stained, some joints may show clay If open,
crystals In broken face show bright. Rock rings under hammer if crystalline.
Sllqht-Rock generally fresh-joints stained and discoloration extends into rock up
to 1 ln. Open joints contain clay. ln granitoid rocks some occasionally feldspar
crystals are dull and discolored. Crystalline rocks ring under ha!1'111er.
Moderate -Significant portions of rock show discoloration and weathering effects. In
granitoid rocks most feldspars are dull, discolored; some show clayey. Rock has
dull sound under hammer and shows significant loss of strength as compared with
fresh rock. ·
Moderately Severe • All rock except quartz discolored or stained. In granitoid rocks
all feldspars dull and discolored and majority show kaolinlzatlon. Rock shows
severe loss of strength and can be excavated with geologist's pick. Rock goes
"clunk" when struck. (Saprolite)
Severe • All rock except quartz discolored or stained. Rock "fabric" clear and evident
but reduced in strength to strong soil. In granitoid rocks all feldspars kaollnized
to some extent. Some fragments of strong rock usually left. (Saprolite)
Very Severe-All rock except quartz discolored or stained. Rock "fabric" discernible
but mass effectively reduced to "soil" with only fragments of strong rock remaining.
Complete-Rock reduced to "soil." Rock "fabric" not discernible or discernible only
in small scattered locations. Quartz may be present as dikes or stringers.
HARDNESS•
Very Hard • Cannot be scratched with knife or sharp pick. Breaking of hand specimens
requires several hard blows of geologist's pick.
Hard· Can be scratched with knife or pick only with difficulty. Hard blow of hammer
required to detach hand specimen.
Moderately Hard· Can be scratched with knife or pick. Gouges or grooves to 1/4 ln.
deep can be excavated by hard blow of point of geologist's pick. Hand specimens
can be detached by moderate blow.
·Medium • Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point.
Can be e~cavated in small chips to pieces about 1 ln. ma~imum size by hard blows
of the point of a geologist's pick.
Soft-Can be gouged or grooved readily with knife or pick point. Can be excavated
in chips to pieces several inches In size by moderate blows of a pick point.
Small thin pieces can be broken by finger pressure.
Very Soft -Can be carved with knife. Can be e~cavated readily with point of pick.
Piece\ an inch or more in thickness can be broken by finger pressure. Can be
scratched readily by finqer nail.
* For Engineering Description of Rock • not to be confused with Moh's scale for minerals.
JOINT BEDDING AND FOLIATION SPACING IN RQCK
S j)a_c.iilg.
Less than 2 ln.
in to 1 ft.
1 ft. to 3 ft.
3 ft. to 10 ft.
More than 10 ft.
Very c 1 ose
Close
Moderately close
Wide
Very wide
Bedd.iii!L_!!ld_l.Ql_i_ati o_n
Very thin
Thin
Medium
Thick
Very thick
After Deere, 1963a
NOTE: Joint spacing refers to the distance normal to the plane of the joints
of a single system or "set" of joints which are parallel to each other or nearly so.
RQD In '1: • 100
~
ROCK Q!JAL ll!.Jl~~ !GNAT OR (~C)D l
h~~th of Core In Pieces 4 ln. and Longer
Length of Run
Diagnostic Descri2tion
Exceeding go:.; Excellent
90-75 Good
75-50 Fair
50-25 Poor
less than 25% Very Poor
After Deere 1967b
NOTE: Diagnostic Description is intended primarily for evaluating problems
with tunnels or excavations in rock.
aDeere, D. u. "Technical Description of Rock Cores for Engineering Purposes"
Felsmechanik und lngeniergeologfe, Vol. 1, No. 1, 1963, pp. 17-22.
bDeere, D. U. et al., "Design of Surface and Near Surface Construction In Rock"
Proceedings, 8th Symposium on Rock Mechanics, The American Institute of
Mining, Metallurgical and Petroleum Engineer, Inc., Hew York 1967,
pp. 237-3D2.
FROM: American Society of Civil Engineers, Journal of the Soil Mechanics and
Foundations Division, Vol. 98, No. SM6, pp. 568-569, June 1972.
7
/30-
13
24
From Sheet 1~ "Plan and Profile,
Newhalen River, Alaska, Damsite 11
USGS, 1967
Scale: 1 Inch = 2000 Feet
Stone & Webster Engr. Corp.
MAP OF PORTION OF THE NEWHALEN RIVER
April 1982 K-0517-01
SHANNON ' IILSDN. INC. FIG 1
C£GT(CHMitAL tDISULfAITI •
SOIL DESCRIPTION
Station: Approx. 129+35, 40'L
Surface Elevation: 175'
Brown sandy SILT to silty SAND w/
organics (Tundra) Vr/Vx ~40%, w/
ice lenses to 1 4"
c.,)
::c <.::1 a.. c:::> .. _,
a::
<.::1
Very dense, gray-brown to gray,
silty to silty, sandy, fine to
coarse GRAVEL, Nbn where frozen
G 1 a cia 1 T i 11 ?U'~------~'1.~~
Very dense, gray, clean, sandy,
fine to coarse GRAVEL
r·1edium dense, gray-brown, clean,fine
to medium SAND, trace of coarse sand
and fine qravel
Dense to verv dense, gray-brown,
clean, sandv: fine to coarse GRAVEL
Medium dense zone Nl5' -19'
Medium dense, gray to gray-brown,
clean to slightly silty, fine to
medium SAND
. ..... .
::c -a.. ...,
c:::>
~----------~-----------¥~·~+-
Frozen j
Ground l-.,:,.:.;..,.:.,:.,-4
(cont.)
LEGEND
Gravel
Sand
Si It
Clay
Peat
Orianlc
Content
r Impervious seal
water level
PIezometer tip
~ Thermocouple
I 3•0.0. split spoon sample n 3"' 0. D. t h i n-w a I I samp le * Sample not recovered
At te rbllll I i11i u:
1 • I• Liquid li11it
'--.'-._..:..__Iller. content
~PIUtiC l11111t
s-11
S-21
S-31
(.!j
S-'[ z
1-1
_J
_J
1-1
0::.:
s-sr:: c::l
<.!:: z
1-1
0::.:
S-6I
:::>
Cl
Cl
LJ.J > S-71 0::.:
LJ.J
(/')
co
0
s-si
S-101
PENETRATION RESISTANCE
(340 I b. wti aht, 3D" drop)
A Blon par foot
. . . : : : : : : ~ : : : : : : : : : ..•.••••• i •....• ~~ .t.
5 .. ~--~--~ .. : ... ~ .. :-.: ... :~.J-~-~--~--: .. ~ ... : .. ~ ... : .. ~-. · · ·• · · ·; · · · · · · 66· A
.... ~:::: ~:::::: ~
.... ::::!::::~:::
l 0 • :_-----+------§g.-.t.
:::::!:::::: 75: ... : __,_
: : : : : : : j : : : : : : 5 ~I:
•• E ••••.•.••
1 5 .. : ... : ... : ... : ... ~ .. : ... ~-~ .. : ... ~ .. : ... : ... : ... ~ .. : ... ~_: ___ · .
: •:::::::!::.:::::
:::::::::!~~~:::~~
20 -~----+-----+ .t.
. . . . ~ ~ . . . . . . . . . . . . . . .
~:~:~:~~~~:~:~:::::
2 5 ....... _ .................... -.~----....... ·-·--··-·
~~ :
3 0 .. : .. ~ .. .:...:...: .. ~ ... : ... : .. .:...~ .. ~ .. : ... : ... ~ .. ~-~ ... : .. .:...:..
: : :: :: ::: ~ :A: : : :: ::
~ . . . . . . . . . . . . .
. . . . . .
' ............. . . . . . . ~ . . . . . .
--1---Av 3 5 .......................... : .. ·:· .. ~··[ .. : ... : ... : ... : ... : ................ ..
: I : :
20 40 e ~ Water content
Note: The sl rat 1 I teal 1 on It nes represent
the appro11mate boundartes bet•ten soil
types and the tranSition may be eradual.
Stone & \.febster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-1
AI'ril 1982
SKANNON & IILSON, INC.
'(OTlCHNICAL tO•SULTAWTS
K-0517-01
FIG. 2
SOIL DESCRIPTION
Station: Approx. 129+35, 40'L
Surface Elevation: 175'
('...)
::C CD a...o
C....J -CD
::c -a.. ....
Q
.... Q-....J z.._. a.. ::::0-• Clc c ~-~
. -PENETRATION RESISTANCE
(340 Ill. wei(lht, 30" drop)
A Blou per foot
20 40
Very dense, brown, silty sandy
GRAVEL
'?I{. ~-n= 35 ...... ·j··50/5"-•
(I'· • . . . . . . . . • : 1 : : : : : : . . .
(Glacial Ti11?)
/!k.:o· . . ........ i ........ .
~h . og. 0 . : : .••••• , .•• · •••••
Dense, gray, slightly silty fine
SAND, trace of medium to coarse SAND
NOTE: Subsurface conditions from
41.5 to 50.0' interpreted from
4 0 ................................ ·-·+··--··· ....... _. ................ _
:::::::::j::::A:::
: l :
4 5 ""''''''''''''''-••••••••••••••-·•r··•·••"'-"'''''""''""""'-
t~-1e_d_i_u-_m_-d_:-:-~-~-o-mto-~-:~e-:-:-:-~o-:-:--:-:-~-n-G-RA_v_E_r_-~~~~~~~=;;·~J;~:::: ____ ~------;-:_:_:_:_•_:_•_:_:~~'~ ;:_ ;:_ .·_ :•_ :-:-.: _,_.~:
drilling action
Frozen
Ground
Completed 3/30/82
LEGEND
Gravel
Sand
S i It
Clay
Peat
''~ 1 Organic
"" ' " ;;'""' Content
r Impervious seal
rater level
Piezometer tip
~
I n
Thermocouple
3• 0.0. split spoon sample
3"' 0.0. thin-•all sample * Sample not recovered
Atterber1 li•ltr:
1 e 1 .,. u quid 1 1111 it
'-.._~later content
~PIUIIC lt•tl
20 40 e ~ Water content
Note: The stratification ltnu represent
the appro1tmate boundanes bet•een soil
types and the transtlton may be 1radual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-1 (cONT.)
April 1982 K-0517 -01
SHANNON ' WilSON, INC.
CIOIItM•ICll COMSULIAWTS
FIG. 2
SOIL DESCRIPTION
Station: Approx. 90+20, 20'L
Surface Elevation: 182'
Brown, sandy SILT, w/organics(Tundra
Interbedded, medium dense to dense,
clean to slightly silty gravelly SAND
and sandy GRAVEL
LEGEND
c:;.) -%c:::t
Q,. Q -...... a::
<.::)
Frozen
Ground
Gravel
Sand r Impervious seal
later lenl
Piezometer tip
~ Thermocouple
. --.
% -Q,. .....
Cl
S i It
Clay
I 3• O.D. split spoon sample
II a• O.D. thin-nil sample * Sample not recovered
Peat
''"~ 1J Organic
~ Content
Altllblll li11iU:
1 e 1 ,. Liquid I i 111 i I
'--."-.:__tater content
""'---PIUtiC 111111
..... ......
Q,. • -.....
. -Cl--PENETRATION RESISTANCE x.._. . :::::t-% (JoiO lb. WliQhl, JON drop) o .. -~-Q,. .A !lou per foot
~0 20 40
a 20 40 e ~ Water content
Note: The stratlficalton l1nes represent
the approltmate boundarres bet•••n soil
types and the trans•l•on may be aradual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-2
April 1982
SHANNON & IILSON, INC.
'IOTIC~IICAL COISUlTAMTS
K-0517-01
FIG 3
SOIL DESCRIPTION
Station: Approx. 90+20, 20'L
Surface Elevation: 182'
Interbedded SANDS and GRAVELS, as
above
. -~ .....
:z:: c.::l . ..j
A-A-C) :z:: --..j
1-a: A--c.::l ...... ...,
C)
~&.~ 1 :•·7'.·o s 11 ;;~~~ -It
=a: z....,
:::Ill-=-~-
. -PENETRATION RESISTANCE
~ (340 lb. ••iaht, 30" drop)
:L ABionperloot
~ 0 20 40
35 ··~
4 0 ...................................... ;. ················-······--····-
;' s-13 I 4 5 --:····:····:--·--:·--:_·-·-:_ --:_----:_···-:_ ·r',,,:' ··:····:_:···~::···-::··--:····_: ____ : ... _: ____ : II 1-L~o_o_s_e_, _g_r_a_y---b-ro_w_n_,_s_1_i g_h_t_l_y_s_i-lt-y---¥-i',_.-.. ~-''~~-.. 4!.,. 50 · 0 I 50 ··--·----·:···.---:-----·····:_-·:,,l:,,r·-_::·····--···--····--·-·····--····-
.... ~-~-:~_: __ ~-~-~-~-~_l_;r_a_c_e __ o_f __ c_o_a_r_s_e __ s_an_d __ a_n_d __ ~W~~~~~~f~~53.05_-_1_4 __ ~----~
~~~~~~t~~ ~~j~~~~tion : l: ::::::
-------T-~--~---NOTE: *Subsurface conditions from
51.5' to 53.0' interpreted from
drill action.
Frozen
Ground
LEGEND
Grave I
Sand
S i It
Clay
Peat
Organic
Content
r lm.pervious seal
later level
Piezometer tip
~ Thermocouple
I 3"' 0.0. split spoon sample n 3"' 0.0. thin-wall umpla
* Sa mp I 1 no I r a cove r 1 d
Atterbera li•ita:
1 e f,.Liquidlilllil
"-..'-...:...._later content
~PIIIIIC li111t
. ........ :. --------r--------
·····················-···-·······r································-··
0 LO 40 e ~ Water content
Note: The stratlficataon lanes represent
the appro1imate boundaries bet•een soi I
types and the transataon may be aradual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-2 (coNT.)
Apri 1 1982
SHANNON ' IILSON, INC.
;lOT(CHMICIL COWSULTIWTS
K-0517-01
FIG. 3
SOIL DESCRIPTION
Station: Approx. 46+00, 50 1 L
Surface Elevation: 194 1
c.;, -:z: cD
~c -_, ac;
c.D
///_/
////
////
. --.
:z:
1-
~ ...... c:a
Brown, tlne sandySlU, with
organics (Tundra) /// 2 0 ~--~ . Very dense, gray-brown, clean to ..... <f;t:;..-
sl"i ghtly silty, sandy, fine to coarse ~,:~<S
GRAVEL, with cobbles ~~
S-4, medium dense
S-8, dense
Stiff to very stiff gray to
gray-brown SILT, trace of fine to
coarse sand
·Q~:
c::::> :.\J4 D~·:~
~~ ~):.~·j
p:::~ t\-{~ !=?~~ ·cs:-~ ~If€ t);~
-~-~::. ~:o.:·:
~o·: .-, .. .. 0• :~~·< <:::.1 .• :1 r-.cjll:·.~ ~;~:-~-·:· tJ:.·o ·:. ~ :~)::;:.
!.(<;· ."('!: 23.0
'.jjjj
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
////
...... _.
~ --""
S-li
S-2I
S-31
S-41
S-5I
S-6I
S-7I
s-81
---------------~~/~/'tt/~/;----t-11-/.[// .. v -~~v
~
Frozen J :.~~-.::.::·~·:
Ground ( :-....... .... ~ .. ~
v.~/ ... ~
"'l"" ".,;/;
~
ill I II
'.t".t IJ
'f'./"'
{cont.)
LEGEND
Gravel
Sand
S i It
Clay
Peat
Organic
Content
r lm.pervious seal
later level
PIUOmater tip
~
I n
Thermocouple
3• D.O. 1plit spoon sample
3'"' D.O. thin-wall sample * Sample not recovared
At II r bl r 1 I i 111 i II:
1 e f .. Li qui II I i • it
'-~later content
~PIUtlt lillltt
=-=-= ...... =»,_
c-~-
c..!:! z: ......
....J
....J ....... ex:
Cl
(.!:)
z: ...... ex:
::::;,
Cl
Cl w
> 0:: w
(/')
co
0
.sz
. --PENETRATION RESISTANCE
:z: (310 lb. Utiht, JON drop)
1-.& Blowe !.or foot ~
~0 40
. . . . . . . ~ ,. . . . ,. . . . .
• . • • • • • . •I• • ... j~ : 16 . . .. . . .. . .. . ~ . . .. . . . " .. .
5 .. : ... :-~.: .. ~ ... : .. ~-1~--~--~---~~ .. 56 .. : • ......... l ..... 2. 511·
: : : : : : : : : ~ ~ : : : : : : : :
: : : : : : : : : l : : : : : : i 05: .&
··~·-····:······_......._~ : : : ~ : : : : : l . * • • ~ • • • •
l 0 ..... ~.~--~ .. : ... :.,&.:...~ .. ~-:-: ... :... . . . .
~:~~:::~:~:::::: ...
. : : ~ : ~ ~ ~ ~ I ~ ~ ~ : : ~ ~4 ~ •
1 5 .. ~ ... ~ .. L-~ .. ~ .. : .. L.: : L .. L~-~--~ j ;;_ •
::::~::~:~:::~:::::
: : : : : :: :: 1 :: :: ::59 : •
. . ~ . : : : : : ~ : : : : . . . . .
20 .. : ... ~-~ ... : ... : ... : ... : .. ~ .. L~ .. : ... : ... : .. ~~~-: .. ~
! ; I : :
2 5 --~---~ .. -~~-~~--~~~~-~---~t~ .. -~-~~~-:--~
; I . .
30 ~:_:~:_:,:-·-~~
n 35 ~ •· v~ ------~ ---------
e ~ Water content
Note: The slratt!tcat•on l1nes represent
the appro•imate boundartes betwaen soil
types and the trans1t1on may be a:radual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-3
April 1982 K-0517-01
SHANNON ' IILSON, INC.
GlOTltMMIC&l CONSUlT&•TS
FIG.JJ
SOIL DESCRIPTION
Station: Approx. 46+00, 50'L
Surface Elevation: 194'
SILT, as above
Medium dense to dense, gray-brown,
silty, gravelly SAND and sandy
GRAVEL (Glacial Till)
Frozen
Ground
LEGEND
S i It
Clay
Peat
Organic
Content
r Impervious se.al
later level
Piezometer ltp
~
I
II
Thermocouple
3• O.D. split spoon umple
3"' 0.0. thin-nil umpll * Sa mp le not re cove red
Atterbll8 liaill:
1 e I• liquid liait
'"-.:...__liter content
~PIIIIIt lia1t
S-111
. -.
:::c --PENETRATION RESISTANCE
(340 lb. Ulllhl, JON drop)
A Blows per foot
~0 20 40
35 .A. . ..... . . . . . .
0 •••••
: i : : : :
i : : : : : : : : : l :: :: : : : : :
40 .. ~ .. : ... : ... :...: ... : ... : ... : ... :+~ .. ~-.:. .. :...:...:..~ .. .:...:.. ~ . . i
4 5 .. : ... :_.: ... : ... : ... : ... : ... : .... 1..: ... : ... ~ .. :._:_~~ .. ~ : : : :: : : : : I:: : : : :: : :
........ ~ : : : : : : 56 :
. B-egan NX Diamond r.
· coril'lg @ !l8. 0' · · ... ··················-·-··-.... ··---r·-··-·--·---·-·-
1 :::
··:···:···:···~···~···:···:···:·~·r·:·············--·-·-
: : I
··········-·-··-··-··-···--·~··-··--······-·-··-
. :: I :
··········-···-····--··--·r··-······-·····--·····-
. . I
--·· -··-:·------
20 40 e ~ Water content
Note: The st rail I icati on l1nes represent
the approximate boundaries between soil
types and the transttion may be aradual.
Stone & Webster
Newhalen River Canal Diversion
Newha1en, Alaska
LOG OF BORING NO. B-3 (cONT.)
April 1982
SHANNON & IILSON, INC.
;EOTltH•It&L tO•SULT&•TS
K-0517-01
FIG. 1f
SOIL DESCRIPTION
Station: Approx. 250' N. of
Sta. 0+00, 200'L
Surface Elevation: 188'
Hrown, sandy 'Sill, Wl th orgam cs
~ 1Junrln) } //' ~
'////, 0
~-
Very_dense, brown~ slightly silty ~!~
to s1lt~ sandy, f1ne to coarse GRAVEL ~~-~
~Jir "'· . . 5
Very dense, gray-brown,clean to
slightly silt~ sandy, fine to coarse
GRAVEL
....:.:-.G:fS
'Y-o·¢
·.r--:..~ .. "-..J 0 •
.'(i,~·.c :q.:~~ 7
Frozen
Ground
(cont.)
LEGEND
S i It
Clay
Peat
"' ~ t, 0 r g an i c !1..!l.!...iJ C o n t e n t
r lmpervtous seal
later level
Ptezometer tip
~ Thermocouple
' .
I J•o.D.splitspoonsample n 3 .. 0.0. lhtn-wall sample
* Sa mp le no I r e cove red
Atterbera limits:
1 e ,.,. Liquid limit
'-~later content
~PIIIItc ltmtl
'"-I
-' --c ...,
S-li
S-2I
S-3::::t
Cl..:: z....,
~-~c
~ ..
. ....
.
:::c
1-a.. ...., 0 ~
PENETRATION RESISTANCE
(340 lb. weight, 30"
A Blows per loot
20
drop)
4C
:~·
: 4'~ :
5 .. : ... : ... : ...... : ... : .. ~ ... :.+~ ... : ... : ... ~-~ ... :.66 .:.. •
......... l ...... 5" .
l: :5o .. : • 1 . . 3" .
_s_-_4_:r:-+--~ 1 o ~:.!~~-~J_____ -~ •
: : Began NX1 diamond:
<.!J z: ......
__J
__J 15 ,_
a::
0
<.!J z: ......
a::
::::>
0
0 w
> a:: w
(/)
co
0
w z:
0 z:
conng TY
·:·: -~-~]--------:
-: :·:---r-------
---------.--------
u•··--·-·········-····-····-···r·········-········ .. ············-··
zu 4(j
e ~ Water content
Note: The straltficalton ltnes represent
the appro••male boundartes betw1en soi I
types and the transtlton may oe aradual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-4
April 1982
SHANNON ' lllSON, INC.
'(OTlCHMIClL COMSULTliT$
K-0517-01
FIG. 5
SHANNON & WILSON, INC. SUMMARY LOG OF BORING: 8-4 (cont.)
GEOTECHNICAl CONSULTANTS
t----------------------IJOI NO: IDATE:
PROJECT: Stone & Webster K-0517 -01
Newha 1 en River Can a 1 Divers; on STATION:-250 1 N of 0+00
DEPTH
IN
FEET I .., i GROUND nMP. (0 f) g DESCRIPTION Of MAnRtALS i ~~ 0A. REC Thermi star casing ~ : %iQii not installed
~ ~· ~ ~~ GRAVEL, as above
t ~~~ ~ ~~t~+~*:y~·~·ii~~~~~~~~~~~~~~9~·~9-+--~ t:_--1 0•+ ++ Moderately hard, 1 i ght brown ········-····· .. -· .. -·······-·····-··············-··-· t + + + to gray DACITE/RHYOLITE, very
--t '+ closely jointed @ 30°-45°
=... + ++ 9.9'-11.9 1 joints spaced 1" tc
;::_. + + + 2", joint faces irregular @
~ + + ,.,...45" w/clay coating t:-15 + ++ 11.9 1 -15.1 1 joints spaced 2"
~ + + + to 6" (4 11 to 6 11 common)
::_ ++ + 15.1 1 -16.7' joints spaced 1"
:_ + + t to 3", stained
:_ +++ 16.7 1 -20.3' joints spaced 2"
1 100
3T
1--1.:...:5:....::.. . ..:...,1 1----1··-......................... -..... -.................... .
2 100
3T
4/3/82
I UEV: 188 I
REMARKS
auger refusal
@ 9.7'
Began NX diamond
coring @ 9.9 1
- + + to 8" (5"-8" common) ~ 20 -r+ 19.1' -20.0' near vertical r~---=2~0~·=-3+---1 .................................... _..................... , t:' j o i n t, s ta i ned I 1--...::__ _______ ---1
~ Numerous he a led joint sets
:_ throughout · -~-~~---------------~ .
~ Bottom of Exploration
-25 Completed 4/3/82
I-
I---1--,_
.......
...----30 I-
I---------f--35 ,_
-.... -------f--40
I-
I--
I-
I--
I-
I--
i-
~
i-~ 45
1----,_
1--
1-
1--,_
. .
SOIL DESCRIPTION --~ LU Cia: PENETRATION RESISTANCE :c..:o .j Z.u . ICL. (340 lb. weiaht, JON
Station: Approx. 144+50, 290 1 R -Cl
X -:::::~~.,_. X drop) -_, ..... -Cll-..... A Blows ~~r foot a:: ICL. ~-ICL.
Surface Elevation: 143 1 Cl LU
.,
LU 40 Cl Cl 0
~:}0.~ :::::::: I ~ I ·:·
NOm:i~~;~~j~Wi~j;~~i;~~~~~;;;ne I i 5 ;---~---~r:. :-;~
Very dense, brown, silty, sand~ fine
to coarse GRAVEL, with cobbles
(Glacial Till)
cobbly zone 3•-5•
~~ ~ ~ ~m t~e~ ~ ~ g ~~
1
~ e ~ ~ ~ ty: r ~{ ~ ~ rown t<;O.o 1 0
· 0 ~ 1 0 ·:·~-~:-~--n~----~-~ :
grave 11y, fine-coarse SAND S-1I ~: • : • ~ .. • : I• · •..• • • .. ~
Med i urn dense, gray-brown, s 1 i ght 1 y ~·)~{! :~: i ~ 1 5
--•• : __ -r:-t-+--
silty fine SAND, laminated, tr. of clayj:~Mf?.
18
en · · · · · · · · · · · · · · · ·.
V-e-;:y d~~e~-cl ~~ t~ ~lightly ~il ty,-@/JF~}~ .
5
S-4I I if==~ 20 __ .: ..... ~ .... ~ .... ~ .... ~ ... ~ .... ::····~···-~··rll:·:····:···~·-·::·····~---:··-~·-·5·:··-~ A fine SAND, with local silty lenses and:/~·}({ --
occasional thin laminae of sandy N¥-!}.i!U : ::::::::::::::::::
c1 ayey silt r~~·j
23 5 5
••.••••. : j ••••••.••
Very dense, brown, silty. sandy GRAVEL,~~.;,.(~ · -5 .. --.. -.. i .. -..... .
I hli th c bb l ( G l . 1 T . ll ) ~:':ti) 2 I L_ -~I . . . . . . . . . : . . . . . . ~ • ~ o e s a c1 a 1 / V 4 . 8-.--v -2 5 --:--·: ....... B~g-~~ .. ·N·t·d'i~;:;;~·~-d ..... -:-
o~i~ o o0 •
j &~
frozen ··:·.:.·: ~·.
Ground l
=· :·· .. ... · .. ·
/, /
,;//,; /
,;// //
/,;///
~
II ill :I
~~~ I
'Jjt./t;
(cont.) .•. coring r 25.4' •..
LEGE MD
Grave I r Impervious seal
tater I eve I
Sand Prezometer tip
~ Thermocouple S i It I 3• 0. D. sp I it spoon sample
n 3 .. D. D. t hi n-wa I I sample
Clay * Sample not recovered
AtterbiiJ I i .. i t I:
Peat 1 e l-4 Liquid li•it
~later content Organic
Content Piastre I imrt
30 -+--------f-:-~-~~~
......
. . . . . . . . . . . . .
. . . . . . . . . . . . .
. . . . . . . . . . . . .
35 ___ _ __ n----___ _
20 40
• ~ Water content
Note: The stratrficatron lrnes represent
the appro•omate boundar res bet•een soi I
types and tha transrtron may oe aradual.
Stone & riebster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-5
April 1982 K-0517-01
SHANNON & IILSOH, INC.
'[OTlCHMI C&L CONSUL f&MTS
FIG. 6
SHANNON & WILSON, INC. SUMMARY LOG OF lORING: 8-5 (cont.)
GEOTECHNICAL CONSULTANTS JOI NO: IDATE:
t--PR-0-JEC_T_: __ S_t_o_ne_&_W-eb_s_t_e_r----------t K -0517-01 4 I 5/82
Newhalen River Canal Diversion STATION: "'144+50, 290'R lnEV: 143'
DEPTH
IN
FEET
I-
I-
I-
I-
I-
I-
I-
I--
;::_25
I-
I--,....
1--
~
1-
~30
I-
I-
~
I-
I-
I-
I-
f-
~ 35
I-
I-
1--1--
"""" -
~0
1--
1-
I-
I--
~
1--
i-
I--H5
I-
I-
I-
I-
I-
I-
I-
I--
~0 ----I-
I-,._
l--;-o5
1---~
1----
~0 -,.._
'--I-
I-
1-
::-65
DESCRIPTION OF MATERIALS
"W-'Y.~ ~; Glacial Till, as above ~~·:;~~
Y.··-rc
~:~
~fjj~ s .. 6 f ~~--~ :)"((i(.-~
GROUND TtMP. ( 0 f)
0kREC Thermistor casing
'%iOD not i nsta 11 ed
l-2:_:5~oc....!4--l---l•u•••**"'U***•"""""*"-'"*"U••~•••.,••-•••••n•••••••••••ou
2 89
NA -~YJ 1;<1f y.}_p.--~ d/f5. lsrown, moderately severely 1-3""-1-'--'.'"""'0+---1-········-·--------·--······-················--·
~~~ weathered VOLCANIC BRECCIA, 3 l IL~~lw/local very severely l 11 0 ~
••• .. ·.: weathered zones. Joints @
:·:·:·: 15°-60° spaced l"to 2", thick
.:_;::~~ <:~aj_ <:~ ~ i r:_g_:; !_n_ r_:J~s_t_ ~o_i~!~
::::::. Gray, very slightly to
4 100
44
.. • .. • .. • slightly weathered VOLCANIC ·>>: BRECCIA, closely to moderately~38:::...!.'-..!l__.__~
:..:·:·:closely jointed@ 15°-45° (15°
·>:<·common, .5' and 1'-2' spacing .. .. .. ) .. ••• .. • common
·:·>:· 38.7'-39.3', 40.3'-40.7' zones
• .. • .. • .. :of very closely spaced joints ....... · .-
Bottom of Exploration
Completed 4/5/82
5
42.7
100 -r;r
REMARKS
Began NX diamond
coring @ 24.5'
SOIL DESCRIPTION
Station: Approx. 103+30, 155'L
Surface Elevation: 184'
Brown, sandy SILT, with organics
(Tundra)
Very dense, brown to gray-brown,
silty sandy GRAVEL, with cobbles
(Glacial Till)
NOTE: Auger refusal at 11.4' required
Nx coring to advance borehole.
Auger was able to penetrate
after coring run 1, 11.4' to
12.2' (L=.8, Rec=.5)
Nedium dense to dense, gray to
gray-brown, clean to slightly silty
fine SAND, laminated
Medium dense, gray-brown, clean to
slightly silty, fine to coarse SAND,
with occasional lenses of silty fine
sand to fine sandy silt
(cont.)
lEGEND
~
% C!) a.. Cl
--' a:
C!)
Grave I
Frozen j Sand
G r ou n d l E-'-::77:.;.; f-lmp&rvious seal
later level
P 1 ezome te r tip
Tnumocoup I e
0 .....,
%
I-a.. ....,
Cl
S i It ~
I n
3•0.0. split spoon sample
3"' D.O. thin-wall sample
Clay
Peat
Organic
Content
* sample not recovered
AtterbHI li•ita:
I e I"' Liquid limit
''-..:.._later content
~PlastiC lt•lt
....,
~ a.. • -.....
S-3I
S-4-
*
S-5-
*
s-si
Clla:: x...., :::::.,_
c:t-~-
. -
%
I-a.. ...., 0 Cll
PENETRATION RESISTANCE
(340 lb. weiaht, 30• drop)
A Blows 2(/ foot 40
. : : : : : ~ : : : : ~ : ~ : :
:::::::::!.::::.50· ..
~ * ~ ••••• : •••••• -......... . ~ . . . . . ~ .. . . . . .
5 .. : ... : ... : ... : .. ~ ... : ... ~ .. -~.iJ~ .. L~--~~: ~~~ ..
. . . : : : : : : ~ : : : ~ : : : : : .... : ........ .
:e : : : : : : : I : : : : : : s..o..:.. : : : : : • : : : l : : : : :3.-J g I
......... : ...... 50 . . . . . • . . . . i ...... ___ ..
1 o .. :···: .. ·:···:···:···~··:···:···~ .. r .. : ... : .. ·:···:·-:-~ J '.' .
: : : : : : : : : ~ : : : : : : 2..0.:.. ..
: : : : : : : : : j : : : : : : J ~~·
: : : : : : . : : ~ : : : : : : : : :
1 5 ··~···; ... ; ... ~ .. ~---~···~ ... ; ... ~···t··; ... ~ ... ; ... ~~~--~~
·:::~:::~::~:::~::
::::·:::~::::.:::::
20 :: :: :: : :: I :: :: : :: : :
••~•••••••*•u·~-••••••-••••••-•••i-."''"'''""'•••~---•••••••
:::::: ·:~::::::::: ..... , : .
25 .. : ... : ... ~ .. : ... ~ .. ~ ... ; ... ~-~-.. ~·-~--~-~~~ ... ~ ~ I::
. . . . ' ~ . .
: :: l : : : : ~ : : : :
·········~·u···-~---······--······-·f··-·--···-········---····-·-···-·::::1:::::· ...
20 40 e ~ Water content
Hole: The stratilltllton ltnes represent
the approxtmate boundar•es between sot!
types and the transtt•on may oe a•adual.
Stone & Webster
Newha1en River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-6
April 1982 K-0517-01
SHANNON ' IILSON, INC.
SlOT(CM-ICAL COMSULTAITS
FIG. 7
SOil DESCRIPTION
Station: Approx. 103+30,
184 I
Surface Elevation:
155 I L
u
:::c c:.::o a.. C)
C....l a:: c:.::o
. -
:::c
1-a.. .....
Cl
...... Cia:; _, z ..... a.. :::::~~.,_ -=c ""' ~-....,
. -.
:::c
1-a..
~0
PENETRATION RESISTANCE
(340 I b. wei Qhl, 30" drop)
.A. Blou per foot
20 40
~!~~~ :~5 ~bove, sea ttered grave 1 s Jil S-lll 35 : •••. · : • : ~-•••. ( •
~ ~i~~~~i~~1~~~ f :~; ft~ ~ ~~n-d~-----~ 39.0 5-1 i 40 _____ jjj_L ___ l~~ A
':~ . . ·I>
~ :~11 :: 45 segan-Nx-dilmond·--~~~: ~~\~ * c:o:r~?~ :@: ~~~Q'::::::::
fE!~fh~~~~~:~~~~!~:x ~~~~0·, :~~ . · . · · : : : : l· • : : . · : .•
Rec=2. 0') ~--~ 50 .. : ... : ... ~ .. : ... : ... :_.: ... : .. ~---~-~ ... : ... : ... : .. ~ .. ~ ... : ... :...:.. . '2> "'J{: J • ~--~~:C 51 . 5t--+----t-: -· -· -· ._:_:_·_: +l_: _: :_:_:_:_: _: ---1:
NOTE: Auger refusal at 45.5'.
Bottom of Exploration
Completed 4/6/82 _[[~_; !-~-f;;;_[i_ii __
Frozen
Ground r-Impervious u.al
later level
Piezometer t1p
131
I
II
Thermocouple
3"0.0. split spoon sample
3., 0.0. thin-wall sample
* Sample not recovered
Atterblll liaita:
1 • 1 ,. Liquid I i mit
""""-~ nttr content
~PIUilt lim11
. i . : .
•h--h·-··--·----··u···· .. --~f··-----.. ·--·······u·••hu-• i :
. ~ . ~ . . . . . ; . . . . . . . . .
. . . . . . . . . : ...... .
···-···--··-······-·········--+··-··················-·· .. ·····--:::::::::1:::::::::
••••••••••• u ..... u••••··········-·-r···--.u ... -. ........................... . . : :: I :: .. .
zu 4U e ~ Water content
Note: The stratification l1nes represent
tne approx1mate boundaries between soil
types and the tranS! t1on may oe aradual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-6 (cONT.)
Ar:>ri 1 1932
SHANNON ' IILSON, INC-
ClDTltHNICAL CONSULTANTS
K-0517-01
FIG. 7
SOIL DESCRIPTION
. -= Cl •
Station: Approx. 97+90, 45'L ~~ ~ -= A.
Surface Elevation: rvl74' = ~
Brown, sandy SILT with organics ] 1--::-(T:-:u~n~d:-:-r-=a!-).l.... (T!.C:o~> D:......::::O~. ::t..5_' -;',!..:. s~i~c:.;e:L! )--,---_____,,..--; ~ ~ ~ l • 8
Stiff, brown. sandy SILT, trace of ;-:;.~~-' S-11
fine a rave 1 1:~-:<' 3. 5 ·
Very loose to medium dense, gray-
brown to orange-brown to gra~ silty
fine SAND, w/local traces of medium
to coarse sand and fine gravel I ·:)~:-:· 7 • 5
Alternating zones of very dense, ._:<?-f:
orange-brown to gray-brown, s 1 i ghtly -~t~: S-4I
S-51
~~~~~,1 ~;~~{~:;~~ ~~a~~:r~~N~RAVEL and~:~{!~ v:~~
:~·.{
~--------------------------------~~~~,~~1~;~.16 0 S-6I ~:~~ . S-71 Medium dense to dense, gray-brown,
clean to slightly silty, gravelly,
fine to coarse SAND and sandy fine
coarse GRAVEL to~~~~
r-.;:o··· j:y:0 Y ~=:~~ il ·.~::-;..:.
:.o:~
,:r::..:~.:
J·\J .. o
. -
Cl.,; PENETRATION RESISTANCE z.._. . :::~ ..... ::1: (340 lb, weiaht, 30" drop)
0-.... A Blows per foot ~-~ ..... 0 ?0 4() Cl
. . . . . : . . . . ~ . ::i:::l:::::::::
...... ; . . . .....
5 ~-L: __ J_:L_~_ •
• • • • * ~ 4 • • • • • • • • ::::::::.::::::::: . . . . . . . . . ~ . . . . . . . . .
:::::::::j::::::~.
1 0 .. : ... : ... : ... : ... : ... : ... : ... : ... :.+.: ... :._:...: ... : ... : .. .5.~! . .:.. . . . . . . . . . ~ . . . . . . . . .
~ :::::::::!><>7~:.
~ : : : ~ : : : : : ~ : : : : : : : : :
~ 15 L_~Li:fjL_:~L ~
~ ..... :~:: +~
~ 2 0 .. : ... ~ .. : ... : ... ~ .. ~ .. : ... : ... : ... ~ .. :.~.: ... : ... : ... : ... : ... : ... :..
0 I
1-1 Medium dense, gray, silty, sandy
GRAVEL {Glacial Till)
0•··'?.·
S-11 ~ 30 ---~---:t--::-~-~-~-
1 ::4:1:::::::::
h~1edi urn dense, gray, clean to sl.
I \silty gravelly SAND and sandy
) (cont.)
Frozen
Ground
LEGEND
Sand
S i It
Clay
Peat
'''~ '• Organic ~j1.;'-1 1 Content
r tm.pervious seal
later level
PI U 0 met II I i p
~ Thermocouple
I 3" D.O. split spoon nmple
II 3'"' O.D. thin-wall sample * Sample not recovered
Attsrbsra li•its: • e 1 .. Liquid li111it
'-...~rater content
~Pia&IIC limrl
----~~v .... _3_5 ······························:···:··-~··:···:···:···:······ .. ··············
20 40 e ~ Water content
Note: The stratJIJcat•on l•nes represent
the approx1mate boundaries net•ten sorl
types and the trans•t•on may oe eradual.
Stone & Hebster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-7
Apri 1 1982
SHANNON & WILSON, INC.
5fDTftH•It&l CONSULTAWTS
K-0517-01
FIG. 8
SOIL DESCRIPTION
Station: Apprdx. 97+90, 45 1 L
Surface Elevation: ;.,174 1
Gravelly SAND, and sandy GRAVEL,
as above
occasional zones of fine sand
Very dense, gray-brown, silty sandy
GRAVEL (Glacial Till)
Frozen
Ground
LEGEND
Gravel
Sand
s i It
Clay
Peat
'"'J 1J Organic
Jj1,/1 1 Content
r Jm.pervious se.al
1a1er lnel
Piezometer 11p
~
I n
Thermocouple
3*0.0. split spoon sample
3'" 0.0. thin-wall sample
* Sample not recovered
AI terblll IIIIi U;
1 e 1,. Liquid I i•i I
''-..:__later.conllnt
~Pintle 111111
S-ll.L
. --:z:
I-
A.
~0
35
PENETRATION RESISTANCE
(3~0 lb. weiaht, 30" drop)
A Bins per foot
20 40
:1:::::::::
. i ....
40 ---~-)---.f-: ._L __ :-
:::::::::,:::::::::
~~;;~~:~~~:~~:;~~~
45 ·····················-··---······+·····--·········--·-·--
!" .
so _ LLl~-~-L ___ _
.::::{:::::::::
. . : ~ ~ ~ ~ I : : : ~ ~ ~ ~: ~ A
55 :--··7-r-r·:-7-
S-1_?~~-::::::1::::: ·iaa A
-~--~ .. : ... ~ .. : .. .:. .. : . ..: ... : ... ~ .. ~ .. -.:. .. : ... : .. ~ .. 1..~...:..
60 · · · Beqan NX diamond· ·
••• cor~ng f 60.5' .•.
. . . . . . . . . ~ .
.. : ... : ... : ... : .. ~ .. ~.-~ ... : .. ~··+··: ... :...~·-:···:··~-·:···:-:-
......
. -.... . . . . . . . . . . . .
. . . . . . . . .
. . . . . . . . . .......... ........................... r ................................... _
a 20 40 e ~ Water content
Note: The st ral1 I 1cat1 on ltnes repreunl
the approx1mate boundar~es bet .. en sail
types and the I rans1 t • on may oe llradual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-7 (caNT.)
April 1982 K-0517-0
SIIANNDN & lllSON. INC.
GlOTIC"NICAL CONSULTlMTS
FIG. 8
SHANNON & WILSON, INC. SUMMARY LOG Of lORING: 8-7 (cont.)
GEOTECHNICAL CONSULTANTS JOI NO: IDATE: ~PR_W_K_T_: ____ St_o_n_e_& __ W_e_b-st_e_r----------------~--~K~-~0~5~17~-~0~1--~----~3/~9~1/~:8~2------~
Newhalen River Canal Diversion STATION:""g7+90, 45'L lnEV: ..... 174'
DEPTH
IN
FEET
f-
f--
f-
f------
DfSCRIPTION OF MATERIALS
Glacial Till, as above
-60 ++++ ~·1oderately hard, dark gray
:--++++to black, very slightly
:-+ + weathered BASALTIC ANDESITE,
--+f++ closely jointed at all angles.
:. + + Serpentine coating on irregu-
i=-+ + lar joint faces.
~ 65 + .f + + Numerous healed joints
~ ++~+throughout. t:-+ ~ Common joint spacings:
1--+ + 60.5'-63.0' 3"-5" ~ t+-t+ 63.0'-64.5' 1"-2"
~ ~ 64.5'-66.5' 10"-15"
1-66.5'-67.5' P-2" ~ 70 -67 .5'-68.1' ... ]" ..._ -1-
~
1--
1-
I--
L75
I-
f--
1-
~
1-----=-80 1-
~
I-
I--
I-
f--
1-
~ =--85 -..._ ------~
t::_ 9C
1-
~
1-
~
1--
r-
1--
~ 95 ,... ..._
-
r-
1-
1--
1-
t:-100
Bottom of Exploration
Completed 3/9/82
I
60.5
GROUND liMP. ( 0 f)
0k RK Thermistor cas i nq
"%iQi) not ins ta 11 ed
1 100
63.0 40
2
fi8. 1
100
39
REMARKS
Began NX diamond
coring@ 60.5'
FIG. 8
. .
SOIL DESCRIPTION --u ..... C)-PENETRATION RESISTANCE .j z....., ::C CD
Station: Approx. 130+00' 1290'L
Surface Elevation: 152 I
Very dense, gray-brown, silty,
sandy GRAVEL, with cobbles
(Glacial Till)
a.. c
-.j a::
CD
. A. ::c -..... a.. -...., ..... r::::.
S-1 I
~~:~~~~~~:~:=~~:~~~i~~.~~:~ ~~~ -11::: :~: i
~~~!es~~0 medium dense, gray, clean }:~:~:~.:~?~ S-41
Medium dense, gray, clean, fine to
medium SAND, with scattered layers
of silty fine sand
Dense to very dense, gray-brown,
slightly silty fine SAND
~~~~~
-------_J~iJ 32 0 -------------------//// . Hard, gray SILT, laminated, trace of ////
S-5 I
S-8 I
S-9
I
fine to coarse sand and fine gravel ~~~~ //// s.-111 ~~.// _l\
y'""-4-------'1
(cont.)
LEGEMD
::a.,_
Cl-~-
::c .....
A.
~ 0
(340 lb, weq~ht, 3DN drop)
Allows per loot
20 40
. . . ~ . . . . . . . ~ . . ~ .
..... -..... :: :: :: :~ : I : :: : :: ~~ . A
: : : : : : : : : ~ : : : : : : : : :
5 .. : ... ~ .. : ... : ... ~.~ ... : ... : .. ~.-!..~ .. ~_:_~.~-~ ... :.~
: : : : : : : : : ~ : : : : : : ~ : :
·:::::::!:::::::~
: : : ~ : : : : : ~ : : : : : : : : :
10 ~-: __ t._r:-:·:H-f
.. ·A·~ ........ . :::::::::,:::::::::
1 5 .. : ....... : ....... : ... : .. ~ ... ~ .. ~ .. ~-: ... : ... : ... : .. ~ ... : ... : .. .:..
• ~ w • • • • • : • • • • • • • • •
..... :::1:::~:::::
. . . ~ : ~ : : ~ : : : : : : : : :
20 _L___ ~J ______ :_
:! .
25 -~--:·-·H-· : : -~~-
................
. ' ~ . . . . . . . . . . ~
30 -+----H---:.~ •
. -~ ~ . . . .
A,£ .. : ... : ... : ... : .. ~ ... : ... : ... : .. ~.J..~ .. : ... ~ .. : ... !L.: ... ~ ..
: : : ~ l : : : . .
J 20 40 e ~ Water content
Note: The stratif•cat•on ltnes represent
the approximate boundar~es betwaen soil
types 11nd the transttton may be illldual. Frozen
Ground
Sand
S i It
r tm.pervious seal
later level
Ptezcmeter tip
~
I n
Thermocoup I e
3•0.0. split spoon sample
3"' O.D. thin,-ull sample
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
Clay
Peat
''~ .1 Organic '" ,(' c t 'i'•"' onten
* Sample not recovered
Atterberl li11its:
1 e I"Liquidli•it
'--..~water content
~PlastiC 111111
LOG OF BORING NO. B-8
April 1982 K-0517-01
SHANNON & WILSON, INC.
'(OT(CH•ICil CONSUlTl.TS
FIG. 9
SOIL DESCRIPTION
Station: Approx. 130+00, 1290'L
Surface Elevation: 152'
SILT, as above
Very dense, gray, silty, sandy
GRAVEL (Glacial Till)
from 54' Till color is locally
mottled red and/or blue-gray with
weathered bedrock fra~ments
LEGEND
c.>
:z: u:o a.. C)
.-: ~
ac: u:o
Frozen
Ground
Grave I
Sand r Impervious seal
later level
Poezometer tip
Thermocouple
. -
:z: ,_
a.. .....
C>
S i It ~
I n
3"' O.D. split spoon sample
3 .. 0. D. thin-wall umple
Clay
Peat
''~ ~ Organic
""'"/ Content ~
* Sample not recovered
Atterbera li•ita:
I e ,,. Liquid limit
'-~later content
~PIIIllt linut
.....
~
a.. • -.,
s-11 .1.
S-13 I
Ciao: :z:..., :::::oo,_ o_,
~-
. -PENETRATION RESISTANCE . :::c (3(0 I b. .. i Rht, JON drop) ,_ A Blows par a.. I DDt
~0 20 40
35
40 ~---------] NP ~~~
....... , ::::.
: : : : : : : ! : : : : : . 110
45 ~ -~~!L~~J ~-:.-:.~-= ..t.
::::::::: ~: :82 .• 50 ..................................... t··:··--···-·-----------~
I< :: ::::::: j:::::: 56.
~60 ··:·. .. .
Beaan Nx diam9nd c;or_in 9 .~ 5_9r~· ..
. . . . . . . . . . . .
. . . . . .
......................................... : ................................ ..
J e ~ Water content
Note: The stratilocatoon Iones represent
tne appro•omata ooundaroas oat••an soil
types and the transotoon may oe aradual.
Stone & Webster
Newhalen River Canal Diversion
Newhalen, Alaska
LOG OF BORING NO. B-3 (COf'IT I)
April 1982 K-0517-01
SHANNON & WILSON, INC.
;lOilCMMICAL COMSULIAMIS
FIG. 9
SHANNON & WILSON, INC. suMMARY LOG oF WRING: B-8 (cant.)
GEOTECHNICAL CONSULTANTS 1------~---------------IJOI NO: K-0517-01 IDATE: 4/10/82
PROJECT: Stone & Webster
DEPTH
IN
FEET
....
f-
1------
=-6o -
1---I--
f-
I--
f-
f-
:_65 -,.-----I-
I--
=-70 .... .....
f-
1--
I-
I--
I-
I--
1--75
I-
f-
I-,__
f-
f----=-eo
I-
f--
I-
I--
I-
I--
I-
f-
1-
1---85 ....
1--
1--.... ,..._
I-
f-.... :...__go
1------'--
f-
-95 ----I-
I--
I-
I--
1-
Newhalen River Canal Diversion STATION: ,....130+00, 1290'L lu£V: 152'
" . .. " .. " . . .. • • • . . . .. . .. .. .. .. . . .. .. . . • • • . . . . . . . . . " . .. . .. . .. . .. . . ..
a • • . . .. .. .. . .. . . . . .. .. .. . . . .. .. . . . .. .. .. . .. . . . .. .. . . . . . .. . . . .. . . . . . . • • • . . . . . . .. . . .. . .
DESCRIPTION Of MATERIALS
Glacial Till, as above
GROUND nMP. (oF)
%UC thermistor casing
%~D not installed
Soft to very soft, blue-gray, .
moderately severely to very ~-=5~9....:.·..:.6 -J-----1 __ ....... _._ ...... ·-···········-·-······-·-··········
severely weathered VOLCANIC
BRECCIA. Weak, easily frac-
tured. Highly fractured
zones spaced 0.3-0.6 ft.
apart. Clayey texture, 64.5
100
NA
especially in fractured zones .1----1-----1
from 66.5'-68.5', very 2
severely weathered, brown,
local completely weathered
100
NA
••••••••••••n-~•••~·-•••-••!•••-•••--... ~•••••-..-•
REMARKS
Began NX diamond
coring @ 59.6'
zones 69.5 \ rr--~1----4----------~-------------~
Bottom of Exploration
Completed 4/10/82
l=l!, Q
,
H
G'") .
b
1-::c
~
"'-' • -co
a::
"'-' :z:
..... -:z:
"'-' c.,:)
0:::
"'-'
0...
SAMPLE
Nil.
B-1
S-3
B-1
S-6
I
l
SIEVE ANALYSIS
SIZE OF OPENING IN INCHES
N ::, ... co <"-. a::t
''' ' .. .., -('<') U")-M
...
'
NUMBER OF MESH PER INCH-, -u:'S:"-SilioARilJ
0 0
"'
.... ...
0 0
HYDROMETER ANAlYSIS
GRAIN SIZE IN MM
N c "" "' ~ 0 0
0 c c
... "' 0 c
0 0
"' 0
0
;;
0
. 0
10~----~-+--~-+--+-~ 1------t---..-+---I I • t-,,-"·---1--., __ ,_,,' ~---~"-1--+--+----1
60 f\=~ ~-:_ ··---------~-=---~-1-1 -tl-11--ll---ll
5 0 L\ ·+-'H---1:---l----\--~---------1---+---+---1
1-----l·-------· -------1----t--1--1-+--+--+---
1---t--+----·----!-------+---... ----+--+---if---1-+++-+--t---t+++-t+-!-+-+---1
-t----------f-[\··--------+----'l\--------·l---+----+----i-+-l--i~+--t----++-t+t--1-+-+---+----l
~ 0 \
1----t--~-~-. ~-----1---+---+--~--+-+-+-+---l---t+i~--+-+--+--+--+----+ 1---+--t-+-+-------,_ \ 1·-. ---1----+---t--1-----i . ---..-'\ . --
30 ;)· ..... \
1---+--_,. --\------
t---+------il-· .. ---i---Y" ---·----+t-1-H-
\
20 :--~ ~----1--------··--·!'~;:-·----------\---. --1
:---· ----1-· ----. _'\___ ·-1-1-· -----· ---j ~--+---l--r--1-~, -----------!------+-,
\Q t:::::~::t:=t:::E::t:::t::Ei:=E~==~~~~;;==::=t::::::=i::::::r:::~~~~.~:3~====~.~=t~T;:l,::=i::::::.ii.1 ~.-jj_1,~f=.f=f~==fl:.::-.. :.-l.+:::·:::::-:1-jJ
f----t---· -t· T --~-.... . ri1 -r 1 -r -r -r 1~--r-r-r -r ·r -r -r ::1
0 0 OQ 0 0 C 0
0 Q 0 CD t0 "'f r'l N
.., N -GRAIN SIZE IN MILLIMETERS
I COBBLES COARSE FINE MEO I UM ---~F IHE
GRAVEl SANO
-"" "' 0 c 0
0 0
FINES
... "' 0 0
0 0
"' 0
0
;;
c
l 0
2 0
30
40
50
60
7 0
80
go
100
1-::c =
LL.I
31= -cc
a::
LL.I
en a::
cc = c.,:)
1-:z:
LL.I
c.:>
eo::
LL.I
a..
llEPTH·FT. U.S,C.
7.5-9.0 SP
CLASSIFICATION
• Medium dense, gray-brown, gravelly, fine
to medium SAND, trace of coarse sand
and silt
HAT. w. c. %
4
LL Pl pI Newhalen River
Canal Diversion Project
15.0-16.5 GP • Medium dense, gray, slightly sandy, fine
to coarse GRAVEL
5
GRAIN SIZE CLASSIFICATION
BORING B-1
Stone & Webster Engr. Corp.
April 1982 K-0517-01
SHANNON & WILSON
GEOTECHNICAl CONSULTANTS
..,
H
Ci')
j:::
..... ::c c.a
SIEVE ANALYSIS HYDROMETER ANALYSIS
SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.L STANOARO GRAIN SIZE IN MM
"' ;:, ..... "' "' ... 0
"' '" ' " ' 0 0 0 0 0 -.. ... .., "' --.., .., -.., -... -N .. "' I 0 0
0 CD lfO ""' M N
CO ""' l"') N -0 0 0 0 C 0 ~ c: ~ ~ ~ ~ ~ ~ ~ ~ ~ ~0
1 I I I I t I I I I I =t-1 1· I l I I I I I I I I II w::l I I I . I I
.. Wblmfllill2d-. -l_lii¥M-Hd I Mt-1111 I I,
·-· • --•·-•-·-•·-•---•--1 f---1 -+-I
eo I I I I I P =KH t I -hi mJ------1 I 1 I IA1J kJ !IIIII 1--t---i 20
10 ~1 II II ~-·J§~ .. 1-----1 -Zl~ ~-~E I IIHIIII I I 30 .... ::c =
; so §T-1 t===t=l=t:i=t:lX I I I I I l==t I I II I I I It ....
4 0 3lr::
>-
CD
0::: .... :z:
.......
..... :z: ....
<..)
a::: .... a..
SAMPLE
NO.
B-2
S-5
a::
50 U-1
""' 0::
~
50 -~
---'
---1 ~
<.::1 '
60 ....
:z:
1-1-J
c.;)
70 ~
40 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 1---1---· '
+--,... ·---1--" .... . t--. .. "' !-
30 ' t:
~ 0..
1-1--· " ----~ --
20 ' ··!----I
'" I--"
I
0 I I I I I I I I I I I I I I I =t=::t;:=t-1 I I I I Jl IH 11-11::
100 0 6 I I, i L I I, ,l I 1,11 I ,Ill ,I, ,L I. I ,,I, I I I I, i l!l?i:ut=ll I I I 111111 I I I I
0 0 0 0 0 0 0 0 0 r:D <0 <of M N -0) 1.0 "'t M N
0 C) OQ:II CO "'t M N ._ ~ • • • •
"' "' -GRAIN SIZE IN MILLIMETERS
COBBLES
DEPTH·FT u.s.c.
12.5-14.0 GW
COARSE I FINE MEDIUM FINE
•
GRAVEL SANO
CLASSIFICATION
Dense, gray-brown to gray-green, sandy,
fine to coarse GRAVEL, trace of silt
-m to "'t M
0 0 0 c
NAT.
Yi. c. % LL PL
6
N -eo <0 'ld' M N -
0 0 0 c 0 Q 0 0
pI
•ooooo c . . .
FINES
Newhalen River
Canal Diversion Project
GRAIN SIZE CLASSIFICATION
BORING B-2
Stone & Webster Engr. Corp.
April 1982 K-0517-01
SHANNON & WILSON
GEOTECHNICAL CONSULTANTS
.,
H
G") .
~
1-::c c:,:,
w
!II: -a:l
a::
w :z:
u..
1-:z: ......
c..:>
a:: w a..
SAMPLE
NO.
B-3
S-9
B-3
S-13
I
I
"' -1 0 0
90
80
70
60
50
40
30
20
1 0
0
0
0 ..,
I
DEPTH•FT.
24.5-26.0
~4.5-46.0
Sl EVE ANALYStS
SIZE Of OPHIIIIG IN INCHES I NUMBER Of MESH PER INCH, U.S. STANDARD~
"' ::: "''t CO t:"tt CD .. 0 0"' ,, ' ' ' 0 0 0 0 0 0 0
"' ... M N --f"") U"J-M -.... -"' ... tD -"' .
_1.
_\. -
_:s, ·--r--
I"'-
" r-
_1.
\ ---.. :-..... ...... ,.. ,_
.... ..,
' -........ -="'· ·--r--t-.....
-~
~
' ----
. ·----"" _.....,
... -
1-
0 C> 0 0 0 0 0 0 ... co ... M N -"' "' ... "' N -"' "' 0 0.., "' ... "' "' -• 0 0
"' -GRAIN SIZE IN MILLIMETERS
I CDAR1iE _l FINE I COARSE I MEDIUM I FINE I COBBLES I GRAVEL I SAND I
u.s. c. CLASSIFICATION NAT.
Yi. c. %
t~L • Stiff, gray-brown SILT, trace of sand 20
GM • Medium dense, gray-brown, silty, sandy,
GRAVEL
HYDROMETER ANALYSIS I
GRAIN SIZE IN MM J
"' "' ... M "' ;; .. "' "' -0 0 0 0 0
Q Q 0 0 0 Q Q Q 0 0 ·o
-· --
1 0
'\.
!\ 2 0
. -\
30
I-:::c = -......
40 :ill:
-\ >-
\ = \ a:
50 ......
\ ....,
\ a:: -C) -\ c..:>
60 I-
I'"' . .., :z: ...... -c.;)
7 0 a: ...... ·-a.. ·-
I~ B 0
' -..... -" 90
----' ' 100 ... .., N -"' "' ... "' N ;; 0 0 ~ 0 0 0 0 0 0 Cl
• 0 0 0 "' 0 Cl
FINES
LL Pl p 1 Newhalen River
Canal Diversion Project
25 NP GRAIN SIZE CLASSIFICATION
BORING B-3
Stone & Webster Engr. Corp.
April 1982 K-0517-01
SHANNON & WILSON
GEOTECHNICAl CONSULTANTS
.,.,
1-1
G'1 .
tN
1-
:::J:
c.::J
....... :.: -ca
a:: ...... z:
I£..
1-z: ......
c.::o
a::
lol-l a..
SA MPl £
NO.
B-6
S-3
B-6
S-7
I
"' 100
90
80
70
eo
Sl EVE ANALYSIS
S I ZE 0 F 0 P E N I N G I N I N C HE S -I N U M BE-R OFMfS H P E R I N C H • U . S • S TA H 0 AR 0 I
.. ..,
N ;:,
n
-\
"'t to N 00 ,, ' ' -M Ln ,.... ~
~~
...
" -... 0
"'
0 ...
'S
c
<D
0
0
.....;;,
1\
\
----i~· . -J
HYDROMETER ANALYSIS
GRAIN SIZE IN MM
... <'> N
0 0 0
"' <D -0 0 c 0 0
.. ..,
0 0
0 0
N ...
0
J
0
0
II Ill I I I I
20
30
40
1-= =
LLJ
~ -ca
50 f -. 50
··-\
a::
LLJ
""" 0::
., --.•
. f--.
4 o '" -\ a o
c
C)
c:..:l
1-z: -f3-\ -.
I'\. 7 0 ' . ~ -
20 ~-80
"'..... -1-
~ . ..
LLJ
c:..:l
0:: .......
0..
90 ·:nnlllJJ,,-rnttT6r=6£HIII lllrttftl 1... ..
<> ..,
[
DEPTH•FT.
7.0-8.3
17.3-19. E
0 000 OQ 0 CJCOU) "'f("") N -co(O ..,.M N -<CI<D ,....M N -COCCI .M N -
0 0 CO to "'lt M N -•. • • • • • C1 0 0 0 0 0 Q 0 0 0 0 0
"' -GRAIN SIZE IN MILLIMETERS · ' • · · · 0 0 ""
0 0 o
COBBLES COARSE FINE
u.s. c.
GP
SM
CLASSIFICATION
• Very dense, gray-brown, sandy GRAVEL,
trace of silt
• Medium dense, gray-brown, silty fine SAND,
trace of medium to coarse sand
NAT.
i. c. %
3
19
FINES
ll PL pI Newhalen River
Canal Diversion Project
GRAIN SIZE CLASSIFICATION
BORING B-6
Stone & Webster Engr. Corp.
April 1982 K-0517-01
SHANNON & WILSON
GEOTECHNICAL CONSULTANTS
'"T1
1-i
Gl
~
1-:c
~
...... ..
:o-
1:10
0::
UJ :z:
..... .... :z: ...... c.:o
0:: ......
0..
SAMPlE
"0.
B-7
S-9
B-7
S-11
90
80
70
Sl EVE ANALYSIS
SIZE OF OPENING IN INCHES NUM8ER Of MESH PER INCH, U.S. STANDARD
N :::,
ID "' .,.,
., m N Cl) ,......._' ' ...
" 0
..
0 ... 0
"'
0
Cl "'= 0 Cl
HYDROMETER ANALYSIS
GRAIN SIZE IN MM
"' t") N 0 0 0
"' -0
0 =
... "' 0 0
0 0
N
0
0
-+---! 10
I I 2 o
30
'\. ""' -"' 60 4.>.-~~-..l, :1 4 0
' r-:r -"'~;;--
50 ICI.. '
'\. "" I I I I I so
" '\. " '\. ~ -:-'y 1----H-1----t----· --'\.
4 0 --5--9 .CI... • -t·" !----:_
-J..
30 I I po
""\' "" eo
1----1--1--· ............ =t-"~t==:tt:ttt:l=t:::t=::t==~
......... '-90
t-----1-· .....
---·-t---·------,.._ ...., 1-1----.. -F-..,_ol:_:-1--t--+----4
t:~~±::j~#J~D:~=!:t~:t:±~pg;dg:rlt~~=~==~~~~~~~t:~:t:::o~~:t=!~~~t:::::11jj~:t5t~~~~=::j100
Q 0 OOQ OQ 0 QQ()tO 'lit~ N -~«3 'lltto? N -coca .M 1:'1 -cotO ..,("') N -
c;:J 0 0 CXli IJ:) "''t P) N -0 Q 0 0 0 0 0 0 0 0 0 0
"' N -GRAIN SIZE IN MILLIMETERS 0 0 0 0 0 0
COBBLES COARSE I FINE FINES MEDIUM F IN E
GRAVEL SAND
....
:c =
UJ
lil: ,._
a::l
0::
LLI .....
0:: -Cl
"-" .... :z:
UJ
(...)
0:: ....
0..
OEPTH·FT. u.s. c.
24.0-25.5 GW
CLASSIFICATION
• Medium dense, gray-brown, sandy fine to
coarse GRAVEL, trace of silt
fiAT. w. c. % lL Pl PI Newha1en River
Canal Diversion Project
34.0-35.5 SM • Medium dense, gray, silty SAND, trace of
fine qravel
GRAIN SIZE CLASSIFICATION
BORING B-7
Stone & Webster Engr. Corp.
B-7 ls3. 5-55. o
S-15
SM • Very dense, gray-brown, silty, gravelly
SAND
10
April 1982 K-0517-01
SHANNON & WILSON
GEOTECHNICAL CONSULTANTS
.,
H
"'
tn
1-:c
c.::l
w
;JI:
>-
lXI
cc:: w :z::
'-'-
1-:z: w
c.:>
cc:: w
D-
SAMPLE
HO.
I
"'
S I EVE AN A L Y S I S HYDROMETER ANALYSIS
SIZE OF OPENING IH INCHES NUMBER OF MESH PER INCH, U.S. STANDARD I G R A I II S I Z£ IN MM l
N ;:,
10 ... M N -
..-co N eo ,, ' '
-M If'-M
....
' -.... 0 0
N
0 ... 0
"'
0
0 0"' C> Q
N
... .., ....
0 0 0
.., ..,
-0 0
0 0 0
.... ,.,
0 0
0 0
N
0
0
0
Q _,..._ _ _,·o
1--
.. 20 -' 80
\
::I II -;Ill II II I I IIHI--11111111 r:
50 t:=1 f-Pd;t; Ill I r=tl I .. 1 I I l-;;;m=!ia=r=sJTfi I I I 5 o
+---+--+-----. 1-
60
l---+-+-+ -+-~-+-+--1-+-+-t----t -·--l-----·+--1-·-·-~---1-----t--1---+---H--\-t
3 0 7 0
·i--1-
1----1----· --· ---'---+-----t--+-t--1---4---J ----+-I+H~-1--+---+-----t
!-------· ··---r---· --·------t-t-+-1--+--+--+l+H--++-t--1----1
2 0 ' 8 0 +-----+-·----1----t---+------·-+--1---t---+----~H-r++-+-;--+--+------t
------
1 0 ' 90
"'\
"'\
0 0!:::~o~:[::~o~o~r;o~C:o~~o;:~of[:t:j::~o~«>fJJg..,;J~..,.!=~,.,;:~,..!=======-~~..,~= ... ~J:~..,.!=~,.,;!~,..~:j::::_!l~..,~~"'!=t::.,.~=..,!===~ .... ~::::::_~~..,~~w~t:~ .... ~=..,!===~ .... ~======!_ 00
0 0 0 CO tO .q 1:"1 N -Q 0 0 0 0 0 0 0 0 0 0 0
M N -GRAIN SIZE IN MILLIMETERS 0 0 0 0 0 0
[-COBBLES FINES
1-= =
Ll..l
31:: -CD
a:
L&.J
en a:
c
0
c..:>
1-:z:
Ll..l
c..:>
a:
L&.J
D-
OEPTH•ft. u.s. c. CLASSIFICATION NAT.
w' c. %
ll PL PI Newhalen River
Canal Diversion Project
B-8 139.0-40.5
S-12
ML • Hard, gray, SILT, trace of sand and
gravel
27 26 I NP GRAIN SIZE CLASSIFICATION
BORING B-8
Stone & Webster Engr. Corp.
April 1982 K-0517-01
SHANNON & WILSON
GEOTECHNICAL CONSULTANTS
I
.,., '~ . \.
. PHOTO PLATE 1
Intake Structure Area
View 'from east side ·of ·river. which
is flowing towards the south. right
to left. The upper rapids would be
at the right edge of the photo.
PHOTO PLATE 2
Intake Structure Area
View from east side of river, looking
northWest. River flows right to left.
Boring 8-4 was drilled just off the
right margin of the. photo.
' .
t~· -==---~'-~~.-~ ... ~
-·:r., "'-' "'V __ • ...:,·,:.;. .....
PHOTO PLATE 3
Outlet Structure Area
View looking northeast. 'River flows
left to right. River mouth opening
begins at left edge of photo.
PHOTO PLATE 4
Outlet .Structure Area
View looking northeast. River flows
to the right. Boring B-5 was drilled
in small clearing at left center of
photo.
.•_,::;c.JJ.;JrJ.i;_.,l.ri'J1 ~~ v J l.A.
~ ..
;
... .... 0 0
t 0 .... (
~ .h 0
"'" ..a ....
I !. 'Z
"' ~ " .. .,
~ N
"'
.
~ ~
\0 ,.....
w L&J
1--..:t 1--..:t
c( c(
...J c::n ...J c::n
0.. c 0.. c ·-....
.o s.. 0 s..
1--0 1--0
0 .cc 0 cc
:I: :I:
0.. 0..
j Jo -
11 "'
i! ~ 18
J ! ! <r j ~ j ~~
c ~
I ~-
In
L&J
f-M
!=(
...J c::n
CL c ·-0 '-1--0
0 cc
:I:
0..
I·
f '
' I 1
l ' ;
2
L.
...-------
'"0
:J:
a:ll 0
0 -i
"'S 0
J• ::s · '"0
U:l I
~
U'1 -i
fT1
ID
_,
0
'"0
:J:
a:ll 0
0 -i
"'S 0 ....
:::1 . '"0
U:l I
~
U'1 -i
fT1
00
-N --r LIJ ~ LIJ ....... .,_ .,_ ex: C"l ex: C"l ...J c: ...J c: 0.. ....
0.. -s.. s.. 0 0 0 0 .,_ a:l .,_ a:l 0 0 ~ ~ 0.. 0..
...!_ "'0
X
j "'0 0
X
0
1::1' --«
0 0
1::1' --« -s
0 0 -s ..... "'0
..... "'0
::::1 I
c.Q )>
::::1 I
u:l )>
--«
00 I'T'I --«
00 I'T'I __,
w __,
~
fD)~~~~\Y!~Inl w JA~ 0 4 2010 /JU
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