HomeMy WebLinkAboutBradley Lake Geotechnical Site Investigation 1986BRA 145 C .2
APPENDIX
APPENDIX B
GEOTECHNICAL SITE INVESTIGATION
FOR
BRADLEY 115 kV TRANSMISSION LINES
APPENDIX B
GEOTECHNICAL SITE INVESTIGATION
FOR
BRADLEY 115 kV TRANSMISSION LINES
Golder Associates
CONSULTING GEOTECHNICAL AND MINING ENGINEERS
FINAL REPORT TO
DRYDEN AND LARUE
GEOLOGICAL AND
GEOTECHNICAL SITE INVESTIGATION
FOR THE
BRADLEY LAKE 115 kV
TRANSMISSION LINES
Distribution:
2 copies -Dryden and LaRue
Anchorage, Alaska
2 copies -Golder Associates
Anchorage, Alaska
1 copy -Golder Associates
Seattle, Washington
February 1986 853-5011A
Disk 147
GOLDER ASSOCIATES INC • 715 L STREET. SUITE 7 • ANCHORAGE. ALASKA 99501 • TELEPHONE 9:>7-276-2878 • TELEX 32-1014
OFFICES IN UNITED STATES • CANADA • UNITED KINGDOM • AUSTRALIA
TABLE OF CONTENTS
1.0 INTRODUCTION AND SCOPE OF WORK
2.0 FIELD AND LABORATORY INVESTIGATION 4
2.1 Field Investigation 4
2.2 Laboratory Investi9ation 5
3.0 ENGINEERING GEOLOGY 7
3.1 Regional Geology 7
3.2 Geology of the Project Area 9
3.2.1 Geologic Map Units 9
3.2.2 Geologic Description of the 12
Transmission Line Route
3.2.3 Seismic Considerations 25
4.0 ENGINEERING PROPERTIES OF SOIL AND ROCK 31
5.0
4.1 General 31
4.2 Kenai Group 31
4.3 Glacial Till 32
4. 4 Peat 32
4.5 Alluvium, Colluvium, and Marine Sediments 33
4.6 McHugh Complex and Valdez Group 33
4.7 Summary 33
POTENTIAL FOUNDATION SYSTEMS
5. 1 General
5.2 Wood Direct Embedment Poles
5.3 Driven Piles
5.4 Driven Piles and Wood Poles
36
36
36
36
37
6.0 RECOMMENDED DESIGN CRITERIA
6. 1 General
38
38
38
39
4 1
6.2 Liquefaction
6.3 Frost Heaving
6.4 Plateau, Bluff and Landslide Areas -
Segments 1,2 and 4
6.5 River Crossing and Mudflats Areas -
Segments 3 and 6
6.6 Forested Route to the Powerhouse -
Segment 5
Golder Associates
45
47
TABLE OF CONTENTS (Continued)
7.0 PRE-CONSTRUCTION EXPLORATIONS AND TESTING
7.1 Pre-construction Explorations
7.2 Pre-construction Testing
8.0 USE OF THIS REPORT AND WARRANTY
Figures
References
Appendix A -Field Data
R & M Report
Golder Associates
50
50
51
52
Figure #
2
3a,b
4
5
6
7
8
9
1 0
1 1
1 2
1 3
14
1 5
LIST OF FIGURES
Title
Bradley Lake Transmission Line -Site
Location Plan
Location Map -Borings, Test Pits and
Seismic Profile
Generalized Borehole Logs -Segments
and 2 -Plateau and Bluff Areas
Segment 1 -Plateau Area
Rates of Slope and Cliff Retreat
Generalized Borehole Logs -Segments 3
and 6 River Crossing and Mudflats
Map of Channel Pattern 1950 and 1985
Fox River and Sheep Creek, Alaska
Criteria for Scour Depth at Tower
Locations
Generalized Borehole Logs -Segment 4 -
Major Landslide
CU Triaxial Test Results -Glacial
Till and Kenai Group
CU Triaxial Test Results -Alluvium
Results of Liquefaction Analysis
Design Criteria -Direct Embedment Wood
Poles -Kenai Group, Glacial Till and
Peat
Recommended Uplift Capacity for Direct
Embedment Poles with Bearing Plates
Design Criteria -Driven "H" Piles -
Kenai Group, Glacial Till and Peat
Golder Associates
1 6
17
1 8
Plate
I-III
LIST OF FIGURES (Continued)
Desiqn Criteria -Direct Embedment Poles
-Alluvium, Colluvium and Marine
Sediments
Design Criteria -Driven "H" Piles -
Alluvium, Colluvium and Marine Sediments
Design Criteria -Direct Embedment
Poles or Piles McHugh Complex or Valdez
Group
LIST OF PLATES
Title
Reconnaissance Geologic Map
with Peat Probe and Borehole
Locations
Golder Associates
Table
2
3
4
LIST OF TABLFS
Title
Design Ground Motions
Geologic Units Along Proposed
Alignment
Summary of Design Strength
Parameters
Summary Depth of Frost Calculations
Golder Associates
February 1986 853-5011A
1.0 INTPODUCTION AND SCOPE OF WOPK
The Bradley Lake hydroelectric power project, which is
currently being managed by the Alaska Power Authority, will
produce 90 megawatts of power from a powerhouse located at
the head of Kachemak Bay near Homer, Alaska. Golder
Associates under contract to Dryden and LaRue Consulting
Engineers has conducted a geologic and geotechnical
investigation for the proposed Bradley Lake transmission
line. This 20 mile long electrical power line will connect
the proposed Homer Electric -Soldotna transmission line
with the Bradley Lake powerhouse, as shown in Figure 1.
The Bradley Lake transmission line route extends eastward
from its future intersection with the Homer Electric -
Soldotna line across a broad glaciated plateau which is part
of the Caribou Hills upland. At the edge of the plateau the
transmission line drops approximately 650 feet over steep
bluffs onto the Fox River Lowland. On the lowland the
transmission line swings southeastward crossing Fox River
and Sheep Creek traversing the low relief alluvial
floodplain. On the south and east side of the Sheep
Creek/Fox River Lowland, two routes were evaluated. The
first route traverses the foothills of the Kenai Mountains
along the south side of Kachemak Bay until it intercepts the
proposed powerhouse. A second more direct route remains on
the floodplain. This route extends along the east side of
the lowlands onto the tidal mudflats at the head of Kachemak
Bay and to the proposed powerhouse.
This investigation consisted of conducting a geological and
geotechnical study of the foundation conditions along the
proposed transmission line routes. The geologic
investigation consisted of reconnaissance geologic mapping
and more detailed analysis of selected geologic hazards. The
geotechnical analysis consisted of a borehole logging
prograw, data analysis and preliminary design of alternate
foundation systems for varying subsurface conditions.
Precise tower locations were not known during this
investigation, therefore, the geotechnical site
investigation was designed to characterize the major terrain
types and expected subsurface conditions. Boreholes were
located in the field to verify terrain types and not to
define soil engineering conditions at precise tower
locations. The borehole data supported by numerous peat
probes along the proposed transmission line corridor were
used to substantiate aerial photographic analyses for the
route. All borehole logging and drilling supervision for
this project was completed by R & M Consultants, Inc.
Golder Associates was responsible for selection of
drillholes and for developing field testing criteria.
Golder Associates
February 1986 2 853-5G11P.
Further, Golder Associates developed laboratory testing
criteria for soil and rock samples retrieved during the
geotechnical field investigation and was responsible for
developing preliminary geotechnical design options for the
transmission line.
The objectives of the geotechnical investigation were to
provide geotechnical engineering criteria for the
preliminary design of the tower foundations and to assess
geologic hazards which may affect the performance of the
transmission line. Specific objectives of the study included
the following:
• Review high and low altitude aerial photography to
identify potential geologic hazards and characterize
surficial soil and rock conditions.
• Conduct a geologic reconnaissance of the entire
transmission route to verify contacts established
on aerial photographs and confirm soil and rock
conditions.
• Conduct a subsurface exploration program to
investigate and confirm each major soil type along
the transmission line route. This program
was designed by Golder Associates and Dryden and
LaRue and implemented by R & M Consultants.
• Perform peat probe investigations in lowland areas
suspected of containing significant quantities of low
strength organic deposits.
• Evaluate the hydrologic regime, particularly related
to the development of the Sheep Creek and Fox River
floodplain and determine general erosion pattern and
scour depths.
• Determine the general engineering properties of the
soil and rock and develop potential foundation types
for each major soil type present.
• Recommend generalized design criteria for several
foundation systems including direct embedment poles
and driven piles. Design criteria for anchors will be
developed during final design, once a foundation
system has been selected.
• Develop preliminary design criteria for construction
of structures in zones with potential geologic
hazards (i.e. liquefiable soils, along receding
bluffs, in historic landslide areas).
• Recommend preferred foundation systems for site
specific soil conditions.
Golder Associates
February 1986 3 853-5011A
This report was prepared for the use of Dryden and LaRue
Consulting Engineers to provide geotechnical assistance for
the design of the Bradley Lake 115 kV transmission line.
Based on discussions with Dryden and LaRue we have assu~ed
all excavations for transmission line foundations will be
carried out with augers. However, this does not preclude the
use of other types of construction equipment.
Golder Associates
February 1986 4 853-5011A
2.0 FIELD AND LABORATORY INVESTIGATION
2.1 Field Investigation
The field investigation was undertaken during the period
May through October, 1985 and consisted of geological
reconnaissance, a borehole drilling program, testpit
excavations, seismic profiling and a peat probe
investigation. The field reconnaissance was conducted with
the assistance of a helicopter and included the confirmation
of soil and rock contacts identified on aerial photographs
and the confirmation of the existence and the extent of
geologic hazards such as landslides, eroding bluff lines,
and faults.
Boreholes were drilled by Exploration Supply and Equipment
Inc. of Anchorage, Alaska with a track-mounted Acker MP-3
and a helicopter transportable Longyear B-38. Each drill rig
was equipped to take soil and rock samples. The borings
ranged in depth from 23.0 feet to 60.0 feet. Hollow stem
auger techniques were used to extend the holes to their
maximum depth. Standard Penetration Tests (SPT) using either
a 140 lb or 300 lb hammer, with a 30 inch drop and either a
1.4 inch or 2.5 inch inside diameter split spoon samplers
were conducted every five feet on the average or at major
soil changes. Standard penetration test results recorded the
number of blows necessary to drive the sampler for the final
12-inches of penetration. Split spoon samples were either
retained in sealed brass liners or were transferred to
plastic bags which were sealed, labeled and shipped to the
laboratory for analysis. Shelby tube samples in fine-grained
materials were attempted, however there was a low ratio of
success in collecting samples with this method due to the
presence of gravel within the fine grained material. Coring
was attempted only at RM 204 (Figure 2) and resulted in no
core recovery.
Standpipe piezometers were installed in all boreholes except
RM 201, 202, 203, 205, 208, 209, 214, 215 and 196. The
piezometers consisted of 1 inch diameter slotted PVC pipe
embedded in clean sand or pea gravel and sealed with
bentonite above the slotted section to prevent surface water
from entering the pipe. Piezometer installations were used
to monitor the groundwater elevation. The water levels
recorded in the field are shown on the borehole logs.
Detailed logs of the R & M boreholes are presented in
Appendix A.
A series of test pits were excavated at the locations shown
in Figure 2. The test pits were excavated by hand to depths
ranging between 2.0 to 6.0 feet. The test pits were
primarily intended to determine the depth of bedrock at the
selected locations. Logs of the test pits are contained in
Appendix A. In addition, one seismic profile line was
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February 1986 5 853-5011A
conducted adjacent to RM-195 as shown in Figure 2. The
intent of the profile was to determine the depth to bedrock
within the Fox River/Sheep Creek lowlands. The results of
the seismic profile are contained in Appendix A. Peat probes
were accomplished using a Oakfield hand-operated solid
flight auger and Chance probe.
Locations of each borehole, testpit and seismic line are
shown in Figure 2. Peat probe locations are identified on
Plates I, II and III. Borehole and peat probe locations were
placed on a photographic base by visual inspection and
therefore, should be regarded as approximate.
2.2 Laboratory Investigation
Golder Associates directed the laboratory investigation,
which was performed by R & M Consultants of Anchorage,
Alaska. The selected test program was conducted to evaluate
the properties of the soil samples obtained during the field
investigation. Correlations between the laboratory data and
engineering properties of the various material types
encountered are discussed in Section 4.0. Individual test
results are presented in the report by R & M Consultants
(Appendix A).
Soil index tests were performed to determine the moisture
content, dry density, grain size distribution and Atterberg
Limits of selected samples. The above tests were performed
in accordance with ASTM test methods.
In addition to index tests, triaxial shear tests were
conducted to evaluate the soil strength parameters under
consolidated undrained conditions with pore pressure
measurements. Three triaxial strength tests were performed
on each of the following material types:
1) Brass liner samples of the Kenai Group,
2) Reconstituted samples of glacial till, and
3) Shelby tube samples of alluvium.
Due to the coarse nature of the glacial till materials,
representative undisturbed samples could not be obtained.
Therefore, combined samples were sieved to remove material
larger than a No. 4 sieve. The material was then recompacted
to approximately the in-situ density and moisture content.
Samples of the Kenai Group and alluvial materials were
extruded, from either thin walled Shelby tubes or drive tube
brass liners directly into triaxial cells.
Golder Associates
February 1986 6 853-5011A
Samples were back pressure saturated and consolidated to
stress levels of 2 to 8 kips per square foot (KSF). Details
of the sample preparation and test methodology are discussed
in the report by R & M Consultants in Appendix A.
Golder Associates
February 1986 7 853-501 U.
3.0 ENGINEERING GEOLOGY
3.1 Begional Geology
Southcentral Alaska, along the northern portion of the Gulf
of Alaska, has a sedimentary and tectonic regime which
reflects northwestward convergence of the North American and
Pacific tectonic plates. This zone of convergence at the
Aleutian trench is an active subduction zone where oceanic
lithosphere is being thrust beneath the continental
materials which compose the North American plate. As
subduction occurs, accretion of deep sea trench deposits to
the continent proceeds by the stacking of underthrust wedges
of sediment within the trench. This major zone of
underthrusting is seismically active and dominates the
seismicity of southern Alaska.
Alaska comprises various geologic terranes which have been
accreted to the continent. Some of these terranes are
represented by trench sediments which have been accreted to
the continent, and other terranes consist of exotic blocks
of continental material which have collided with the North
American continent, as the result of plate movements. A
major plate boundary representing an ancient subduction zone
where trench sediments were accreted is expressed by the
Border Ranges Fault (BRF).
The BRF represents the structural contact between a late
Mesozoic subduction complex and less deformed Paleozoic and
early Mesozoic rocks. The subsurface trace of the BRF is
approximately parallel to the border between the Kenai
Mountains and the Kenai Lowland. Structurally complex
accretionary terranes comprising the Cretaceous McHugh
Complex and the Valdez Group (Chugach terrane) are exposed
in the Kenai Mountains southwest of Kachernak Bay and the Fox
River Flats (Fox River/Sheep Creek delta). Gently dipping,
marine and shallow non-marine Tertiary sedimentary rocks of
the Kenai Group are located northwest of Kachernak Bay and
the Fox River flats. Over much of the Kenai Peninsula the
Kenai Group rocks cover the BRF structural contact and
portions of the terranes on either side. The BRF is not
known to be active on the Kenai Peninsula, however,
reactivation of this suture zone has been documented in the
Anchorage area (Updike, 1985). Glaciers, glacial deposits,
fluvial deposits, peat and other Quaternary deposits mantle
the accretionary terrane and the Tertiary sediments
throughout much of the Kenai Peninsula.
The project area has been subject to four glacial advances
during the late Wisconsin (Naptowne glaciation) and one
during the early Wisconsin (Knik glaciation)(Karlstrorn,
1964). At various times the entire project area has been
glaciated. An end moraine remanent from a late Wisconsin
age advance forms the core of the Horner Spit. In areas
Golder Associates
February 1986 8 853-5011A
immediately adjacent to Kachemak Bay -Fox River/Sheep Creek
valley glaciation left steep topography. In the Kenai
Mountains where the rocks are more resistant to erosion the
topography remains largely unmodified. Glacial till,
deposited by the advancing and receding ice, contained large
boulders plucked frorr. the well indurated rocks of the Kenai
Mountains. In the Kenai Lowland, where rocks less resistant
to erosion are located, broad alluvial fans have formed at
the base of headwardly eroding scarps. This modification of
glacially oversteepened slopes progresses by frequent mass
movement activity and active stream transport of the debris
entrained in stream gullies.
Deglaciation, after the most recent glacial advance, left a
landscape of low end moraines, depressions, and underfit
streams in the Kenai Lowlands. Peat has accumulated in the
poorly drained areas. Some of the abundant fine sediment
produced by glacial activity was carried by the wind and
deposited as a thin blanket of loess over the topography.
Concomitant with deglaciation was a worldwide rise in sea
level as the ice melted and returned to the sea. This rise
in sea level after the last glacial episode (Wisconsin)
amounted to approximately 100 meters. Marine marginal
valleys that had once been filled with ice became fjords.
Kachemak Bay is an example of one of these drowned glaciated
valleys. At the head of these valleys, deltas developed and
supplied with abundant sediment from glacial activity they
rapidly prograded seaward. As deglaciation continued glacial
outwash prograded the Fox River/Sheep Creek delta; a process
that continues today.
The relative sea level in this region has also been affected
by tectonic activity. Subduction of the Pacific Plate
beneath the North American Plate is accompanied by major
earthquakes, the most recent of which occurred in 1964. The
elevation of major areas of the earth's crust were lowered
as much as 8 feet in some locations and raised as much as 33
feet in other locations (Plafker, 1964). In Kachemak Bay the
land subsided by approximately 3-7 feet, thereby modifying
the local sea level. Tectonic processes combined with
fluvial/marine processes associated with delta formation
have given rise to deltaic sediments which contain
significant marginal marine as well as fluvial deposits.
In addition to changes in elevation of the land surface
earthquake activity in this region can generate seiches and
tsunami which are capable of modifying the shoreline as well
as triggering landslides. Extensive modification of the
Homer Spit was reported as the result of the 1964
earthquake.
The effects of seismic forces are discussed in more detail
in Section 3.2.3.
Golder Associates
February 1986 9 853-5011A
3.2 Geology of the Project Area
A reconnaissance geologic map of the proposed transmission
line route is provided in Plates I, II, and III. Mapping was
conducted by interpreting aerial photographs and by making
field observations September 6-12, 1985 and October 8-9,
1985. Peat probe data was collected periodically during
September and October, 1985. Black and white photographs
(approximately 1: 12000) taken June 17, 1985 were used as the
base for geologic mapping. For reference purposes and to
determine geomorphic changes through time, black and white
photographs taken on August 9, 1950: July 4, 1951: June 17,
1962; undated, 1980; and July 15, 1983 were also used.
False color infrared images taken July 14, 1982 and August,
1984 were used.
Geologic map units are described in this section along with
the engineering geology of each major segment of the
transmission line route. For the purposes of this
discussion the route is divided into the following segments:
Segment 1 Plateau Area -Homer Electric Intertie to
Drillhole :RM 197
Segment 2 Bluff Area -In the Vicinity of Drillhole 197
Segment 3 River Crossing -Fox Fiver/Sheep Creek
Segment 4 Major Landslide -Area of Drillholes RM 192 and
193
Segment 5 Forested Route from the Landslide to the
Powerhouse
Segment 6 Mudflats Route around the Landslide to the
Powerhouse
3.2.1 Geologic Map Units
Geologic map units shown on Plates I, II, and III are
described as follows:
Peat (Map Symbol -Pt) Peat accumulations significant to
foundation design are present in Segments 1, 3, and 5. Peat
in these areas is moderate brown in color and contains
abundant fibrous remains of mosses, reeds, sedges, grasses
and other bog vegetation. Peat accumulates principally in
poorly drained depressions left by glacial activity and in
low gradient areas marginal to streams. Peat in Seqment 5 is
very limited (see Plate III) and is underlain by well
indurated Valdez Group and McHugh Complex rocks. Segment 3
peat is located in a poorly drained area below the Segment 2
bluffs. Peat in this area is underlain by alluvial/colluvial
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February 1986 1 0 853-5011A
fan deposits. Peat deposits in Segments 3 and 5 are minor
compared to the extensive peat deposits located in Segment
1. Segment 1 peat, as shown on Plate I, is a dominant
geologic unit with thicknesses up to 20 feet and perhaps
deeper.
Colluvium (Map Symbol -Qc) Colluvial deposits are present
in all segments of the map area. These deposits are the
result of slow downslope movement of soil and rock debris by
creep and slopewash. In general the size of the material in
these deposits are controlled by the size of the parent
material available for transport. The thickest accumulation
of colluvium occurs at the foot of slopes or cliffs and
where subsequent fluvial transport is low. In Segments 1 and
3, the plateau areas shed sediment into poorly drained
lowland areas at the base of the bluffs creating colluvial
fans.
Alluvium {Map Symbols -Ma, Mo, Qal) Alluvial deposits have
been subdivided based on the approximate age of the
vegetation (where present) established on these deposits.
The ages were determined using visual inspection and tree-
ring age dating techniques on a limited number of trees.
Alluvium is present in all map segments, however it is most
prominent in Segment 3 where the Fox River and Sheep Creek
share the same valley. Size of the alluvial materials
depends on the size of the material available and the stream
power available for transport.
• Ma refers to alluvial deposits of sand and gravel that
are entrained in active stream beds and have not developed
significant vegetative cover.
• Mo refers to alluvial deposits which are transported
during major flood events or have been actively transported
during the last 35-50 years. Scattered vegetation may be
present on this deposits with ages up to 35-50 years.
• Qal is a general unit for alluvial deposits of Holocene
age. Where present, trees developed on these deposits are
greater than 35-50 years old.
Alluvial Fans (Map Symbol-Qaf)
Alluvial fan deposits are found in Segment 3, where they
result from the headward erosion of the bluffs in Segment 2.
They are also present in Segment 4 where they result from
erosion of the glacial drift which composes part of the
major landslide area (see Plate III). Alluvial fan deposits
are distinct from other alluvial deposits because of their
fan-shaped geomorphic expression and the restriction of this
unit to areas of abrupt change in stream gradient at the
base of steeper slopes.
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February 1986 11 853-5011A
Due to the lack of stream power and vegetative cover in
Segment 3, fluvial transport is not the only transport
process and as a result these deposits have been mapped as a
mixed unit comprising colluvial as well as alluvial
materials. The bluffs predominantly comprise fine-grained
sediments and the alluvial fan deposits reflect this size
gradation.
Alluvial fan deposits in Segment 4 represent another type of
mixed unit. The till from which the fan deposits are derived
contains numerous boulders which are too large to be
transported by the available stream power and hence a lag
deposit has developed where the finer portions of the till
have been eroded away. The remaining boulders have been
subject to little or no fluvial transport or are only
transported during very high streamflow events. These lag
boulders are mixed with fluvial deposits in the sand and
gravel size range.
Landslide deposits (Map Symbol -Qls)
Landslide deposits are located in Segment 2 and 4. Due to
the potential hazard to engineered structures as a result of
landslide activity both landslide deposits and landslide
scars are mapped under this unit. In Segment 2 the
landslides are mostly surficial sloughs involving the soil
and vegetative mat developed over the Kenai Group sediments
(see unit description below). Larger rotational failures are
present in areas where thick till deposits are exposed along
the border of the plateau.
Segment 4 contains one major landslide which is nearly a
mile wide at the top. The landslide debris is relatively
undisturbed and apparently moved as a coherent mass.
Tidal Flat Deposits (Map Symbol -Utf)
This unit is present in Segment 6 and consists of vegetated
upper tidal flat deposits and associated overbank stream
deposits. Because of the low energy of the transport media
these deposits comprise fine grained sediments in the clay
and silt size range. They are periodically underwater and
generally have significant limitations for engineered
structures.
Glacial Till (Map Symbols -Qt, Qt 1_4 )
Glacial till is present in Segments 1, 4, and 5. Throughout
the area it consists of a silty, sandy gravel with boulders
which range up to a maximum dimension of 10 feet. Till
thickness ranges up to at least 26 feet in some areas. Map
Symbol Qt is used for undifferentiated glacial drift
deposits and symbols Qt are used to indicate the
relative age of glacial de~osits where age relationships
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February 1986 1 2 853-5011A
could be determined based on a succession of end moraines.
Qt 1 is the oldest deposit and Qt 4 is the youngest. Qt 1 is
located beyond the limits of a major end moraine that
represents the maximum limit of the late Wisconsin Naptowne
glaciation and thus probably represents the early Wisconsin
Knik glaciation. There is no apparent correlation or
distinction between till deposits and engineering
properties, hence glacial stratigraphy was not evaluated in
great detail.
Kenai Group (Map Symbol -Bx 1 )
Tertiary Kenai Group rocks are present throughout Segments
and 2, although in most areas they are overlain by glacial
till and peat. This unit is exposed prominently in the
bluffs that constitute Segment 2. The Kenai Group consists
of gently dipping, poorly indurated, siltstones, sandstones,
claystones, mudstones, coal, and lignite. Rock strength
ranges from extremely weak rock to very weak rock (ISRM,
1981) except where concretionary zones are present. In
those zones rock strength may be in the range of medium
strong to strong.
McHugh Complex and Valdez Group (Map Symbol -Bx 2 )
Cretaceous McHugh Complex and Valdez Group rocks are exposed
in portions of Segment 5. Due to the similarity of the rock
types and the paucity of exposure, these two units were not
differentiated during geologic mapping. As mapped the unit
comprises well-indurated, graywacke, and argillite with
local outcrops of chert. Rock strength ranges from medium
strong rock to very strong rock (ISRM, 1981). Joint spacing
is approximately 2.5 feet based on a transect taken near the
proposed powerhouse. Many of the rock specimens examined
show the effects of cataclastic deformation.
3.2.2 Geologic Description of the Transmission Line Route
Segment -Plateau Area
Segment 1 consists of a broad, rolling, swampy, plateau
area, a portion of which drains to the northwest into the
headwaters of Deep Creek and the remainder drains to the
south into Fox Creek. Glacial activity has modified this
plateau and left large poorly drained areas which have
filled with peat in the period since deglaciation. Maximum
relief along this segment of the proposed transmission line
corridor is approximately 200 feet. The upland areas consist
of Kenai Group sediments, generally overlain by glacial
till. These hilly areas are typically well drained and
support moderately dense stands of Sitka Spruce (Picea
sitchensis) and Birch (Betula papyrifera). The glacial till
may contain boulders and blocks with a longest dimension of
up to approximately 10 feet, based on measurements of
Golder Associates
February 1986 1 3
boulders found at the ground surface. Locally, colluvial
fans have accumulated at the base of the slopes. Narrow
ridges less than approximately 50 feet high, which
geomorphically represent end moraines, are also present.
853-5011A
The irregular topography east of RM 207 is typical of end
moraine deposits in this area. End moraines and depressions
in ground moraines have formed impediments to drainage which
have resulted in the development of lakes and peat bogs.
Depth of peat in Segment 1 based on peat probe data is
presented in Plates I and II. Generalized borehole logs for
Segment 1 are shown on Figure 3. A schematic cross-section
of the plateau is presented as Figure 4.
Segment 2 -Bluff Area
Segment 2 consists of steep slopes that form the transition
between the plateau and the Fox River flats. Topographic
relief of this segment is approximately 650 feet. Overall
slope angle for the bluff is approximately 20 -25 degrees,
however individual slope segments may range up to 65 degrees
or more. The rock units consist entirely of Kenai Group
sediments. Glacial till which is present over much of
Segment 1 was either not deposited in this area or has been
removed by erosion. Coal/lignite layers up to four feet
thick are present in this portion of the Kenai Group.
Bedding varies from horizontal to dipping into the slope at
approximately 5 degrees to the northwest. Bedding dipping
away from the slope was not observed. The exposed rock at
the surface of the bluff face crumbles easily and can
essentially be considered a soil. Beneath the weathered
layer, rock strengths are classified as very weak (ISRM,
1981).
Stability of these slopes over an assumed 50 year design
life of the proposed transmission line is a major
engineering consideration. In evaluating slope stability it
is necessary to understand the erosion processes involved
and the rate at which those processes proceed.
Reconnaissance geologic investigations of the entire bluff
area within the transmission line corridor identified the
results of both surficial sliding and deep seated rotational
failures. Evidence for rotational failures was observed in
the landslides mapped south of RM 202. It appears that
failures of this type are limited to areas where thick till
deposits overlie Kenai Group sediments. Geologic mapping and
detailed observations of the slopes in the area below RM 197
showed no till overlying Kenai Formation and a lack of
evidence indicating historic, deep seated rotational
failures.
Golder Associates
February 1986 1 4 853-5011A
However, numerous shallow slide deposits and surficial
failure scars in various states of restabilization were
noted in this segment. Analysis of aerial photographs, tree
ages, and field measurements in the slide scars suggested
that failures are episodic and related to the surficial
weathering of the Kenai Group bedrock where it is exposed
and accumulation of a vegetative mat. Intact Kenai Group
sediments are in general relatively resistant to landslide
activity. However the rocks are poorly indurated and surface
soils form rapidly once the intact rock is exposed to
weathering activity resulting in build up of a a surface
soil and vegetative mat which can become saturated and fail
by surficial sliding. This sliding exposes relatively intact
rock and the process begins again. The slide debris
accumulates in the gullies and is transported by fluvial
activity. Lignite layers within the Kenai Formation serve to
impede drainage and may be important in the saturation of
surficial soils. Because of their greater resistance to
erosion these layers may support the soils on the slope
prior to failure and provide a hydraulic barrier which
increases soil moisture and may promote failure.
The main stream valley south of RM 197 shows dramatic
changes in the presence of slide scars between 1950 and 1985
and may indicate an episodic nature to the slide activity.
In 1950 the south facing slope was entirely vegetated by
trees with substantial crowns suggesting trees in the age
range of approximately 100-200 years. Examination of 1962
aerial photographs showed a similar picture, however by 1983
this slope had been largely denuded of large trees and
numerous slide scars were evident. This rate of denudation
was accelerated by fire {and perhaps by earthquake
activity), however the basic mass wasting processes remain
the same. Examination of 1985 aerial photographs and field
examination that same year showed that many of the slide
scars had begun to heal. The healing process proceeded by
the establishment of vegetation on portions of the soil that
were not entirely eroded away from the slide scar. This
remnant soil was present at irregularities in the bedrock
surface and around vegetation which was not involved in the
sliding.
Slides that occur high on a slope may have slide debris that
moves downslope between large trees without destroying them.
In such a case the vegetative mat and soil cover downslope
from the scar serves to buttress the accumulation of soil
and thereby aid in the revegetation of the slope. Whether
downslope vegetation is destroyed or not, soil and
vegetation at the edge of the slide and soil remanents in
the slide scar area are present and do aid in the
revegetation process. Based on field work and aerial
photograph analysis, reestablishment of vegetation is
thought to be rapid, occurring in a period of 3 to 10 years.
Golder Associates
February 1986 1 5 853-5011A
This lag period nevertheless, will allow erosion to take
place. However, since the exposed rock is primarily intact,
albeit poorly indurated, erosion rate caused by this process
is considered negligible when compared to the erosion due to
episodic sliding of surficial soil deposits.
The primary engineering considerations in the determination
of cliff retreat rates at this site are the thickness of
surficial slides and the frequency of this sliding. Slide
scars observed in Segment 2 had a thickness measured
perpendicular to the slope of 2 to 6 feet. Trees on the
slopes ranged up to approximately 200 years in age based on
field dendrochronology. The time period of stability of the
surface soils should be indicated by summing the longest
period of known stability based on aerial photograph
analysis with the age of the vegetation at the time of the
first observation. Estimating tree ages and using aerial
photograph analysis for the slopes east of RM 197 showed
that stability of the surficial soils ranged from at least
60 to 100 years. A worst case estimate using these numbers
is represented by 6 foot thick slides occurring every 60
years or an average erosion rate of 0.1 feet per year. Thus
in an assumed 50 year service life for a transmission line
the erosion might be expected to be on the order of 1 slide
or up to 6 feet measured perpendicular to the slope.
Corrected for 30 to 40 degree slopes, 6 feet translates into
9 to 12 horizontally at the top of the slope. Arbitrarily
imposing a factor of safety of 2, then the minimum setback
for a transmission line tower using these numbers would be
on the order of 25 feet. The risk of being affected by
shallow slide activity decreases as the distance from the
cliff edge increases. Inspection of the final tower
locations by a qualified engineering geologist or
geotechnical engineer is strongly recommended.
Slope and cliff retreat rates from other sites worldwide is
summarized in Figure 5. Note that the cliff retreat rate
estimates for this project are higher than all of the other
data in the polar/montane (P/M) category. This suggests
that a conservative value for cliff retreat has been
selected relative to other retreat rates in this climatic
zone, as reported by Saunders and Young, 1983. It is
important to note that this approach to slope retreat uses
average erosion rates to determine appropriate setback
distances for specific structures at specific sites. If
retreat is relatively uniform then the average retreat rate
is a useful measure of the retreat that could be reasonably
expected in the future. However, if erosion is much greater
at a specific location, average rates may have less value in
determining expected slope retreat at an individual tower
location.
The only large deep-seated landslides observed in the bluff
area are located in an area with thick deposits of glacial
Golder Associates
February 1986 1 6 853-5011A
till. Similar slope and lithologic conditions are not
present in Segment 2. No specific concentrations of ~round
water were observed that would indicate an increased
probability of slide activity in one area over another.
Zones of particularly weak rocks were not observed in
Segment 2 and the orientation of the bedding in the Kenai
Group sediments precludes the development of bedding plane
slides. Thus, in this particular case the frequency of slide
activity is thought to be similar enough over the area of
Segment 2 to justify using an average erosion rate approach
to determine cliff retreat rates.
Segment 3 -River Crossing
This segment contains alluvial/colluvial fans at the base of
the Segment 2 bluffs as well as a broad delta containing the
Fox River and Sheep Creek. The lowland area including the
fans has a topographic relief of approximately 100 feet.
During a late Wisconsin age (Naptowne) glacial advance a
major tongue of ice issuing from the Kenai Mountains filled
the area that is now Kachemak Bay (Karlstrom, 1964). During
the present period of deglaciation the delta has been
prograding and gradually filling in Kachemak Bay. Sandy
gravel deposited from fluvial processes and silts deposited
in the intertidal zone compose the delta. Generalized
borehole logs for Segment 3 are shown on Figure 6. The
potential magnitude of river channel changes and the depth
of scour within this valley are significant engineering
considerations for the transmission line towers that are
proposed in this segment.
Geomorphic evidence of channel changes interpreted from both
aerial photographs and field investigations provide evidence
for channel migrations through time across the entire valley
area. Although careful placing of towers will decrease the
risk of foundation erosion by stream activity, it should be
assumed that any structures placed in the stream valley may
be subject to the direct effects of stream action over time.
An elevation of 10 feet above the bankfull discharge level
of both streams is recommended to define the limit of the
stream valley for foundation purposes. As elevation
increases beyond the limit of the valley, the risk of
eventual stream erosion decreases.
Both the Fox River and Sheep Creek are meandering streams
throughout the proposed crossing area, however Sheep Creek
is close (Plate II) to an upstream transition zone where the
stream switches from a braided to a meandering stream
regimen down valley. The braided area of Sheep Creek has
advanced approximately 1 mile in the last 35 years. Channel
patterns in 1950 and 1985 are presented in Figure 7. The
general migration of meanders downstream in both the Fox
River and Sheep Creek channels over the past 35 years is
consistent with the typical behavior of meandering streams.
Golder Associates
February 1986 17 853-5011A
Meander loops of both streams are at one point within
approximately 300 feet of each other and may in the future
join as one stream. Portions of Sheep Creek currently flow
into the Fox River approximately 2 miles north of the
crossing area and portions of the Fox River flow into Sheep
Creek approximately 1 mile southwest of the crossing area.
A stronger connection between the two streams is probable
and could have a destabilizing effect on channel patterns
and scour depths.
The most likely zones for a radical change in stream
direction are those areas which have shown channel
instability in the past and those areas that are currently
lower than the rest of the valley surface. Lower elevation
areas are present due to aggradation of the stream bed and
non-deposition in areas that stream sediment has not
recently reached. Referring to Figure 7, along Sheep Creek
near the boundary between Section 7 and 18 there is evidence
for past channel change and evidence for low elevations
based on field observations, aerial photography, and the
swamp symbols shown on the topographic map copied in this
figure. In this area Sheep Creek could potentially spill in
the low areas in the center of Section 18 and 19. A similar
situation exists near the boundary between Sections 12 and
13 along the Fox River. Northwest of the Fox River in
Sections 6 and 1 the modern floodplain area is subject to
channel migration, however beyond the floodplain, the ground
elevation rises and there is a source of sediment from
alluvial/colluvial fans. Further northeast along Sheep
Creek where there has been a rapid advance of the braided
portion of this stream, channels will continue to shift,
however a return to a meandering regime is not foreseen
under current climatic and aggradational conditions. Tower
locations will need to be chosen on the basis of detailed
topography and proximity to the current channels.
Inspection of these locations by a qualified geologist or
geotechnical engineer is recommended.
The abundance and size of the flood channels adjacent to the
main stream channels in the Fox River/Sheep Creek valley is
evidence for considerably higher streamflows than observed
during the field reconnaissance. Spring snowmelt runoff may
account for such channels. Although the specific mechanism
was not stated, Karlstrom (1964) considers this lowland area
subject to flooding by meltwater streams. In addition to
normal variations in meltwater flow, ice jamming of Sheep
Creek may account for flooding in this area. Glacial
outburst flooding can alter stream geometry due to the large
volume of water that can be generated rapidly. Published
information (Post and Mayo, 1971) and field reconnaissance
of the glaciers feeding streams into the valley did not show
geologic or hydrologic evidence for flooding on the scale
normally associated with outburst flooding. Although all of
the mechanisms for flooding in this area are not entirely
Golder Associates
February 1986 1 8 853-5011A
understood, the approach that will be given for
determination of scour depths can be used if the flood
levels associated with unusual discharge events are known.
Within the Fox River/Sheep Creek drainage there are two
mechanisms under which scour will occur. The first is
natural streambed scour associated with higher stream
velocities during peak flow periods or in localized bends
within a stream channel. A second mechanism for stream scour
is removal of materials from directly around a structure
placed within the stream flow. The increased flow velocities
around the structure will result in localized scour at the
structure. Both of these mechanisms are discussed in more
detail subsequently and methodologies are presented for
predicting maximum depth of scour for each.
Quantitative estimates of the depth of scour are difficult
to make without considerable data on the hydraulic
characteristics of the streams involved. Because of the
lack of previously collected information on these streams a
large number of assumptions would need to be made to
undertake computer modeling of scour depths. The models are
sufficiently sensitive to the necessary assumptions that
this method of scour modeling was not considered applicable.
In this report, depth of scour calculations were first
approached using a model for streambed armouring which
represents standard engineering practice in this field, and
when that method failed by using a method which depends on
estimates based on empirical evidence and direct field
measurements.
The streambed armouring method for scour depth calculations
(Simons, et al, 1982) is based on the critical tractive
force of sediment and assumes that the coarsening of bed
material, and eventual bed armouring, will occur as the
finer sediment is winnowed by a sufficiently high shear
stress. It does not account for sediment transported to a
site from upstream, nor does it account for the deceleration
of flow into a deepening pool which decreases the average
flow velocity and hence the shear stress. In some cases
these factors can be ignored and a reliable depth of scour
estimate can be obtained.
When applied to Sheep Creek and the Fox River the armouring
method suggests that based on the size of the available
sediments an armour layer would not develop in either
drainage and thus predicts continued scour as discharge
increases above bankfull stage. Since scour depths, in all
natural cases, are in some way limited, this standard method
of scour calculation does not provide useful information.
In the case of these two streams the critical tractive force
method fails for two reasons:
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February 1986 19 853-5011A
1. The geomorphic character of these streams is one
of net aggradation. This assessment is based on field
observations of the abundance of sediment available for
transport, the observation that the braided section of
Sheep Creek is advancing down valley, and the rapid
decline in the gradient and therefore the sediment
transport competence and capacity of Sheep Creek from
0.00376 upstream from the proposed transmission line
crossing to 0.00169 downstream of the crossing. The
method of Simons, et al (1982) does not take into
account this sediment influx to the site.
2. As streamflow approaches a pool that has been
scoured, there is a deceleration of flow velocity which
counteracts the tendency for shear stress to increase
with increasing flow depth, and thereby limits further
scouring. The method of Simons, et al (1982) does not
take into account these changes in stream velocity due
to pools.
Another limitation of the critical tractive force method is
that if it does apply to a particular stream it applies
strictly to straight, flat-bedded channels which are subject
to uniform degradation. However, the deepest scour in a
river channel usually occurs near the outside of meanders
where an inward-directed bottom current driven by the cross-
channel pressure gradient set up by centrifugal acceleration
of water at the surface causes sediments to be scoured from
the bed near the outer bank and moved toward the inner bank.
The deepest scour develops in the most tightly sinuous bends
where centrifugal acceleration, cross-channel pressure
gradient, and cross-channel flow are all greatest. The scour
in such pools occurs at high discharge and they partially
fill as flow declines. Thus, an indication of the maximum
scour depth which could result from migration of such a
tightly sinuous pool to a tower site could be obtained by
measuring the depth of such a pool at high flow.
Since the rivers were not at bankfull stage during the field
work, such measurements were not possible. However, based
on extensive field experience with similar rivers, Dunne,
(written communication, 1985) states that a conservative
estimate of the depth of pools at bankfull discharge can be
obtained by doubling direct measurements of pool depths
(measured from bankfull discharge level) taken at lower
flows. Blench (1966) uses a factor of 1.7 as a worst case
on natural meanders which is in basic agreement with the
value provided by Dunne.
Maximum pool depth of the rivers, with respect to the
bankfull discharge level, was measured using a steel rod,
marked off in feet. The rod was placed in the water from a
helicopter and the maximum pool depths based on the water
level were recorded. Subsequent measurements of the height
Golder Associates
February 1986 20 853-5011A
of bankfull discharge above the water surface allowed
calculation of the depth of scour below the bankfull
discharge level. Maximum depth below bankfull discharge
level for both the Fox River and Sheep Creek channels was
measured at approximately 9 feet. Multiplying this value by
2 yields 18 feet. This value ignores, however, the scour
due to the structure itself and any possible effects from
the potential future joining of Sheep Creek and Fox River.
In the absence of a structure, a pool in a meander bend is
scoured at high flow. This occurs partly because the flow
is diverted around the point bar, towards the outer bank
side and a pressure gradient is set up against the outer
bank because a centrifugal force drives water outwards as
the flow travels around the point bar.
The cross-channel pressure gradient drives a compensating
inward-directed flow across the bed from the pool near the
outer bank towards the downstream end of the point bar.
This lateral bottom current (superimposed on the general
downstream flow) scours sediment from the pool and deposits
sediment of the downstream side of the point bar.
If a structure were to be placed in the pool, it would
partially block the mainstream flow there. There would be
resistance to the lateral diversion of mainstream flow
toward the pool by the point bar. More mainstream flow
would be forced to travel over the point bar, so that the
bar would be scoured more than in the undisturbed case. The
result would be a weaker cross-channel circulation. The
meander bend would operate like a straighter channel. Thus
the scour depth of 2.0 x bankfull discharge which was chosen
as a maximum scour depth for a highly sinuous bend seems
unnecessarily large once the structure is placed in the
pool. Blench's value of 1.7 is probably still conservative
in this case, however without more detailed modeling
studies, it is recommended.
The presence of the structure will cause an extra highly
localized scour. Figure 8 provides a methodology for the
prediction of the depth of scour based on the mean flow
depth and the shape and diameter of the structure placed
within the stream. Where transmission line structures are
assumed to be located within the stream valley the effects
of scour from both mechanisms must be added. If a structure
is assumed to be located within a meander bend then the mean
flow depth should be assumed to be equal to the bankfull
discharge depth.
If the design assumes that structures will be located within
the straight portion of the stream valley but not at a
meander bend then the calculated scour will be less.
However, it will still be composed of components of natural
stream scour and scour from placement of a structure within
Golder Associates
February 1986 21 853-5011A
the stream. The depth of natural stream erosion in straight
channels is estimated to be equal to the maximum depth of
meander pools measured during the field investigation.
Values for the depth of scour due to the presence of the
structure can be calculated from Figure 8.
With respect to the possibility of the Fox River and Sheep
Creek joining at some time in the future, the effect of the
combined discharge on flow depth and hence scour depth can
be estimated. As discharge increases at a point on a river,
the mean flow depth increases as the 0.4 -0.5 power of
discharge (Wolman, 1964). Thus, for an estimated mean flow
depth of 9 feet and assuming that joining of the two rivers
doubled the discharge, the mean flow depth would increase by
a factor of 2E0.5; i.e. 1.4 times to 13 feet. This value of
13 feet can then be used to estimate straight channel scour
depth using the equations in Figure 8. For a one foot wide
blunt-nosed pier the scour depths are within the estimates
for maximum scour in a meander bend pool for each of the
present streams. Scour depths at meander bend pools, for
the combined flow, would be greater than the single channel
meander bend estimates. However, if the probability of the
two streams joining and the structure ending up in that new
stream and being located at a meander bend pool is
considered to be sufficiently low, the designer/owner may
elect to accept the risk for this potential effect.
Segment 4 -Major Landslide
A major landslide on the southeast slope of the Fox
River/Sheep Creek valley is exposed over an area of nearly
one square mile (see Plate III). Topographic relief over
the exposed area of the slide is approximately 1200 feet.
Generalized logs of two boreholes drilled in Segment 4 are
shown in Figure 9.
A major question for transmission line siting and
engineering design is the probability of continued activity
of this landslide. Evaluation of landslide activity was
conducted by analysis of aerial photographs, drillhole
investigation, and field inspection. Field methods included
hand dug test pits and use of an increment borer on selected
trees.
All of the exposures of the material composing this
landslide consisted of glacial till. Active mass movement
features of this size in non-rigid materials such as glacial
till typically show relatively uneroded head scarps, tension
features, tilted grabens and pressure ridges or other
buckling features near the base of the slide. If these
features are missing then the slide is either inactive or
the rate of erosion and other modifying processes is greater
than the rate of production of geomorphic expressions of
Golder Associates
February 1986 22 853-5011A
slide activity. This slow rate of production of geomorphic
features may be related to very slow movewent of the slide
or episodic movement with a long return period.
Geomorphic indications of active sliding were not observed
at this site. The head scarps for this slide, although
steep, appear eroded. Scarp retreat is sufficiently active
to preclude the dating of the scarp using tephrochronology
or other means which depend on the accumulation of surficial
deposits. The scarps are above the upper forest border and
are either bare or have low brushy vegetation up to a height
of approximately 10 feet. Active tension cracks were not
observed in the scarp area. The toe of the exposed slide
area did not show evidence of buckling features, but rather
the front of the slide area was eroded and had a large
alluvial fan {Plate III) present. Where bedding could be
observed it was not noticeably disturbed.
If slow movements are taking place those movements are so
slow that they have not observably affected the physical
characteristics of the trees on the slide. Healthy trees
growing on the slide have straight trunks, do not appear to
be leaning, and tree rings of approximately a dozen of the
older trees show complacent growth rings that do not show
the effects of stress due to leaning. Maximum age of the
trees is on the order of 250-300 years, which suggests that
slow mass movements have not significantly affected the site
during that period. If episodic movements are present they
apparently have a return period which is considerably longer
than the assumed design life for the engineered structures.
Evidence of long return periods of movement decrease the
probability of a structure being affected during its design
life, but do not preclude the possibility of reactivation of
the slide mass.
With respect to episodic movements, it is important to note
that the Bradley River fault zone lines up with the head
scarp for this feature. Although a relationship between the
fault and this slide has not been established, should the
recurrence interval for fault displacement be established as
the result of studies at the darn site, that information
should be assessed with respect to the activity of this
slide. Since the slide may have occurred prior to the
progradation of the delta, the toe of the slide may be
buried and the apparent toe may be buttressed by the delta
sediments. This could explain the observed lack of movement
at the apparent toe of the slide, however since the slide
deposit is not a rigid body some buckling would develop
either at the apparent toe or further up on the slope if the
upper portion of the mass were still moving. Evidence for
that buckling was not apparent during field mapping. Thus
based on the available evidence, there are reasons to treat
Golder Associates
February 1986 23
this slide as inactive for design purposes. It should be
understood that future line maintenance due to slide
activity has not been entirely precluded.
853-5011A
Water levels, within the landslide area as measured in
piezometers installed in borehole RM-192 and RM-193 are
below the maximum depths explored. Therefore, for
engineering purposes it is expected that water levels will
be below the base of the tower foundations.
Seoment 5 -Forested Route to the Powerhouse
Glacial till is present on the ridge adjacent to the major
landslide in Segment 4. As the elevation of the ground
surface decreases nearer the Bradley River the till becomes
a thin surficial deposit mantling the bedrock and finally
the till cover is almost non-existent between the Bradley
River and the proposed powerhouse. The glacial till consists
of a silty, sandy gravel with boulders of McHugh
Complex/Valdez Group rocks. Boulders exposed at the surface
range up to 10 feet in maximum dimension.
Beneath the till lies bedrock which is composed of the
McHugh Complex and the Valdez Group. These rocks consist of
graywacke, sandstone and siltstone, argillite, and bedded
chert. The rocks, where exposed, are very well indurated and
locally show the effects of cataclastic deformation. Rock
strength ranges from medium strong rock to very strong rock
(ISRM, 1981) where outcrops are present. Virtually the
entire area is covered by a vegetative mat and hence
observations of these rocks have been made primarily at the
edge of the mudflats and in stream valleys which cut into
the bedrock and where exposure exists. Joint spacing
measured near the proposed powerhouse is approximately 2.5
feet.
Chert is composed of cryptocrystalline silica and represents
a rock which is difficult to drill and causes higher than
average bit wear. The actual amount of chert in this segment
is unknown.
A few peat deposits have been mapped on Plate III, however
in general this area is well drained and not subject to
significant peat accumulation. Ground water levels and flow
volumes are unknown, however based on the lack of springs
and seeps along the proposed route and the depth to major
river channels the groundwater level is expected to be below
the transmission line tower foundations.
Segment 6 -Mudflats
This area consists primarily of vegetated mudflats which
have been formed by intertidal deposition of shallow marine
deposits and by marginal marine fluvial deposits. Streams
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February 1986 24 853-5011A
issuing from the mountain front discharge onto the mudflats
and at the the break in slope fans of alluvial material are
present. Because of the decrease in stream gradient at the
mountain front there is a rapid change in grain size away
from that front. In marginal marine deltaic environments
such as this, the interfingering of shallow marine,
floodplain, and coarser fluvial deposits exists. This
environment is largely controlled by fluvial activity and by
submergence of the delta as compaction of the sedimentary
deposits occurs. Further, the tectonic processes of
submergence are also active in the mudflats segment. During
the 1964 earthauake this area was submerged with respect to
its prior elevation by approximately 4 feet. Earthquakes
capable of causing submergence or uplift of these mudflats
are frequent on the time scale of development of the delta
and hence the interlayering and interfingering of marine and
non-marine rocks may be more complex than in deltas without
significant tectonism.
These deposits should be considered saturated for
engineering design purposes. Although tidal levels were not
precisely determined, field observations showed that much of
this area is periodically inundated by tidal marine waters.
Icing of transmission line towers will occur from overbank
floodwaters and from tidal waters. Should future stream
activity erode channels into areas occupied by transmission
line towers then direct streamflow will also be a source of
water which will contribute to icing during the adverse
weather conditions.
Generalized borehole logs for Segment 6 are shown in Figure
6.
Golder Associates
February 1986 25 853-5011A
3.2.3 Seismic Considerations
Seismic activity in southern Alaska is predominantly
associated with the relative motion of the Pacific and North
American lithospheric plates (Section 3.1). Along the
Alaskan panhandle and the eastern Gulf of Alaska this motion
is expressed by high-angle strike-slip faulting. Along the
Aleutian Trench, the relative motion is expressed by the
underthrusting of the Pacific Plate beneath the North
American Plate. This motion produces folds and high angle
reverse faulting within the overlying crust. The boundary
between the plates where the underthrusting occurs is a
northwestward-dipping megathrust fault or subduction zone.
The surface expression of the zone is a trench which is
located on the ocean floor approximately 185 miles south of
the Bradley Lake site. The orientation of the subduction
zone at depth is inferred to be along a broad inclined band
of seismicity that dips northwest from the Aleutian Trench,
and is approximately 25-30 miles beneath the Bradley Lake
site. Thus the tectonic setting within southern Alaska
includin9 Bradley Lake is dominated by the subduction of the
Pacific Plate beneath the North American Plate.
Within the Bradley Lake Region, several seismic sources are
considered to have the potential for earthquakes that could
produce significant ground motion, surface rupture, and
potential lateral spreading or compression along the
transmission line route. These sources include:
• Subduction Zone;
• Castle Mountain/Lake Clark Fault System;
• Bruin Bay Fault System:
• The Border Range Fault Zone;
• The Eagle River Fault;
• The Bradley River Fault; and
• The Bull Moose Fault
These sources, are addressed in a series of seismic and
earthquake reports completed for the U.S. Army, Corps of
Engineers by Woodward-Clyde Consultants (1979,1980,1981).
The Bradley Lake site is exposed to both regional and local
seismic sources. The regional sources include the subduction
zone as well as the Castle Mountain/Lake Clark Fault System
and the Bruin Bay Fault System. Local faults which may
affect the Bradley Lake Transmission Line include the Border
Range Fault Zone, the Eagle River Fault, The Bradley River
Fault and the Bull Moose Fault. A brief discussion of each
fault and its potential effect on the Bradley Lake
transmission line follows.
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February 1986 26 853-5011A
Regional Seismic Sources
The controlling seismic source for large magnitude
earthquakes at the project site is the subduction zone which
is located approximately 25-30 miles beneath the project
site. While no great earthquakes are known to have occurred
in the Kenai Peninsula reqion which were associated with
this zone during historic-time, the region is believed
(Woodward-Clyde Consultants, 1979) to be part of the area of
aftershock activity that followed the 1964 earthquake.
Based on the 1964 event, a design earthquake with a
magnitude of 8.5 along the subduction zone has been assigned
(Woodward-Clyde, 1980).
In addition to faults associated with the subduction zone,
the Castle Mountain/Lake Clark fault system and Bruin Bay
fault systems lie within the southcentral region and are
considered potentially active faults. They lie approximately
100 miles and 60 miles away from the site respectively.
Based on known and inferred geologic evidence of past fault
ruptures and displacement on both fault systems, the maximum
earthquake along these faults range from 6.5 to 7.5
(Woodward-Clyde, 1983). This range is well below the
maximum earthquake associated with the subduction zone and
therefore, while both the Castle Mountain/Lake Clark fault
system and Bruin Bay fault system are considered potentially
active and may generate large magnitude earthquakes, they
are not considered the controlling seismic source in terms
of magnitude.
Local Seismic Sources
Several faults lie within or pass directly through the
project area which are considered capable of producing major
earthquakes. A brief discussion of each fault follows.
Border Ranges Fault-
MacKevett and Plafker (1974) mapped the Border Ranges Fault
(BRF) as a north-dipping reverse fault that juxtaposes upper
Paleozoic and lower Mesozoic rocks on the north over upper
Mesozoic and Teritary rocks on the south. The northwest
front of the Kenai Mountains forms an obvious topographic
lineament that extends from northeast of Anchorage nearly
the entire length of the Kenai Peninsula. This lineament has
been interpreted to coincide with the BRF and has recently
(Updike, 1985) been associated with Holocene displacement of
surficial deposits in the Eagle River/Eklutna Lake area.
Updike (1985) considers the BRF segmented and recognizes
that Holocene activity may not be present along the entire
extent of the fault.
Golder Associates
Februarv 1986 27 853-5011A
Estimating the rupture length and style of rupture on the
BRF remains speculative because of the lack of adequate
geologic information. However, if one hypothesizes that the
BRF is part of the same tectonic system as the Castle
Mountain fault and that its characteristics are similar to
that of the Castle Mountain fault, then, lacking any
conflicting data, a rupture length of 100 km seems
reasonable for the BRF. Using this rupture length and
empirical relationships of fault rupture length related to
earthquake magnitudes (Slemmons, 1977), a maximum earthquake
magnitude of M 7.5 was estimated for the BRF (Woodward-
Clyde, 1981 ). tf this fault is active, surface rupture could
displace the Bradley Lake Transmission line where it crosses
from the Kenai Lowlands to the Kenai Mountains.
Eagle River Fault-
The Eagle River thrust fault parallels the southern portion
of the Border Range fault from the Matanuska Valley to
Kodiak Island and passes within 25 miles of the project
site.
No Quaternary activity has been reported in the literature
for this fault. Unlike the Border Ranges fault, there is no
striking topographic lineament associated with the Eagle
River fault. However, because of its mapped length (over
750 km) and its tectonic setting, it is appropriate to
assume that it could be active until sufficient data to the
contrary are accumulated.
Although little is known about the present seismicity of the
Eagle River fault, if it is active, its location,
topographic expression, and mode of displacement suggest it
is not a part of the same tectonic system as the Castle
Mountain and Border Ranges fault. Thus analogies between
the Eagle River fault and the Castle Mountain fault do not
seem appropriate. However, based on the limited data which
exists, the maximum magnitude earthquake on the Eagle River
is probably no higher than the maximum magnitude earthquake
on either the Border Ranges or Castle Mountain fault.
(Woodward-Clyde, 1981). Therefore aM 7.5 was assigned to
the Eagle River fault. (Woodward-Clyde; 1981).
Bradley River and Bull Moose Faults-
The Bradley River and Bull Moose faults are both considered
high angle faults which extend north to northeast in a
subparallel direction. The Bull Moose fault has been traced
southwestward for approximately seven miles from near the
proposed tailrace tunnel structure to the terminus of Dixon
glacier. To the north the main trace of the fault appears
to project beneath the unconsolidated floodplain and tidal
flat sediments (between RM 213 and 215) northwest of the
proposed powerhouse. No recent (Holocene) surface faulting
Golder Associates
February 1986 28 853-5011A
of the floodplain and tidal flat deposits which overlie the
Bull Moose fault within the Sheep Creek or Fox River valley
has been identified.
The Bradley River fault has been traced from Sheep Creek on
the north to the Dixon Glacier. No visible surface
displacement of Holocene floodplain deposits within the
Sheep Creek drainage have been detected, however, as
mentioned in Section 3.2.2, it is possible that the presence
of the head scarp of a large landslide near the fault, may
be related to Quaternary fault activity. The Bradley Lake
transmission line does not cross the Bradley River fault
zone, however should landslide activity be related to fault
movement there could be displacement of the transmission
line if a route across the slide is selected.
Design Ground Motions
The design maximum earthquake for the Bradley Lake
Transmission Line has been previously established by
Woodward-Clyde Consultants (1981) and the Corps of
Engineers (COE). Utilizing this information, The Alaska
Power Authority (APA) has established an effective seismic
acceleration for ancillary structures (i.e. transmission
lines) associated with the Bradley Lake Hydroelectric
Project.
The design maximum earthquake established by the COE and
accepted by APA includes: a magnitude 8.5 M earthquake
occurring on the Megathrust zone beneath th~ site at a
distance of approximately 30 km; and a magnitude 7.5 M
earthauake occurring on a shallow crustal fault (i.e. focal
sources) within a distance of 3 km from the site. Based on
the level of data which exists on fault activity associated
with local seismic sources, no attempt has been made to re-
assign a maximum earthquake magnitude beyond what has been
previously established by Woodward-Clyde, COE and the APA.
Therefore, for the purposes of this study, an estimated 7.5
M maximum earthquake magnitude has been assigned to the l~cal seismic sources.
Based on Woodward Clyde (1981) data, the following estimates
of mean values of peak horizontal ground acceleration,
velocity, displacement and duration are presented in Table
1.
Golder Associates
February 1986
Design
Maximum
Earthquake
(Ms)
Magnitude 8.5
on Megathrust
Hagnitude 7.5
on shallow
crustal fault
29 853-5011A
TABLE 1
DESIGN GROUND MOTIONS
Peak Peak Peak Significant
Acceleration Velocity Displacement Duration*
(g) ( em/ sec. ) (em) (sec. )
0.55 55 40 45
0.75 70 50 25
* Significant duration is defined as the time required to
build-up from 5 percent to 95 percent of the energy of an
accelerogram (Dobry and others, 1978).
The peak acceleration of 0.75 on a shallow crustal fault
developed by Woodward-Clyde,(1981) corresponds with a
normalized peak acceleration of 0.75g established by the
Alaska Power Authority (APA) in the Bradley Lake PERC
license document.
The effective seismic acceleration used for this project is
0.35g. This value was determined by dividing a shallow
crustal fault magnitude of 7.5 in half and equating an
associated effective acceleration of 0.35g based on
established acceleration curves {personal communication, L.
Duncan, Stone and Webster, 1986).
Seismic Hazards
The best documentation of past seismic hazards in the
project area were made following the 1964 earthquake. During
that event ground shaking occurred for up to 3 minutes
{Waller,1966). Terrestrial effects consisted of a 3 to 7
foot of subsidence and differential compaction of the
mainland including the Homer Spit, an earthflow in the Homer
area, several landslides on the Homer escarpment and along
the sea bluffs and minor fissuring of the ground,
principally at the edges of bluffs including the Homer
bluffs.
Hydrologic effects in the project area consisted of at least
one and possibly two submarine landslides at the end of the
Homer Spit, seiche waves in Kachemak Bay and ice breakage on
nearby lakes.
Golder Associates
February 1986 3C 853-5011A
Tsunami and subsidence related dama9e was considered light
in comparison to other communities close to the epicenter
(Valdez, Cordova) and primarily resulted in overtopping of
the Homer Spit due to subsidence both tectonically (2-3
feet) and by differential compaction or lateral spreading
(an addition 1-4 feet). In addition to the 1964 earthquake,
historical records have shown that an earthquake and
volcanic eruption which occurred in 1883 probably overtopped
the Homer Spit with a tsunami wave having an amplitude of
approximately 30 feet.
In terms of future seismic hazards which may affect the
Bradley Lake Transmission Line, events similar to those
experienced in the 1964 earthquake should be expected.
Severe and long ground shaking may result in regional
tectonic subsidence or uplift, liquefaction of the saturated
and generally unconsolidated fine sand material particularly
in the Sheep Creek and Fox River floodplains, bluff failures
in the weakly consolidated Kenai Group sediments and lateral
spreading or offset of local faults which transect the
proposed transmission route. In addition, tsunami waves or
seiches could possibly affect portions of the transmission
line sited in the mudflats or intertidal zone particularly
if an earthquake coincided with a high tide.
Golder Associates
February 1986 31 853-SOllA
4.0 ENGINEERING PROPERTIES OF SOIL AND ROCK
4.1 General
As discussed previously in section 3.0, the alignment is
divided into six segments. Each of the segments are listed
in Table 1 along with the primary geologic units they
contain.
Segment
Number
2
3
4
5
6
TABLE 2
Geologic Units Along Proposed Alignment
Description
Plateau Area
Bluff Area
River Crossing
Major Landslide
Forested Route
to Powerhouse
Mudflats
Geologic Units
Peat, glacial till and Kenai
Group.
Kenai Group
Alluvium and colluvium
Glacial till
Glacial till, McHugh
Complex and Valdez Group
bedrock
Marine and fluviomarine
deposits
The engineering properties of each of the geologic units
listed in Table 2 are discussed below.
4.2 Kenai Group
The Kenai Group bedrock unit has been described as
consisting of poorly indurated siltstones, sandstones,
claystones, mudstones, coal, and lignite. However, during
the field investigation the materials in the Kenai Group
were drilled and sampled as a soil. Therefore, while this
material is geologically classified as a rock, for the
purpose of this study its engineering characteristics are
considered to be similar to that of a soil. Furthermore, the
samples obtained from the drilling program indicated, at
least to the depth explored, that the Kenai Group consisted
primarily of coarser grained sediments (sands and silts).
Based on the drilling characteristics of this unit it has
been characterized it as a cohesionless soil.
Golder Associates
February 1986 32 853-5011A
Samples of the Kenai Group materials recovered in the field
indicate dry densities between 121 and 93 pounds per cubic
foot (PCF) with an average of 108 PCF. Water contents of the
recovered samples varied between 5% and 39% with an average
of 17%.
The results of the triaxial strength tests on samples of the
Kenai Group bedrock are shown in Figure 10. These results
indicate a effective friction angle of 39 degrees for the
Kenai Group bedrock. The Mohr circles presented in Figure 10
are based on a failure criteria of the maximum stress ratio
and therefore are different then the mohr circles presented
in the R & M report (Appendix A) which are based on the
maximum deviator stress.
4.3 Glacial Till
Glacial till deposits are composed of silty, sandy gravel
with boulders which range up to a maximum dimension of 10
feet. Samples of glacial till indicated densities in the
range of 99 PCF to 140 PCF with an average of 126 PCF. Water
contents were similar to the Kenai Group materials and
varied between 3% to 20% with an average of 12%.
The results of the triaxial strength tests on samples of
glacial till are shown with the Kenai Group bedrock in
Figure 10. These results indicate a effective friction angle
of 40 degrees for the glacial till. The Mohr circles
presented in Figure 10 are based on a failure criteria of
the maximum stress ratio and therefore are different then
the mohr circles presented in the F & M report (Appendix A)
which are based on the maximum deviator stress.
4.4 Peat
For the design of the transmission line structures we have
assumed that the peat materials overlying the Kenai Group
and the glacial till will not provide any support for the
transmission line structure. Therefore we have not assigned
strength properties to the peat unit.
Undisturbed samples of the peat were not recovered during
the field investigation and therefore, estimates of the dry
density were made from water content determinations. Water
contents varied between 190% and 665%. Based on these values
a dry density of 24 PCF was determined from published
correlations (MacFarlane, 1969).
Golder Associates
February 1966 33 853-5C11P.
4.4 Alluvium, Colluvium and Marine Sediments
The material in the Fox River valley consist of alluvium,
colluvium and marine sediments. Based on samples recovered
from the drilling program the materials can be described as
layered deposits of silt, sand or gravel. The lowest
strength near surface materials, which are expected to be
the primary materials in which the transmission line
foundations will be embedded, consist of silt to clayey
silt. Therefore, a series of triaxial tests were conducted
on samples from this zone which were classified as clayey
silt. The results of the triaxial tests are shown on Figure
11 and indicate an effective friction angle of 31 degrees
and zero cohesion. The Mohr circles presented in Figure 11
are based on a failure criteria of the maximum stress ratio
and therefore are different then the mohr circles presented
in the R & M report {Appendix A} which are based on the
maximum deviator stress. The materials did not indicate any
cohesion. Intact samples of these materials indicated dry
densities between 77 PCF and 141 PCF with an avera9e of 103
PCF.
4.5 McHugh Complex and Valdez Grour
Material properties for the McHugh Complex and Valdez Group
rocks were estimated based on descriptions of the material
and comparison with published values {Poulos and Davis, 1980
and Hoek, 1983). For the purposes of determining the
stren9ths of the samples in bearin9 and uplift we have
conservatively estimated the uniaxial compressive strength
of the rock as 290,000 PSF and a dry density of 135 PCF. For
lateral capacity determination we have assigned an undrained
shear strength of 20,000 PSF.
4.6 Summary
Based on the results of the laboratory testing and our
experience with similar materials, we have developed a set
of strength properties for each material type for use in the
design of the transmission line tower foundations. Due to
the very similar nature of the engineering characteristics
of the Kenai Group and glacial till materials coupled with
the fact that there does not appear to be any consistent
Golder Associates
February 1986 34 853-50111,
method for predicting the occurrence or thickness of the
glacial till deposits overlying the Kenai Group bedrock, we
have considered both of the units as having the same
strength properties. For design purposes we have assigned a
friction angle of 39 degrees to both the Kenai Group
sediments and glacial till materials. Although these two
materials may have similar engineering properties there
performance during construction may be substantially
different. These differences will be discussed in more
detail in Section 7.0. Values of the friction angle,
cohesion, unit weights and unconfined compressive strength
that are recommended for use in the design are summarized in
Table 3.
Golder Associates
a I
C)
0 a:
CD ...
)> ,
Cl.l
0 n -.. -CD
Cl.l
I l I t ~ 2 l i
TAP,LJS l
Summary ol" Dcsi;;n ~trengtll Pnrameters
SOIL UNIT UNIT WEIGHTS STREt-GTH PROPERI'IF.S COEF. OF HORI Z.
WET! SUBMERGE!:l '&3
(PCF) (PCF) (D&;)
GrACIAL TILL 119 68 39
AND KENAI
ALLUVIUM, NA 64 31
COLUNilfo! AND
MARINE SEDIMENTS
PEAT 72 10 0
McHI.X1i a:MPLEX T35 73 NA
AW
VAlDEZ GNOOP
NJTES: ( 1) Wet unit weight used above water table
(2) Submerged unit weights used below water table
(3) Effective stress friction angle
(4) Effective stress cohsion
c ,'I
(PSF)
0
0
0
NA
Sur; <ttl" SUBGRADE REACTION .,
(PSF) (PSF) D.E.P.
NAg. NA 30 -WET..t
20-su~
NA NA 10 -sUBM:'
NA NA NA
20000 290000 NA
(5) Undrained shear strength
(6) Unconfined compressive strength
(7) D.E.P. = direct embedment poles
{ 8) NA = Not applicable
DRIVEN PILES
60-WET 1
40 -SUBM~
10-sUBM:
NA
NA
COEF. OF
[.liTERAL
EA.RTB
PRESSURE
4.4
3.1
0
NA
February 1 98 6 36 853-5011A
5.0 POTENTIAL FOUNDATION SYSTEMS
5.1 General
Two types of structures are currently envisioned for the
Bradley Lake Transmission Line; wood poles and steel "X"
towers. The potential foundation systems for these
structures include direct embedment for the wood poles and
driven piles for the steel "X" towers. In addition, a
composite structure consisting of wood poles above ground
and driven steel piles below ground is also being
considered.
Details of the expected construction methods for each system
and the material in which a particular foundation system is
best suited are discussed below.
5.2 Wood Direct Embedment Poles
This is probably the most common method of foundation for
transmission line structures. Generally, this method
consists of augering a hole into the foundation soils
slightly larger than the diameter of the pole. The pole is
then placed into the hole and the excavated material is
backfilled and compacted around the pole. The poles are
embedded sufficiently to resist vertical bearing and uplift
loads as well as lateral loads and resultant moments.
If the loading conditions are such that bearing and uplift
pressures dictate the design then bearing plates can be
added to the base of the poles. These effectively increase
the end bearing area and will also increase the uplift
resistance. However, the addition of end bearing plates will
require that a larger hole be excavated in order to place
the pole.
5.3 Driven Piles
Steel "X" towers are normally supported on driven "H" piles
designed to resist both bearing and uplift loads. Lateral
loads on the "X" towers are resolved primarily into bearing
and uplift loads, and therefore very little moment is
transferred to the foundations.
Depending on the type of foundation soils, piles can be
installed with air, diesel or vibratory hammers. The
required depths of embedment of the piles to resist bearing
and uplift are generally calculated by static methods for
estimating purposes; however, actual depths of embedments
are determined in the field by a dynamic driving formula.
These formulas account for the rated energy of the hammer,
hammer efficiency, penetration rate and pile characteristics
for diesel or air hammers. This information is then used to
predict the bearing capacity of the pile. The uplift
Golder Associates
February 1986 37 853-5011A
capacity of driven piles, calculated by static methods, is
normally verified by field tests. These tests consist of
determining the uplift resistance for piles driven to
various depths. Tests should be conducted in each type of
material expected across the alignment. In the absence of
field testing, minimum depths of embedment determined from
static analyses should be used.
5.4 Driven Piles and Wood Poles
This foundation system consists of driven piles with wood
poles lashed to the portion of the piles above ground. It is
assumed that the connection of the pole to the pile would
transfer all loading to the foundation pile. Therefore, the
pile will be required to resist the design lateral loadings
as well as bearing and uplift conditions.
Golder Associates
-
...
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-
-
...
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February 1986 38 853-5011A
6.0 RECOMMENDED DESIGN CRITERIA
6.1 General
Design criteria have been developed for the primary loading
conditions associated with the expected foundation systems.
These include uplift, bearing and lateral capacity. In
addition to these design loading conditions the effect of
other naturally occurring conditions have been assessed.
These conditions include the potential for liquefaction of
the sediments in the Fox River lowland and the potential for
frost heaving of the poles along the entire alignment.
6.2 Liquefaction
Preliminary reconnaissance of the transmission alignment
indicated a potential for liquefaction of the sediments
within the Sheep Creek/Fox River drainage. Therefore, the
field investigation in this area was directed towards
collecting data that could be used to evaluate the potential
for liquefaction. In general this consisted of obtaining
Standard Penetration Test (SPT) blow counts at regular
intervals. In addition, samples were collected to determine
the grain size distribution of the materials.
Analyses were conducted to determine the liquefaction
potential for each blow count according to the methods
outlined by Seed and Idriss (1982). All blow counts were
corrected to an effective overburden pressure of 1 ton per
square foot (TSF). In addition, blow counts in materials
that contained significant aMounts of silt were corrected to
reflect their lower susceptibly to liquefaction. The
criteria used for applying the correction is listed below.
For samples with
Where:
n 50 < 0.15mm, then
N 1 = Nc + 7.5
o 50 = Particle size with 50% finer than
N1 = SPT blow count corrected for high silt
content.
N = SPT blow count corrected to an effective c overburden pressure of 1 TSF.
As discussed in Section 3.2.3 the analysis was carried out
assuming an earthquake of magnitude M7.5 and a maximum rock
acceleration of 0.35g.
Figure 12 shows all of the SPT data, corrected to an
overburden stress of 1 TSF, that were collected in the Fox
River/Sheep Creek drainage. Also shown in Figure 12 are the
Golder Associates
February 1986 39 853-50111>
results of the liquefaction analysis that was conducted for
each blow count recorded. Inspection of the data indicates
that only 26% of the SPT blow counts have a factor of safety
greater than 1.0. Furthermore, there does not appear to be a
general trend of increasing factor of safety with depth.
Therefore, there is a significant probability that at least
partial liquefaction would occur within the sediments in the
Sheep Creek/Fox River drainage under the design earthquake
conditions.
Remedial measures to mitigate the potential for liquefaction
are not considered to be cost effective. Furthermore, if
liauefaction does occur and the transmission towers within
the liquefiable zone settle and tilt, they can be repaired.
Therefore, it is considered that the most cost effective
approach to addressing the liquefaction problem is to
minimize the number of structures in the Fox River lowland
and eliminate any line angles which would require additional
guy lines and anchors.
6.3 Frost Heavina
At the project site the daily mean air-temperature is
expected to fall bela~ freezing for a portion of each
winter, which will result in the ground freezing to various
depths. Under certain conditions, ground freezing can result
in ice lense formation and freauently leads to volumetric
expansion of the soil and heaving of structures located
above or adjacent to the freezing ground. This phenomenon
has lead to the displacement and tilting of numerous
structures founded within the seasonally frozen zones.
Therefore, an analysis of the depth of frost for the various
geologic units expected along the alignment has been carried
out. In addition recommendations for design frost heaving
forces are presented.
The depth of frost penetration was determined for peat,
glacial till or the Kenai Group and alluvium, colluvium and
marine sediments. A multilayered solution of the modified
Berggren equations was used to determine the depth of frost
as outlined in the Department of the Army Technical Manual
TMS-852-6 (1966).
A design freezing index of 2300 °F-Days (Environmental Atlas
of Alaska, 1978) was used to determine the depth of frost.
The analyses were carried out for both bare ground
conditions and for various surface coverings. The results of
the depth of frost calculations are summarized in Table 4.
Golder Associates
February 1986 40
TABLE 4
Summary Depth of Frost Calculations
Material Estimated Depth of Frost
PEAT
Bare ground conditions
ALLUVIUM AND COLLUVIUM
Bare ground conditions
GLACIAL TILL AND KENAI GROUP
Bare ground conditions
GLACIAL TILL AND KENAI GROUP
w/ 0.5 ft. of peat at surface
GLACIAL TILL AND KENAI GROUP
w/ 0.5 ft. of snow
GLACIAL TILL AND KENAI GROUP
w/ 0.5 ft. snow and 0.5 ft. peat
GLACIAL TILL AND KENAI GROUP
w/ 2" insulation
GLACIAL TILL AND KENAI GROUP
w/ 4" insulation
2.0 feet
3.0 feet
7.0 feet
5.5 feet
4.0 feet
2.5 feet
2.75 feet
2.0 feet
8 53-50111,
A number of sources were reviewed to determine a desiqn
tangential adfreeze factor for predicting frost heaving
forces (Andersland and Anderson, 1978; Johnson, 1981 and
Canadian Foundation Engineering, 1985). The data indicated a
wide range of values depending on whether peak or average
values were considered, the temperature data range and the
particular pole material (ie. wood, steel or concrete). It
is recommended that for wood direct embedment poles or steel
"H" piles an average value of 15 psi should be used with a
factor of safety of 2, which results in a design value of 30
psi. The design frost heaving force can be calculated
according to the following equation:
FH = 30 X C X L where,
FH = Frost heave uplift force (lbs)
c = Perimeter of pile or pole (inches)
L =Depth of frost penetration (inches)
Golder Associates
February 1986 4 1 853-5011A
Note: For "H" piles the outside perimeter should be used
to determine C.
Since a factor of safety was used to develop the design
frost heaving force it is considered adequate to use the
ultimate calculated uplift force when designing to resist
frost heaving forces. Furthermore, if frost heaving forces
are dictating the design embedment then various measures to
reduce the depth of freezing should be considered such as
placement of peat at the surface, placement of insulation
just below the surface or a combination of the two.
When designing against frost heaving forces, if the
resisting forces are exceeded by the frost heaving forces,
then by definition it is considered a failure. However, it
must be realized that as soon as some movement is allowed
the frost heaving forces drop drastically. Furthermore, the
displacements associated with frost heaving will not
constitute rapid or catastrophic failure of the line and can
normally be corrected by maintenance.
6.4 Plateau, Bluff and Landslide Areas-Segments 1,2 and 4
The subsurface materials within these areas are composed
primarily of peat, glacial till and the Kenai Group
sediments. In areas mapped as peat, direct embedment poles
may not be feasible to construct and, therefore, driven
piles may be the preferred alternative.
The hydrologic regime within the plateau, bluff and
landslide areas is complex. The investigation conducted for
this study did not encounter the regional groundwater table,
however piezometers placed ~ithin peat deposits indicated
water levels at or near the surface. It is our opinion that
surface water is collecting in these areas and is migrating
vertically but the exact zone of saturation around the peat
areas is not known.
Water levels are expected, in most cases, to be below the
base of the foundations in areas mapped as glacial till or
Kenai Group. However, as mentioned within the peat areas
water levels are expected to be at or near the surface.
Water level estimates are based on correlations with a
limited number of piezometers installed during this field
investigation; therefore, contingencies should be allowed
for encountering differing conditions at particular pole
locations during construction. Alternatively, a conservative
approach could be taken during the design and assume water
levels at the surface for all conditions.
Towers or poles constructed near the bluff should be set
back a minimum of 25 feet from the crest of the slope. This
distance should be measured as the shortest horizontal
Golder Associates
February 1986 42 853-5011A
distance to the edge of the bluff. In addition, if towers or
poles are constructed closer than 2 times the maximuw depth
of embedment to the crest of the slope than the depths
should be increased as outlined below. The presence of the
slope will act to reduce the size of the passive wedge
resisting overturning moments. Therefore, we recommend that
the depth of embedment be increased over that calculated
assuming a horizontal ground surface by the following
equation.
D = D0 for D0 < or
D = D 2 +s 2 /4 ; for
G s
= 12 feet
D0 > or = 12 feet
D = Depth of embedment accounting for sloped ground
surface
= Depth of embedment calculated assumin9 horizontal
ground surface
s = Set back distance
Direct Embedment Poles
The bearing ana uplift capacity of direct embedment wood
poles was determined utilizing the strength properties
listed in Section 4.0. Calculation of bearing and uplift
capacities were determined from methods outlined by Poulos
and Davis, 1980. These analyses assume that excavations are
accomplished with large diameter augers and that the
excavated material is also used as backfill. Furthermore,
the backfill should be compacted to at least 95% of maximum
modified Proctor density as determined ASTM test method D-
1557. Equations for the prediction of both ultimate and
allowable capacities are shown in Figure 13.
If the capacities calculated from the analyses presented on
Figure 13 are not sufficient to resist the design loadings
without excessive embedment then it is recommended that
bearing plates be added to the base of the poles. These will
increase the bearing capacity of the pole by increasing the
bearing area and will also increase the uplift capacity by
the weight of the soil overlying the bearing plate.
Equations for the prediction of the ultimate and allowable
bearing capacity are the same as those shown on Figure 13
but the bearing plate area should be used instead of the
pole area. Production of uplift capacities with bearing
plates is shown in Figure 14.
For determining the allowable soil capacities for bearing
and uplift, normally factors of safety of 2.5 and 2.0,
respectively are applied to the calculated ultimate soil
capacities. However, for this study we understand that the
Golder Associates
february 1986 43 853-5011A
design loadings are transient and include overload factors.
Furthermore, slight settlements due to the extreme loading
conditions may not affect operation of the transmission line
or the structure's integrity. Therefore, we recommended that
a factor of safety of 1.5 be used to calculate the allowable
capacities for both uplift and bearing. This safety factor
covers uncertainties in our understanding of material
properties at each structure location and in the methods of
analysis to predict capacity.
In regards to the design of soil anchors, it is recommended
that a factor of safety of 2.5 be used. A higher factor of
safety is considered prudent since anchor loads will be
constant.
Due to the silty nature of both the glacial till and Kenai
Group sediments, compaction in the field to the required
densities may be difficult, particularly during wet seasons
of the year or if water is encountered in the excavation. If
these conditions exist then it may be necessary to import a
clean angular gravel to backfill around the poles.
It is expected that excavation in the glacial till and Kenai
Group sediments could be accomplished with conventional
auger equipment. However, due to the dense nature of these
materials it is recommended that once the particular
equipment for excavation has been chosen, tests be conducted
to determine the ability of the chosen equipment to
penetrate these materials and to determine typical
production rates. In general, it is expected that auger
holes in the glacial till and the Kenai materials above the
ground water table will not require structural support.
However, slabbing of the side may occur and therefore, it is
recommended that if this condition occurs that temporary
casing be installed while the pole is set. All temporary
casing should be removed prior to backfilling. It is
expected that auqered holes below the water table will
require casing.
The lateral capacity of the piles was determined by methods
outlined by Broms (1964) and The Federal Highway
Administration (1977). Equations to predict both the
ultimate and allowable capacities of the direct embedment
poles in glacial till or Kenai Group materials is shown in
Figure 13. This assumes that displacement of the towers
under lateral loads is not a primary concern. However, it
is recommended that once allowable lateral loads are
determined, displacements should be calculated to determine
if they are within allowable limits.
Golder Associates
Februarv 1986 44 653-5011A
Driven Piles
The bearing and uplift capacity of driven piles was
determined utilizing the strength properties listed in
Section 4.0. Calculation of bearing and uplift capacities
were determined by methods outlined by Poulos and Davis,
1980. These analyses assumed that the driven piles were "H"
section. Due to the dense nature and of both the glacial
till and Kenai Group sediwents and numerous boulders and
cobbles expected to be encountered in the glacial till, a
steel "H" section was considered to have superior ability to
penetrate these materials when compared to other pile
sections and materials. Furthermore, it is recommended that
the tips be reinforced with either weld plates or
prefabricated pile tips. These will improve the chances of
penetrating hard layers or pushing aside cobbles or boulders
without damaging the pile.
Equations for prediction of allowable and ultimate
capacities for bearing and uplift are shown in Figure 15.
Allowable capacities were determined using a factor of
safety of 1.5 for the same reason as described above for
direct embedment poles.
The deFths of embedment calculated from the equations
presented in Figure 15 are to be used for comparing and
estimating pile lengths for bidding purposes. The actual
depths to which the piles are driven should be determined in
the field by a geotechnical engineer using the Danish
formula, also presented in Figure 15.
The uplift capacity is expected to determine the minimum
depth of embedment for the driven piles; therefore, in order
to more accurately predict the uplift capacity, pullout
tests could be conducted to more accurately predict the
required depths of embedment.
A major concern with driving piles in the glacial till or
Kenai Group is the possibility of encountering cobbles or
boulders, which could cause pile refusal, deviation or
possible damage. Therefore, it is recommended that once the
pile section has been determined and the hammer selected,
wave equation analyses be conducted to determine a blow
count criteria at which driving should be halted to prevent
damage to the pile. If a pile reaches the maximum allowable
blow count criteria and still does not have the required
uplift or lateral capacity then a new location should be
selected and driving attempted again.
The lateral capacity of the piles was determined by methods
similar to those outlined for direct embedment poles.
Equations to predict both the ultimate and allowable
Golder Associates
February 1986 45 853-5011A
capacities of driven "H" piles in glacial till or Kenai
Group materials is shown in Figure 15.
It is expected that at least some poles will be sited in
the peat deposits located along this portion of the
alignment. The peat materials will not add to the bearing,
uplift or lateral capacities of the piles. With regards to
the lateral loading of piles within peat areas, the distance
above ground where the lateral load is applied will be
increased by the thickness of the peat. Since the thickness
of the peat deposits is variable it is expected that pre-
construction probes will be required at the proposed tower
location to determine the exact depth of peat. With this
information the allowable lateral load can be determined for
the particular type of pile used.
Construction of towers within the peat areas is expected to
be difficult due to the low strength and high water content
of the peat. It is expected that extensive preparation of
working areas will be required in order for equipment to
operate on the peat. Even during the winter, the relatively
thin frozen layer (approximately 2 feet) may not be
sufficient for the support of heavy equipment.
Wood Poles Lashed To Steel "H" Piles
Provided that an adequate connection is made between the
pole and the pile, the allowable loads on the driven piles
will be the same as those described above.
6.5 River Crossing and Mudflats Areas -Segments 3 and 6
The subsurface material within these areas are composed
primarily of loose deposits of granular material with water
levels are at or near the ground surface. It is anticipated
that foundations systems within these areas will consist of
either direct embedment poles or driven piles. However, due
to the loose density of the deposits combined with the high
water table conditions it is expected that excavations for
direct embedment poles will be very difficult to accomplish.
Auger excavations will require casing to support the walls
of the excavations and in addition, measures will be
required to prevent bottom heaving at the base of the
excavation. Furthermore, because it may be very difficult to
place and compact the excavated materials it is recommended
that only a clean angular gravel be used as backfill. Due to
the above listed constraints, with excavation and placement
of direct embedment poles, driven piles may be the preferred
foundation system. However, design criteria for both are
listed below.
Estimates of maximum scour depths are discussed in Section
3. 0.
Golder Associates
February 1986 46 853-5011A
Direct Embedment Poles
The bearing and uplift capacity of direct embedment wood
poles was determined utilizing the strength properties
listed in Section 4.0. Calculation of bearing and uplift
capacities were determined from methods similar to those
described for direct embedment poles in the plateau, bluff
and landslide areas. Equations for the prediction of both
ultimate and allowable capacities are shown in Figure 16.
If the capacities calculated from the analyses presented on
Figure 16 are not sufficient to resist the design loadings
without excessive embedment then it is recommended that
bearing plates be added to the base of the poles. These will
increase the bearing capacity of the pole by increasing the
bearing area and will also increase the uplift capacity by
the weight of the soil overlying the bearing plate.
Equations for the prediction of the ultimate and allowable
bearing and uplift capacities with bearing plates are shown
in Fiqure 14.
The lateral capacity of the piles was determined by methods
similar to those described for direct embedment poles in
plateau, bluff and landslide areas. Equations to predict
both the ultimate and allowable capacities of the direct
embedment poles in the river crossing and mudflat areas is
shown in Figure 16.
A factor of safety of 1.5 was used to determine the
allowable capacities for bearing uplift and lateral loadings
for the reasons described previously.
Again, due to the loose density of the deposits combined
with the high water table conditions it is expected that
excavations for direct embedment poles will be very
difficult to accomplish. Auger excavations may require
casing to support the walls of the excavations. In addition,
measures may be required to prevent bottom heaving at the
base of the excavation. Furthermore, it is recommended that
only a clean angular gravel be used as backfill.
Driven Piles
The bearing and uplift capacity of driven piles were
determined utilizing the strength properties listed in
Section 4.0. Calculation of bearing and uplift capacities
were determined by methods outlined previously for driven
"H" piles in the plateau, bluff and landslide areas.
Equations for prediction of allowable and ultimate
capacities for bearing and uplift are shown in Figure 17.
Allowable capacities were determined using a factor of
safety of 1.5 for the same reason as described previously.
Golder Associates
February 1986 47 853-5011A
The depths of embedment calculated from the equations
presented in Figure 17 are to be used for comparing and
estimating pile lengths for bidding purposes. The actual
depths to which the piles are driven should be determined in
the field by a geotechnical engineer using the Danish
formula for air and diesel hammers, also presented in Figure
1 7.
The uplift capacity is expected to determine the minimum
depth of embedment for the driven piles. Therefore, in order
to reduce the depths of embedments calculated from the
equations shown on Figure 17, pullout tests could be
conducted. Tests of the ultirr.ate uplift capacity may
indicate modified embedments.
Due to the loose nature of the deposits in the river
crossing and mudflats areas and the apparent lack of cobbles
and boulders in the materials, pile tips are not considered
necessary, however, the occasional glacial erratic boulder
may be encountered.
The lateral capacity of the piles was determined by methods
similar to those outlined previously. Equations to predict
both the ultimate and allowable lateral capacities of driven
"H" piles in the alluvium, colluvium and marine sediments is
shown in Figure 17.
Wood Poles Lashed To Steel "H" Piles
Provided that an adequate connection is made between the
pole and the pile the allowable loads on the driven piles
will be the same as those described above.
6.6 Forested Route to the Powerhouse -Segment 5
The subsurface materials along the forested route to the
powerhouse consist primarily of McHugh complex and Valdez
Group bedrock. over the northern portion of this segment
there is a thin layer of glacial till which overlies the
bedrock. The till consists of a silty, sandy gravel with
cobbles and boulders similar to that encountered in the
plateau and landslide areas. The McHugh Complex and Valdez
Group bedrock consist of graywacke, sandstone and siltstone,
argillite, and bedded chert. The rocks, where exposed, are
very well indurated. Water levels are expected to be below
the levels of the transmission line tower foundations,
however, local variations may exist.
It is anticipated that foundations systems within this area
will consist of direct embedment poles or piles. The poles
or piles could either be backfilled with the excavated rock
or a cement grout material.
Golder Associates
February 1986 48 853-5011A
Excavation through the glacial till could be accomplished
with augers. As previously mentioned the ability of an auger
to penetrate the glacial till is uncertain and therefore, it
is recommended that tests be conducted with the chosen
equipment to determine penetration ability. Excavation
within the McHugh Complex and Valdez Group materials may
require the use of controlled blasting techniques or jack
hammers particularly in areas where there is a high
concentration of chert. Other methods for excavations of
these materials are possible depending on the contractor's
preference.
The bearing and uplift capacity of poles or piles embedded
into the McHugh Complex and Valdez Group materials was
determined utilizing the strength properties listed in
Section 4.0. Calculation of the bearing and uplift
capacities were determined from methods outlined by Poulos
and Davis, 1980. The analyses assumed that excavated holes
were backfilled with a cement grout or resin material.
Equations for the prediction of allowable bearing and uplift
loads are shown in Figure 18.
The ultimate uplift equations shown in Figure 18 are
applicable to the design of anchors provided that they are
backfilled with a cement grout, resin or other bonding
material.
The above recommendations are for poles located in a
relatively unfractured material (approximate fracture
spacing of 2 feet). However localized areas in the McHugh
and Valdez Group may contain highly fractured or brecciated
zones. If these are encountered during excavation some
mitigation measures should be employed such as pole re-
location to an area of less fractured material or by using
lower allowable capacities.
If the pole or piles are backfilled with the excavated
glacial till or bedrock then allowable uplift capacities
should be determined from Figure 13 (Same as direct embedded
poles in plateau, bluff and landslide areas). However,
allowable bearing capacities can still be determined from
Figure 18.
The lateral capacity of poles or piles along this section of
the alignment will depend on the relative proportion of
glacial till and bedrock in which the pole is embedded. In
general, it is expected that if the majority of the pole is
embedded in till then the lateral capacity of the till
should dictate the design. However, if the glacial till is
relatively thin then the overlying material could be ignored
and designed as if totally embedded in bedrock.
The lateral capacity of the piles was determined by methods
previously described. Equations to predict both the ultimate
Golder Associates
February 1986 49 853-5011A
and allowable lateral capacities of embedded poles in the
glacial till should be determined from Figure 13 (for direct
embedment poles in the plateau, bluff and landslide areas).
For embed~ent in the McHugh Complex and Valdez Group
materials, the lateral capacities should be calculated from
the equations shown on Figure 18.
Golder Associates
February 1986 SG 853-5011A
7.0 PRE-CONSTRUCTION EXPLORATION AND TESTING
This investigation was intended to identify, sample and
characterize the primary geologic units along the proposed
alignment. Furthermore, we have prepared general
recommendations for the design of various types of tower
foundations. However, since the type of foundation system
and more specifically the tower locations have not been
determined, at least over portions of the alignment, the
designs cannot be finalized. It is recommended that in
critical areas of the alignment, prior to or during the
construction phase, site specific explorations be carried
out to determine stratigraphy and water conditions. In
addition, it is recommended that a field testing program be
implemented prior to construction. The testing program would
be conducted to determine the optimum method for
construction. The proposed pre-construction site
investigation and field testing program is discussed in more
detail below.
7.1 Pre-construction Exploration
The selection of the specific foundation system used for the
transmission line towers will be dependent on a number of
factors beyond geotechnical issues. These include the type
of tower structure, required span lengths, requirements for
guy lines and anchors, transmission line alignment, etc.
These factors must be weighed against the cost and
construction requirements of the potential foundation
systems discussed previously. However, it is recommended
that once a foundation system and tower location has been
chosen for a particular portion of the alignment then the
need to carry out site specific explorations should be
evaluated. These explorations would be conducted to more
accurately define the subsurface stratigraphy and water
conditions at a particular location.
The requirement for additional exploration is dependent on
the sensitivity of the final foundation design to the
expected stratigraphy. It is expected that as a minimum,
additional explorations will be required for towers located
in peat areas along the plateau (Segment 1) of the
alignment. Our preliminary investigation indicated peat
depths could be as deep as 20 feet or more. Since the peat
materials are not considered to resist any loading, it is
expected that the depth of peat will be critical in the
final design. Additionally, shallow explorations along the
forested route to the powerhouse (Segment 5) may be useful
to determine the depth to bedrock at specific tower
locations. Additional exploration along the remainder of the
alignment, particularly along the plateau, bluff and
landslide areas would further refine our preliminary
estimates of the water conditions in these areas.
Golder Associates
February 1986 51 853-5011A
--------~---------------------------------------------------------
In general, exploration could be carried out with simple
equipment and would not necessarily require sampling or
testing. The primary purpose would be to determine the
specific stratigraphy at the tower location. The depth of
peat could be determined with simple hand operated peat
probes. Hand dug test pits that were excavated along the
forested portions of the alignment indicated bedrock at
depths less than 6 feet. Therefore, it is expected that
similar exploration could be conducted at each of the
proposed tower locations along this portion of the
alignment.
More extensive exploration would be required to define the
water levels along the plateau portion of the alignment.
These would require drilling equipment capable of installing
piezometers.
Precise placing of towers in the field will be critical in
the geologically hazardous zones along the bluffs (Segment
2) and in the Fox River lowland (Segments 3 and 6). Visual
inspection of proposed tower locations in these areas by a
qualified engineering geologist or geotechnical engineer is
recommended.
7.2 Pre-construction Testing
As previously discussed in Section 6.0 it is recommended
that a testing program be implemented to determine the most
cost effective construction method and to more accurately
determine the ultimate capacities of driven piles.
Depending on the type of foundation system chosen for towers
located in till or Kenai Group sediments, it is recommended
that tests be conducted to determine if the chosen equipment
is capable of penetrating these materials to the required
depths. In regards to direct embedment poles, should an
auger be used, it should be capable of dealing with a very
dense material containing cobbles and boulders.
With regards to driven piles, again there is some concern
about penetration into the glacial till and Kenai Group
sediments to the required depths without damage to the
piles. Therefore, it is recommended that test piles be
driven in these materials. The test piles could then be
tested for uplift capacity to more accurately define the
required depths of embedment.
In regards to pre-construction testing it must be realized
that no amount of pre-construction testing will eliminate
the requirement for inspection and testing during the actual
construction phase.
Golder Associates
February 1986 52 853-SOllA
8.0 USE OF THIS REPORT AND WARRANTY
This report has been prepared exclusively for the use of
Dryden and LaRue Engineers and its client, Stone and Webster
Engineering Corporation. If there are significant changes in
the nature, design or location of the facilities, we should
be notified so that we may review our conclusions and
recommendations in light of the proposed changes and provide
a written modification or verification of the changes.
Within the limitations of the schedule and budget for our
work, we warrant that our work has been performed in
accordance with generally accepted practice in this area.
No other expressed or implied warranty is made.
There are possible variations in subsurface conditions
between the explorations and also with time; hence, a
contingency for unanticipated conditions should be included
in the construction budget and schedule. Inspection and
testing by a qualified geotechnical engineer and/or
engineering geologist should be included during construction
to provide corrective recommendations adapted to the
conditions revealed during the work.
We are available to answer any questions you might have
concerning this report or to discuss our recommendations
with you.
Respectfully submitted,
GOLDER ASSOCIATES
~.
Senior Geotechnical Engineer
Golder Associates
FIGURES
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BRADLEY LAKE TRANSMISSION LINE
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TEST PIT LOCATION AND NUMBER
SEISMIC PROFILE LOCATION AND NUMBER
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Project "worst" ! Steep I case estimate :c slopes • . ~ . • . .
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KEY TO CLIMATE ABBREVIATIONS
Climate
Glacial
Po I ar /montane
Temperate maritime
Temperate continental
Mediterranean
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Savanna
Roinforcnt
Abbreviation
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After Saunders and Young, 1g53
Comment
Presently covered by ice.
Periglacial: includes both polar regions
and temperate-! atitude montane areas.
Inc I uding Western Europe and the
eastern seaboard of USA.
Inc I uding Centra I and Eastern Europe
and humid interior USA.
Including similar climates in other
continents. e.g .• California.
Approximately rainfa II 250-500 mm
in subtropica I and tropics I I atitudes.
Below approximately 250 mm rainfall.
E.g •• southeastern USA, Nata I.
Tropics I c I imates with wet and dry
seasons.
Permanent I y humid tropics I c I imates.
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FOX RIVER -SHEEP CREEK, ALASKA
U. S. Geclogical Survey Topographic Data
Seldovia D-3
Based on August 9. 1950 aerfal photography
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CRITERIA FOR SCOUR DEPTH AT TOWER LOCATIONS Figure 8
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d = mean flow depth
d 5 = scour depth below normal bed
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which may occur as a result of a tower
interrupting flow in a sand bed stream.
Information is based primarily on model
studies [Laursen. 1953: Ne iII. 1 961.! ).
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GENERALIZED BOREHOLE LOGS
SEGMENT 4
MAJOR LANDSLIDE AREAS
Figur e 9
TYPICAL GEN ERA LIZED BOREHOLE LOG
MA J O R L ANDSLI DE AREAS
Stratigraphic Plot -----
Observation Well Installation \ '
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Water level observed · WD
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STRATIGRAPHIC SYMBOL
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PEAT , ORGANIC SILT, or surficial organic material. (Pt)
Till, c onsisting primarily of GRAVEL with varying amounts of sand,
s i lt an d/o r c lay along with boulders and/or cobbles . Boulders other
than th e discret e boulders indicated may also be encountere d. May
al so m c lud e lay e r s of primarily SILT or s andy SILT with a trace c lay . (Qt )
Ken a 1 G r o up co n s i s ts o f w e ath e r e d a nd unw e ath e r e d p oorly
com.o lidated sandston e , s iltston e and claystone with laye r s of lignit e
t o se v e ral fee t thi c k . (B x 1)
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CU TRIAXIAL TEST RESULTS -GLACIAL TILL AND KENAI
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ALLUVIUM
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--------------Golder Associates-------------_.
RESULTS OF LIQUEFACTION ANALYSIS Flgure12
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FACTOR OF SAFETY AGAINST LIQUEFACTION
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cil
t
~
!
~~
i
BEAHING CAPACITY
p -lJ 1 t
B • 46Y.2d3 v, • P.!ld2 v,L
P8 -allow • P 9 ~ult/1.5 fS•• f•xt For Definition)
Ca•e Al
..
ys • ~QIKil
Unlt Welt11t
L
Ys • Unit W~lqht Soll Subm"rQ"d or ~et (Ptr)
d • Oia•etat of Pole (F1)
p
• EmbAP~ent length (F1)
l • 7d •1A
S...rinq
l'laterlal
Ca!leBl
p
l
~m~
S...rirq
fl'laterial
l ____...l;r,___
NOTES
(1) Use P8 -allow to resist design loadings.
(2) Poles •hould be e•bedded • mlnl~u• of 7d.
(J) For prell•lnory d••lgn pol•• locoted In areas
••Poed •• Pt should •••u•• the water t1ble at
~urface (C••• A). For polee loeat•d l" aree~
~•pped •• Qt/8• should 11eu•e watar levels b•low
pole bose (Ceoe B).
(4) Allowance •hould be '"•d• ror different woter
condition •• encount•red during construction.
(S) P 8 -ult end P 8 -ellow do not lnclud• weight of pole.
DESIGN CRITERIA DIRECT EMBEDMENT
WOOD POLES -Figure 13
KENAI GROUP, GLACIAL TILL AND PEAT
lJPL IF T r:APACITY
Pnn-1Jlt ' 7 ,J ., d"-l If<; rj:l
Pup-.-·tll11b1 "' ~up-1tlt/1.'j !Se• Text For Oef I nl tlon)
y 'i !Jnit hlr:dnht •;ohmFHrJed nr 'ilP.t \Jnit. '!lP.t (Pcf)
iametPr 0f :'niP (FT)
f_m~PMrlPrl \_Pnnfh 0f Pnle (FT'
min
~ 1ri
Cos• f\)
lsmJir;lal 0~
8ftrinq
fl'\atarlal
'IOHS
(1 calculatinq re~l~tinq force due
(2) See text for calculatton of frost hP.aving load~.
( J)
( 4)
(5)
(6)
(7)
Use Pup-allow fot re~i~tinq de~iqn upllft force~.
Oeslgn uplift loadinq and fto't heevinq forces are not additive.
For oreli~inary de,1an pole' located ln area3 ~•oped at Pt should ~ssuMe the w•ter table at the
~urfNce.. For poles loc•ted in orees ~epped es Ot/BK
'hould •••u•• ••t•r 1•~•1 b•low pole ha,e.
Allo•ance ~hould be Made for actual water condition•
@ncountered durinq ~on,tructlon.
Pup-ult and Puo-sllow do not include weight of pole.
LAH.RA.t CAPAC I Tl'
~) nAtsrmine pole \Pn~th ~la~giflcBtion.
Kh ~ Cn~ffl~i~nt •lf Hortront~l
Suhqr..,•1P .Jp..,~tion (P(l)
.. f'lndul•J"l ,f r: l.l'IIJtLt:itv (PST} :j
• ~om~nt ,,f InPrtl~ rtf rtlP ~~ '
K '11 2'0 P~: fSu b••r qed)
" K.._, ")O PCI COrvl
l.,..,..,irtr:ation:
2 Short
2 l/1 ( 4 Intermediate
>4 Lonq
q) Short frfte heeoed oile~.
0.5[ YsiiOifL31fKpl
Pul t . fe•Ll
Y, • Untt Wei9ht Soil {'lub$erqed or w~t) IPCf)
I) • Poht 0 L'll'lleter ( F T)
• Pole L~nqth ( F T)
~p ••••
e • Heiqht of ~ult Abov8 r,round (~T)
• Length of Pole Below ~rpund (~T)
Pallow • Pult/1.5 fSee T••t For D•fJ~I11on)
C) for interM~diBte cla~~ificatlon deterMine
Pult fnr bath ~hort ~nd lono pile~ thfln
take lower of the two value~.
0} long free heeded pilR~.
My•eld
Pult • e • 0.54 Pult
YsO K 0
My,eh:l• Yield Re5l5tonco of Pile Section (LB-FT)
e • Helqht of D1Jlt Above Ground {fT)
Y• • Unlt Welqht (Sub,.orqed or Wet) (PCF)
D • Pole Olometer (FT)
l(p '5I ......
Pellow • Pult/t.S
.t & Golder Associates-----'
RECOMMENDED UPLIFT CAPACITY FOR
DIRECT EMBEDMENT POLES WITH BEARING PLATE Figure 14
D .t
d • POLE DIAMETER
D • BEARING PLATE DIAMETER
Pup-ult • WEIGHT OF SOIL CONE (SHOWN
ABOVE) ACTING TO RESIST UPLIFT
Pup-allow • Pup-ult/1.5
NOTE: DOES NOT INCLUDE WEIGHT OF POLE
..._------------Golder Associates--------------'
~
~
w
~ .
&
OEAR!NG CAPACITY
D_3-ult • 91.2Y 5 d2 L • 1732.8Y5 dJ
D 1 -all~ .. P 8 -11lt/1.:: (See Text For Definition)
Case AI
Y5 •lkllt ~eict>t ~et or Slboorqed (DU)
d • Mininuo Di-ter nf DUe (FT)
L • E-Lenqth of "lle (FT)
Lmin ,. 1 2d
l ~
Case Bl
l p
r
... I Surf J r; J a I Org.nics I Surftctjl Org.nic!l
l l
L
Beerlnq
l'l'leterial
Y s • Stbnergood l
llnit ~i<tl~--<[l.--
MJITS
Y s • Wet lklit L
Weic;,t l
... -~
(1) U.. DB-allow to r•ist dnign loede,
(2) --.. pil• -• llllniouo or 12d.
Beerlnq
~eterhl
(J) For prel~ry dlni"" pollt!l locat.d in a.--IIIOOll*l os Pt
ohould a-the ,.torr tollla is ot tho """'""" (Co• A). For
pollt!l loaitad in a....., ....,.,..:1 u Ot/B• ohould ,_.. ,.toor 1"""1
bel'"' pillt!l -(c.-B),
( 4) ~t length beyond odniouo ""' ,.,. ""U.Oting purposot5
only. TI-e octUIIl pUe -ohould be dl!te,...inad by o
CjiOOtocmJ..cal enq1rwer in ttw field ueing tho -i<lCAOl pUe drlvino
fO'IWU!• ~t.:t bela..
( 5) DB -ul t end P B-allow do not include ,_ight of pile.
DANISH FORI'I.l.A eh WH : Cj • Jeh WHL D •
5 + C 1 2AE
-ret
P • UltJJ.te File c.-=tty, !be.
eh • -eHicil!llCYo giVIIn in Table B.
111 • .. tc;,t or -· lbe.
H • drop or -· in::t...
S • "sat" or point ~tr•tlan Pill' bl0111, 11'111CfW5/bltllll.
L • pUe length, ~·
A • pile e..re., 1~ •
E • pile 1110111l .. or aluticity, PSI
~
'-Tn-"t.
Sinllle-act!nq 0.75 -0.85
0.85
0.85 -1.0
D<U>le--=tlnq or dHfllnntilll
01-1
IJ'UFT CAPACITY
'W-ult • 60.8 Y 5 rt2 L -364.8 15 rtJ
Pno-.:tllOIIf"" Pl.,-iJlt/1.5 !'i•• Text For 08tlnltlon)
Case AI
..I
Y5 ., Unit lll~ictlt ltJpt or St.hnP-roed (DCF)
rt "'~tniii'UII Ol~ion of ''q" PilP. (CT)
l "' ErriJedrled L~th of Pflp (FT)
Lrnin "" 12d
lp
Case Bl
1 p
T
Y s • 5tbloBrqed I I I Bearing
lklit l&leict>t l'laterial L
rqonir:s -~
y = Wet U.:it I
s Welqht L
Bee ring
Material
i l_
-=-d.,.._._. .--d ...
MJITS
des
(1) U. PtD-Ult ...nan calculatinq rl't!li!ltinq force due to frMt heavirq.
( 2) s-to•t far calculation or frt>!rt -vinq loem.
(J) Use Dw-•llooo for rlt!listinq design uplift for,.,..
(4) Desiqn uollrt !...:ling end frO!It -•ing forcoa are not additi..,.
(5) For preli.Jol.-.ry deslqn pU.., located in ore .. III8PP"d at Dt
!lhould as~ tt.... ~ateT table 1!1 et the qrot.n:l ~urfact~ (Case A).
For pUn located in annas maf]l»d •• Qt/Bx should ll~ Wll!!lter
1..,.1 below pUe bee (Co• B).
(6) Dult -Dallow do not l.ncludo ,.ight or pUe.
DESIGN CRITERIA -
DRIVEN "H" PILES -Figure 15
KENAI GROUP, GLACIAL TILL AND PEAT
LATERAL CAP~CITY
1-\ J Oeterm..l.nA ooles lf!I'Y:Jth cla~~if icnticY".
" -t-:~ K = Coefficient nf '-lonzontal SubqradR Reacti,..,.., (PCI)
" E ,. l'lrrl ... llu~ of flastir.tty (PSI) ', r::l ! .. l"'bnPnt af Im~rt ia of Pile ( I!lf·'J)
K L10 PC! ( 'ltlhrtw!rqed)
I(~ ~10 PCI ( nrv)
r:la~sification:
·~ L 2 Short
., L 4 Inten.diate
'l L 4 Lry,q
B) Short free headi!K:t pile-!!.
Pult
0.5 I Ygi!OI!L 3JfKpl
le • Ll
15 • llnll ''eict>t of SoU (Sut-roed or '"'tl (PCF)
IJ • Pile Width (FT)
l • DUe Lenqth (FT)
Kp = 4. 4
e • Heict>t or Dul t A-Grot.rod ( FT)
L • Lenqth or Dolo Elalow Grot.rod (FT)
Pell~ • Pult/1.5 tSee Text For Lleflnltlon)
C) For inter,..:UBte clB~iftc.tlon detemirw Pult f'or both ~rt and
la'lg pill't!l then take 1~ of tt.... t..o vlll~.
D) Lonq free heed!od pU~.
Pult
Myield
le • 0.54/ pult 1
Y5 0 Kp
My 1cld • Yield Re!!lhtance crf DUe Section (LB-H)
e • Heict>t of Pult Above Grot.rod (FT)
Ys • Unit l&leict>t (S.n.rQIIId or ldet) (PCF)
D • DUe Width (FT)
Kp "' 4. 4
Dollow • Pult/1.5
tSee Te•t For Defl•ltlo•)
Pul.,.t_....,, --,1'1
e
t
11/f/1· f "!1§111'
L
J
--1d-
• artorr Bowl..,., 1982 Golder Associates-------'
~
t
~ ~I
j\~ 1\~
i
OEARIM; CAPACITY
y 9 • SlbNor.;!-T
L
L
PA-u1t • 86.2 Y9 d3 + 4.7 \ d2L
P
8
-aUC*!• P
8
-ult/1.S (See re:wf For Detlnltlonl
"
t--
Besrirq
l'l&tarhl
15 • IJnit Welqht Soil Stbnerqed (PCF)
r1 ~ Diameter of Pole (FT)
L • E-m..nt Lenqth (FT)
L = Sd min
-ldL
MJT£5
(1) Uw P8 -a1!010 to ""'bt dni"11 loedirq3.
(2) Pol .. ohould be -o mint-of Sd.
(3) P8 -ult and P8-o!l010 do not irclude ,..iljlt of pols.
liP!_ IFT CAPACITY
!
L
L
PtJP-ult J.Jn2 '(9 L -7.!JrtJ Y9
Pup-;Jl!CIIf' = Pt.JO-ult/,.S(See Text For Det lnltlon)
t--
Bearlng
l'l&terial
(~ = Subrreroed llnit l~eioht (DCr)
rl = OiametPr of PnlP (FT)
L "'LP-noth nf 1-rrtleriT!Pnt (FT)
L = Sd "lin -
-ldL
MJT(S
( 1) Uw Pup-ul t lltlen calculatinq r~i~tlnq force ~
to frO!It helluii"''Q.
(2) 5ee text for calcul&tlon of frO!It heevinq lMd~.
(3) ll!le Pup-allow far r~lstinq ~icp'l ~11ft fore~.
( la) De!llcp1 ~lift loadlnq and fr~t heevinq force~ :na
not addithM.
(S) ~It ond P,.,-ol1010 oo not irclude -lct>t of pole.
DESIGN CRITERIA -DIRECT
EMBEDMENT POLES -ALLUVIUM,
COLLUVIUM AND MARINE SEDIMENTS
Figure 16
LATERAL CAPACITY
f\) 'Ptt>rminfl pole lerrqth cla~~iflcation.
~ ~ " Coefficient of HorizontAl 'luhqr:u1P
-h ''P8Ction ~1-lC!)
I E "'~Jlu., nf f la~ticitv (;-JCjJ) .:.
I "'fl"'onpnt nf Inertia of Pll!'! (IN}
\= 10 DC! (Stbnerqed)
':la~<Ji f icatioru
n L < 2 Short
7' nL < Ll tntel'fiiiB'dhte
•:L >4 L()l"lQ
B) ~hnrt free headed oll~.
Oult
0.5( Ys)[OJ[L31(Kp)
[e • Ll
Ys • Unit W..lct>t SoU (s..-rqed or tdwt)
D • Pols Dl-ter ( FT)
L • Pole Lerqth (FT)
K0 • J, I
e • Heict>t of Pu.lt -Grntrd (FT)
l • lenqtn of Pole 111!1"" Gr....-.d (FT)
Poll010 • Pu!t/1.S
(PCF)
C) For lntenN!Idlate cl•seification dBtenftine Pult for hoth qhort
and lonQ pil~ then t-'<:• l~r of the t.u vall~.
D) Long free -pil-.
Myield
Puit • (e •0.54 ~)
Myoeld • Yield R..,iotarce of Pllo Section (LB-fT)
• • Heict>t of Pu!t Above Gr....-.d (n)
i'g • Unit ,.ict>t (St.t-rqed or iollrt) (PCF)
0 • Pole3 Oi-ter (FT)
Kp • J. 1
Poi!OIO • Pu!t/1.S
CSee T•xt for
Oef lftlf I on)
Pult
rr;prrr
1 •
I
' 'l,ytjf/1
I
L
J
~ol-
i A Golder Associates ____ _..~
i«<
.. c w
·~
! !~
i
REAAt~ CAPACITY
P,
1
-ult • 390 y 9 d3 • 30 ;9 d2 l
p
!
I
P
8
-dl01i1 -. PA-ult/1 .. 5 (See t••t
f 9 • lln!t llle!<fit su-rged (PCF)
d • l'llnl,... 01-...ian P!lA (rT)
• Oeoth of E-t (FT)
l • 5d
min
'o• ootl•l"o"hu ~~l'lllt.ri•l
~~·~ Ys.s~ L
Unit lllel<fit l
.......joi-
IJJTES
(1) u-P8 -all"" to rMist <.IMl<J" l09rl!nqs.
(2) P9 -ult and P8 -oll""' do rot includot ,..!<fit of p!h.
( 3) E-.t lonqtm bey<lnd "'lnl.Jouo "'"" for ntiJ.tinq pile lfti"Oth!l
only. The actual pile -t '!Mould o. clot.noiroed hy •
ql!<ltachnicel ..-.qt.-r ln the field ..,.inq tho .-lricol plle rlrlvinq
fomula ~ aa thllt Deni!lh Fol"'ll.l.la p~ t.lo..
OANISH FOII'U.A
p •
"""""''
e11WH s:c-C
1
• ~e,WHL1
2AE
P • UltiJ.ta Flla C-ity, lb!l,
"h • -etrlci"""Y• gi_.. 1n Table B.
W • -1.;-.t of -.,, lbs.
H • drop or "-r, lnr.::t'ln'.
5 • •..at• or point ~ntl.cn poor blOOf, 1-/bl""•
L • pUa lonqtl>, 1~.
A • pil• .,...., irl::tw'a •
E • pila -.I._. of elutl.t:ity, PSI
~
-Typoo "M
Sirlgle-IICt inq 0.'1'5 -O.BS
ll<U>le-IICtlnq or ditf..-Lol 0.115
Ol-1 0.85 -1 .o
• oftar !lawlft, 1982
111'1 IFT •:1\PAC!TY
~-tllt -= "20 ·1 t; d2 L -flO '• dJ
DESIGN CRITERIA DRIVEN "H" PILES
ALLUVIUM, COLLUVIUM AND MARINE
SEDIMENTS
"TEQAl CAPACITY
Figure 17
A) Determine pole lAOQth cla-.,~Hi.catlnt1.
n "5 {K;;-:j r1 ·
"<~-; " C:OFtfficiP.Ot of
Pt.rr)-~llow ::r Pt..c-ult/1.5 1~-Ae ftotJtt for netl.,ltlon)
"' :'1\'x~lu"" l)f (h~ticitv ~nsn j
"~t..,r !r-.,rtil)nf:JUe :•J I
1 s " Unit IJ!@! 1 Cflt 5tilmerqPrl r Pr.F )
d "Mininun DifTIP.f'l~ion 11f ntle {!='T}
::r Eri':le<tnent LMTjth (J: i)
t,in ., Gel
p
~ n ----n 1-, ----
y s • Sl.bMrgad iu !! BeorlnJ l'lllteriol
Unit lllel<fit L
L
.......jol--
NOTES
(1 ) Use Pup-all"" to r"'l•t rlesl<J" l01tdlnqs.
(2) Use ~-<Jlt """"' colculatinq r""lstinq
fon:~ ri.Je to f'rmt heevi.nq.
(.3) 5Mf text for caletJlation of frMt heavinq load'!t.
(4) De!oi~ ~lift loodlnq and frost -vlnq forces
are nQt additive.
(5) Pup-u)t •nd Pup-"11"" rlO not lncludot ""'l<fit of pile.
\ • 10 PC! ('it.bloorqed)
Chssificetionr
., L 2
:2< ., 4
Short
Inb!<l"!TTI!!dlnte
lnnq
Short free headad pUn.
Pult
t s • [),It IIIII I <fit Soil ( ~rqed or blot) ( PCF)
D • DllM lllidth ( F T)
L • Pllo LenQtl1 rn)
Kp , ~ .. t
e • Hei<fit of Pult Ab<Mt Groo.rorl (FT)
• l"""Jtl1 of Pole Bel""' Groo.rorl (FT)
Pellow • Pu.lt/1.5 (:i.e• Text for Oet In It I on)
C) For int.tl"!WWIfdbt• cl•ssific.ation r.»tet"Mi,...
Pult for botl1 .mrt •nd
lc;nq piles tt-eo t.._ lCMer of the t..:J v•lt.es.
~) lonq fr"" he•u1ood pll.,..
Pult
Myield • Yield Resl.lltance of Pllo Section (LB-FT)
e • He! qht of Pult Abo\18 Groo.rorl (FT)
Ys • lktlt W..iqht (Slboergad or Wet) {PCF)
D • Pile Wldtl1 1FT)
~p • 3, I
P•Llo. • Pult/1 .. 5 fS•• T•xt for D•t lnltlon)
Pult ~----..
L
J
-M--
.f l Golder Associates ----..J
~I
J~ Jo j~q
~I~ ~I(;
ca ~
r----------------------------------------------------------------------~ .
DESIGN CRITERIA -
McHUGH COMPLEX AND VALDEZ GROUP Figure 18
DESIGN CRITERIA DIRECT EMBEDMENT POLES OR DRIVEN PILES
Bearing Cepeclty
AI towable Bearing Pressure • 86 KSF
Assume Minimum Depth of Penetration • 5 FT
Uplift Cepeclty
Allowable Uplift Cepeclty • 70 PSI x C x L
C • Perimeter fin)
l • Embedment (fn)
Notes: (I) Assume concrete or resin backfill
Minimum Embedment • 5 FT
c 2) If beckfl II consists or rock cuttings then design
c~peclty wl II be the seme es for direct embedment
poles In Kenel Group sedlments/Gieclel Till.
t.)) Uplift valves ere elso eppllceble for anchors
grouted Into rock.
t4) Assumes thet rock Jointing et tower or pile
location Is not perellel to the direction of
loading.
Leterel Cepeclty
2 .
(2. 25l <SL!l (D) [L -htl t/ ( (9) <Sul <Dl) (1.5) (D Pult
e + <1.51(0) + (0.5) fu t/((9l<SLtl<Dl~
Su • Total Stress Sheer Strength
L • Embedment length fFt)
D • Pole Diameter fFt)
Pellow • Pult/1., tSee Text For Definition)
Notes fl) Assumes thet pile/pole ect e1 rigid member.
Pult --.....--f......-.
e
t ...
1,.,...,.,.,.1/ffilf___,__--1 1 'lf/1§1111
L
~J
~0~
Q
v._ ________________________________________ _
Golder Associates -------------------'
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EXPLANATION
Grsot~r Ha n J '-10 ' o f m ter i ~· cont~in i ng up ~0 15~ of o:OC " u nit<
Lni t cunto in; m>tur~ of A+B (I S-85!)
Up to 7'-10' of A OYerly1ng B
Up to 1~' of unit> A and B (not mixed) overlying un1t (
~ixture of up to 1 0' of A/9 plu< B or C
~ixture of up to \5 ' of ~/B+C n•erlyln~ D
Up tu 7'-\0' of un1t A ov~rly1ng • mixture of unit< B Plu< C
Up to 7'-10' of • mi x tu~ of A+B overly1ng C
lhickne« of ur.1t< -0< i nf~rtcd fr<>f"l limitod boreholll and p .. t probe
dato •nd rray not a<eurndy indicate the octual thidnosse•.
Percent•ges •re •ppr oximate .
Descript;a n
Oro•·-,;< -ter;a', ~~AH•11.r fibrou>. •otu•ot~d .
Allu,·ial depo>Jt< cu r ren t ly in tran<port. r.o 5i9oHic~nt veoeta'.10fi .
Alluvial deposits 1n tronsport during f l ocd events o r recentl~ in
attive tron•port . ScOLte~ed v~get•t inn uo to 15-50 yeor< old.
Colluvhl d<>oosil> wilh minor amounts of terrace depo~it< ond
olluv1 u11,
Alluviol depo~1t< o• Holocene a9e cover@d by vogetat1on w"icO t~
generally old~r lOon 35-SO years .
Alluv10l hn depo~it; fo,...,ed tn the lote Ouoternory after
deg l aciation .
Lond•lido d@po>its o~ lond~lide scor~ left by rross n><»er.,.nt
act,.ities .
'le~etoted "poer tidal fl~t d ~oosit< ~nd •Hocioted ove•ban~
floodplain deposits .
G\ocio ; ti .l , h te Q"'t<>rnory , Ot1 nld~st to Qt4 ynunge;~. gere•o \l y
".hy . >Ondy , grao~l w1tf l:oJlde r s . Ot-urdifl'erentloted till .
Kenat Group . Conposed of >ilt.>tun•. <and•tone , cl•y•tone , •nd cool
depos1~•. poo•ly tndJrotc~ .
~eHu9h Co~ple> and V ~ldez Group . Groywade ond orglll1to , lo~•lly
with ch•rt, well Indurate~.
Water .
Contoct {Ooohed where indefinite) .
Lineament
Bor~hole locot.ions .
Appro<tmote Depth of pe"t (b">ed o' probe doto).
l 1 ~it of r.eo l og;c Mopping .
Key Map
-·-
PLATE I . . --. . PLATE II
;;: c.: PlH~ I I I
Plate I\
PLATE HI
0 1000 2000
Feet
0 300 600
Meters
RECONNAISSANCE GEOLOGIC MAP
WITH PEAT PROBE AND BOREHOLE LOCATIONS
PLATE I
BRADLEY LAKE HYDROELECTRIC POWER PROJECT
ALASKA POWER AUTHORITY
PREPARED BY• I
ii)RYD[N t' LA12.Ut:,INC.
CONSUL T!N6 I EN61NE£RS
ANCHORAGE, ALASKA
PREPARED FOR :
~ Stone & Webster ~ Enaineerinj2 Corporation
ANCHORAGE , ALASKA
---1------1------~---V "'V "'~""""" ---1 ---DRAWING .. -86 DRAWING ~
0
. I ---1---3 ---1---2 ---1---1 ---1 ---NUMBER • FEB ---19 NUMBER . ~
I I -I I I I ~
1 1 POWER AUTHORITY c.. >
ISS UE DESCRIPTION CHKO CORRECT .o.PPfl / I SSUE DESCR I PTION CHKO CORRECT .o.PPY ISSUE DESCRIPT ION CHKO COR RE CT ~PP>'I_./ ISSUE DESCRIPTION CHKD CORR ECT .o,p p ~ ISSU E DESCR I PTI ON CHK D CORR ECT "PP ')./ DRAWING NUMBER ~ ~ ..-ti .. r~ ~Q..,_!E /o.o.rE ... ·-·b uE /o "TE a: u:
PC T AR C H C 1V1L c o Ne sT L L & P INS T M o P s sA FAc ELEC LTG MAT L PCT ARCH CIVIL coNe STL L aP INST 1 M .o 1 P s . s .A FAG ELEC L TG MA r PC T ARCH CIVIL coNe 1 STL 1 L & P I I NST 1 M .D . 1 P s . 1 sA. FAG ELEC L ra MAT "L PCT AR CH CIVIL coNe STL 1 L aP I I NST 1 M .D 1 P s ) sA 1 FAG 1 ELEC 1 LTG MA T L PCT ARCH 1 CIV IL 1 c oNe 1 srL 1 L & P I IN ST 1 MD 1 P s 1 sA 1 FAG 1 ELEC 1 LTG MA T L IIR EA S lEVElS w O "~"' Pt<;G
DESIGNED 8'1" D RAWN 8 Y I
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EXPL ATION
eat~r than 7'-10' of ~•t•r••l containing up to 15! of other unit•
l co~t• i ture of A>B (i S -35~)
Up to 7'-10' of.~ c•erl ' '
Up to 15' of units A""" (nuL ed) overlyin~ unit C
Mutur~ of up to 15' of~/; plu> B or
utur~ of up to IS' of A/BtC overlyin~ (}
Up to 7'-10' of unit A overlyln9 o ~l•t unit< '" Up to 7'-10' of ture of •v.-lyi '
hicheoo of units w~S Inferred fro~ linHed bo r ehole ond peot probe
d!ta and nay not accurately indicate th~ !Ctual ti11dne«e
Perc cntoges ore ~poroxim•'"'·
le<cription
rganic matHia l , generally fibrou< • .ohrat.,u .
~l l uviol de~osit• currontly ~ronsporL , no •lg nif \cont veglttation .
Al luYi•l de~osil> in tronsport dJr i nq flood even•.s or reoe·1!ly i
~Clive tron•port . Stetlered v•g•toloon up to ~5 SO J'•~r ·s old.
Collu"ol dcpoSltS ~ith ninor •~ount•
lluvium.
terrace depos1t• •nd
Alluvial deoo•its of Ho l ocene age covered by vegetation ~hich is
gen~'O l ly older t~an 15-50 yMrs.
Alluvial ;'"deposits •armed fn the late Oua~ernory after
deglAc•oti
Landsl>de rlero"'!'
acti•:it
hrrlslirl• •~•rs loft by moS< mo·••ment
Veg~Ut~J uop~r t>dal flH dep~>il< d"d ossociat~d overbon<
floodp l a>n deoo•>t
Gl acio I till, late Quaternary, Ot1 oldest to Qt4 :roungest. generollly
ty , <Ondy, gr,.el "ith houldus. Ot -und i fferenUoted till.
nai Grou~. COO"posed of s i lls tune, sandstone, cloy•tone , ond coal
dcoo<it•. oo-orly indur~ted •
lc ~ugh Comnfe• anO '"ldez GroJp. Groy•;"c ~e
~o~ith ci"ert , w~ll indurAted.
\Inter.
Contact (Dashod ~o~here 1ndof 1mte).
Linu11ent
Bor~hule lucotions •
~ppro>imo~e Depth peot (bo;ed o; probe dota).
Lin it of Geo 1 o~1c Moppi,g.
~rgi1lite, l ocoll
K e y Map
--
PLATE I . . -. PLATE II . .
;;:: ::;:
Phte !I I
PI ote I I
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P\.ATE II
0 1000 2000
Feet
0 30 600
MPt Pr~
RECON IS
OB
ANCE GE
NO BORE
.OGIC MAP
LE LOC T
BRADLEY LAKE
ALASK
PLATE Ill
WI
HORITY
TION
JECT
/ILA
I
ur, [. ~ Webster
T'N6 E INEE:RS -•rat '
ANCHORAGE , ALASKA ANCHORAGE , ALASKA
'
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fi.IIIUA~R · NIIUA~A · r.:} ---1---4 ---1---3 ---1 ---2 ---1---1 ---1 I I -I I I _,m, I ~
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ISSUE DESCRIPTION CHKD CORRECT 1\PPR_.,........ ISSUE DESCRIPTIO N CH KD CORRECT A<'<''!---" ISSUE DESCRIPTION CHKD CORRECT "-""Y ISSUE DESCRIPTION CH KD CORRECT APPY ISSUE , DESCRIPTION CH KD CORRECT "'""'}../ DRAWING NUMBER ~
/5 "-TE /0"-TE /DATE /QATE /QATE a: J)
PCT .>.RCH I CIVIL ICDNC I STL I L & p IINST I M 0 I p s I SA I FA G I ELEC LTG MAT"L PCT • .>.RCH I CIVIL I GONG I STL I L & pI INST I MD I p s I SA I FAG I ELECj LTG MAT" PCT ARCH I CIVIL I CONCI STL I L & pI INST [ M .O.j p S. I S.A FAG I ELEC I LTG MArL PCT ARCH I C IVIL ICONC I STL I L & pI INST I MD ! p s I S .A I FAG I ELEC I LTG MAT L PCT ARCH I CIVIL l CONC I STL l L & p j I !\1ST l MD l p s I s ... I FAG l ELEC j LTG MA T L DESIGN ED BY DRAWN BY AREAS LEIIECS WO'<K PKG
I I I I I I I I I I I I I I I I I
DS ' CHI(Q BY
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REFERENCES
Golder Associates
REFERENCES
Andersland, Orlando B. and Anderson, Duwayne M., 1978,
Geotechnical Engineering for Cold Regions, McGraw-Hill Inc.
New York, N.Y.
Blench, T., 1966, Mobile-Bed Fluviology: T. Blench and
Associates, Ltd., Edmondton, Alberta, 300p.
Broms, Bengt, B., March 1964, Lateral Resistance of Piles in
Cohesive Soils, Journal of the Soil Mechanics and
Foundations Division, American Society of Civil Engineers,
SM 2, New York, New York.
Broms, Bengt, B., May 1964, Lateral Resistance of Piles in
Cohesionless Soils, Journal of the Soil Mechanics and
Foundations Division, American Society of Civil Engineers,
SM 3, New York, New York.
Canadian Foundation Engineering Manual, 1985, Canadian
Geotechnical Society, c/o BiTech Publishers Ltd., Vancouver,
B.C.
Department of the Army Technical Manual T~-852-6, January
1966, Calculation Methods for Determination of Depths of
Freeze and Thaw in Soils, Washington, D.C.
Federal Highway Administration, April 1977, Lateral Load
Capacity of Vertical Pile Groups, Engineering Research and
Development Bureau, Albany, New York.
Hartman, Charles w., 1978, Environmental Atlas of Alaska:
Charles w. Hartman & Philip R. Johnson, University of
Alaska, 95p.
International Society for Rock Mechanics (ISRM), 1981 E.T.
Brown, ed., Rock Characterization Testing and Monitoring:
Pergamon Press, Oxford, 211p.
Johnson, G. H., Permafrost Engineering Design and
Construction, Associate Committee on Geotechnical Research,
National Research Council of Canada, John Wiley & Sons,
Toronto, Canada.
Kathy, R.A., Ungerer, W.W. Renfrew, J.G. Hiss, Jr., I.F.
Rizzuto., Research Report 47, 1977: Lateral Load Capacity of
Vertical Pile Groups, Federal Highway Administration &
Engineering Research and Development Bureau, Albany, New
York.
Karlstrom, T.N.V., 1964, Quaternary Geology of the Kenai
Lowland and Glacial History of the Cook Inlet Region,
Alaska: u.s. Geological Survey Professional Paper 443, 69p.
Golder Associates
Linell, K.A., Lobacz, E.F., 1980, Design and Construction of
Foundations in Areas of Deep Seasonal Frost and Permafrost,
u.s. Army Cold Regions Research and Engineering Laboratory,
Hanover, New Hampshire
Laursen, E.M., 1963, Analysis of Relief Bridge Scour: Proc.
ASCE J. Hydraulics, Div. 89, HY3, 93-118.
Neill, C.R., 1964, River-Bed Scour, A Review for Engineers,
Canadian Good Roads Assn., Technical Publication 23.
MacFarlane, Ivan C., 1969, Muskeg Engineering Handbook, By
the Muskeg Subcommittee of the National Research Council
Associate Committee on Geotechnical Research, University of
Toronto Press, Toronto, Canada.
Plafker, G., 1965, Tectonic Deformation Associated with the
1964 Alaska Earthquake: Science, v. 148, no. 3678, p1675-
1687.
Post, A. and L.R. Mayo, 1971, Glacier Dammed Lakes and
Outburst Floods in Alaska: Hydrologic Investigations Atlas,
HA-455, u.s. Geological Survey.
Poulos, H.G., and Davis, E.H., 1980, Pile Foundation
Analysis and Design, John Wiley and Sons, New York, New
York.
Riehle, J.R., 1977, Airphoto Interpretation and Surficial
Geology of Upper Kachemak Bay -English Bay Area, Alaska:
Alaska Division of Geological and Geophysical Surveys Open-
File Report 110
Reger, R.D., 1977, Photointerpretive Map of the Surficial
Geology of the Southern Kenai Lowlands, Alaska: Alaska
Division of Geological and Geophysical Surveys Open-File
Report 111A
Saunders, I., and A. Young, 1983, Rates of Surface Processes
on Slopes, Slope Retreat and Denudation: Earth Surface
Processes and Landforms, Vol. 8, p473-501.
Seed H. Bolton, and I.M. Idriss 1982, Ground Motions and
Soil Liquefaction During Earthquakes: Earthquake Engineering
Research Institute, Berkeley, California, USA.
Simons, D.B., R.M. Li, and Associates, 1982, Engineering
Analysis of Fluvial Systems: Simons and Li Associates, Fort
Collins, Colorado, USA, p11.15-11.19.
Slemmons, D.B. (1977), Faults and Earthquake Hazards, Corps
of Engineers Report No. 6
Golder Associates
Stanley, K.W., 1968, Effects of the Alaska Earthquake of
March 27, 1964 on Shore Processes and Beach Morphology: U.S.
Geological Survey Professional Paper 543-J, 21p.
Updike, R.G. 1985, personal communication, Geologist, State
of Alaska, Division of Geological and Geophysical Surveys
Waller, R.M.,1966, Effects of the March 1964 Alaska
earthquake on the hydrology of south-central Alaska:
U.S.G.S. Prof. Paper 544-A
Wiley & Sons, Inc., 1980, Series in Geotechnical
Engineering: New York, USA
Woodward-Clyde Consultants, (1979) Bradley Lake Geologic
Mapping Draft -Phase 1
Woodward-Clyde Consultants, (1980), Marine Geophysical
Survey, Bradley Lake, Alaska
Woodward -Clyde Consultants, (1980), Seismicity Study-
Bradley Lake Hydroelectric Project, Alaska
Woodward-Clyde Consultants, (1981), Design Earthquake
Study, Bradley Lake Hydroelectric Project
Golder Associates
APPENDIX A
Field Data
R & M Report
Golder Associates
6/71 1
INTERIM SITE CONDITIONS REPORT
OF
GEOTECHNICAL FIELD INVESTIGATIONS
FOR THE
BRADLEY LAKE HYDROELECTRIC PROJECT
TRANSMfSSION LINE
Prepared for:
STONE & WEBSTER ENGINEERING CORPORATION
800 "A" Street
Anchorage, Alaska 99501
Prepared by:
R&M CONSULTANTS, INC.
Anchorage, Alaska
NOVEMBER 1985
November 27, 1985 R&M No. 551111
r-.1r. J.J. Garrity
Stone & Webster Engineering Corporation
800 "A" Street
Anchorage, Alaska 99501
Re: Bradley Lake Hydroelectric Project
Interim Site Conditions Report -Transmission Line
Dear Mr. Garrity:
R&M Consultants, Inc. is pleased to subm1t our interim site conditions
report for the Bradley Lake transmission line. The information contained
here will also be included in our overall site conditions report for both
Phases I (1984) and !I (1985) for the Bradley Lake Geotechnical field
investigation. This report contains generalized descriptions of the
proposed transmission line and of the various landforms encountered along
the proposed alignment. Also included here is a description of the
laboratory testing program undertaken on recovered samples from
transmission line boreholes. Test types and methodology are briefly
discussed. Final logs for all 2-t boreholes and 4 test pits are included in
Appendix A. Lab data summary sheets, gradation plots, and triaxial
results are also presented here.
TRANSMISSION LINE
The transmission line carrying power from the Bradley Lake project to the
Kenai regional grid is about 20 miles long from its intertie with the Homer
-Soldotna line to the project powerhouse on Kachemak Bay. The proposed
transmission line route and approximate borehole locations are shown on
the attached Location Map. The route extends eastward from the intertie
across a broad glaciated plateau flanking the Caribou Hills. At the edge
of the plateau the transmission line drops about 500 feet over the
Kachemak bluffs onto the Fox River Lowland. On the Lowland the lines
turn southward crossing Sheep Creek and Fox River traversing the nearly
flat alluvial floodplain. On the east side of the Fox River Lowland, it is
understood that two routes are to be considered: one climbs the low
foothills of the Kenai Mountains and traverses the footslopes on high
ground to the powerhouse. The proposed alternate route remains on the
floodplain extending along the east side of the lowland onto th::: ::cal mud
flats at the head of Kachemak Bay to the powerhouse.
6/71
f\1r'. J. J. G a rTI ty
November· 27, 198~)
Page 3
SITE CONDITIONS
Uplands Plateau
The uplands plateau is characterized as a disected glacial plain. This
glacially fluted plain displays wooded low morainal ridges separated by
intervening wet muskeg bogs. Fifteen boreholes were drilled along
this section sampling each major landform. Surficial organics varied
in thickness from about one foot on the ridges to over ten feet of
peat in some of the adjacent low-lying bogs. Beneath the organic
layer a fine sand or silty sand of probable eolian character (sandy
loess) is commonly found. A silty-sandy gravel lies beneath the
eolian sands over most of the area and is interpreted to represent
moranial deposits of the Naptowne glacial advance during Late
Wisconsin time. Thickness of these glacial deposits varied from zero
near the bluffs and on a few low ice scoured ridges to at least
several tens of feet in the broad swales. The till veneer overlies the
Tertiary bed rock deposits of the Kenai Formation. The Kenai
Formation consists of mi Idly deformed, very poorly con sol ida ted silts,
sands and gravels with local coal beds. Due to the nature of these
deposits, soil classifications were used in their description (these
terms should be more useful for engineering purposes than rock
classifications). Kenai For-mation rocks are covered along most of the
plateau portion of the alignment, but are exposed in the bluffs east
and south of the plateau along Kachema k Bay and the Fox River
Lowland.
Kachemak Bluffs
The Kachemak bluffs lie at the east end of the plateau section of the
alignment and abruptly drop approximately 500 feet to the alluvial
valley floor of the Fox River Lowland. These bluffs expose poorly
consolidated silts, sands and gravels with local coal beds of the
Tertiary Kenai Formation. Landslide activity along the bluffs has
maintained a steep face cutting back into the plateau and broadening
the lowland. The recent mass wasting action appears to consist of
shallow skin slides and not deep seated slumping.
Fox River Lowland
The Fox River Lowland is a broad floodplain at the head of Kachemak
Bay separating the upland plateau area on the west from the foothills
of the Kenai Mountains on the east. It channels the drainages of the
Fox and Bradley Rivers and Sheep Creek. The lowland is underlain
primarily by alluvial deposits interfingering and grading into muddy
deltaic deposits of Kachemak Bay and interlayered glacial tills. Along
the bluffs colluvial deposits and alluvial fan sediments are significant
due to runoff and landslide activity. Boreholes drilled in the Lowland
generally encountered sand and gravel with some silt and a shallow
water table. Local surficial organic material may be several feet thick
with sporadic minor organics occurring at depth. A seismic refraction
Mr. J. J . Gar· 1·1 t \
November 21, 1935
Page 4
line run between the Fox River and Sheep Creek was interpr·eted to
show thick alluvial deposits (approximate velocity 5,200 fps) and
possibly a layer of till (velocity approximately 9,200 fps). The
seismic profile is included in Appendix A.
Kachemak Bay Mud Flats
At the head of Kachemak Bay stream deposits of the Fox River
Lowland grade into deltaic-marine tidal deposits. Boreholes drilled in
this transition zone showed primarily silts and sands with some gravel
and cobbles. Sporadic organics and clay are also evident within this
section.
Kenai Mountain Foothills and Landslide Area
At the east end of the transmission line two route alternatives are
considered. One proposed route climbs the foot slopes of the Kenai
Mountains above and east of the mud flats. This route traverses an
old probably inactive landslide feature and rolling to steep hills.
North of t~e Bradley River thicker till deposts consisting primarily of
silty and sandy gravel overlie rv1cHugh complex bedrock. A borehole
in the landslide area and one to the south encountered primarily silty
and sandy gravel beneath a thin organic mat with numerous cobbles
and several boulders. Two test pits were excavated in the thicker
till section north of the Bradley River. South of the Bradley River a
thin veneer of till overlies bedrock of the Cretaceous McHugh
Complex.
LABORATORY TESTING PROGRAM
The transmission line testing program included extensive classification and
index testing and nine consolidated-undrained triaxial compression tests.
The number· and types of tests, sample selection, and test methodology for
the triaxial tests were specified by Golder Associates. Descriptions of test
types and procedur-es are presented in the following paragraphs. Labo-
ratory results in both tabular and graphic formats are attached.
Classification and Index Tests
Tabular presentations of the standard classification and index
property tests are presented in the laboratory data summaries in
Appendix B. The test types and applicable ASTM designations are as
follows:
Test Type
Moisture Content
Sieve
Hydrometer
Dry Unit \\Ieight
Atterberg Limits
ASTM Designation
D-2216
D-422
D-422
D-2937
D-423, D-424
Mr. J.J. Garrity
November '27, 198!.>
Page 5
Soil classifications from both the Unified Soil and Corps of Engineers
Frost Classification Systems are also tabulated where applicable.
Gradation analyses are plotted in Appendix C. Plots are presented
on a per borehole basis, with all gradation information obtained from
a given borehole presented on the same drawing.
Triaxial Shear Strength Tests
Triaxial shear strength tests were performed to evaluate stress-strain
behavior for characteristic soil groups along the transmission line.
Multi specimen, isotropically con sol idated-und rained ( CU) triaxial
compression tests with pore pressure measurements were performed on
Kenai Formation, glacial till, and alluvium soils. A series of three
tests were run on intact brass liner or Shelby tube specimens of the
Kenai Formation and alluvium soils, while three reconstituted glacial
till specimens were tested. Descriptions of sample preparation, test
methodology, and test results are presented below for all soil types.
Results are also presented in Appendix D As curves of deviator
stress, stress ratio, and pore pressure vs. axial strain. Mohr's
circle diagrams for each test are also presented assuming maximum
deviator stress failure cnteria.
Kenai Formation
The Kenai Formation fine sands and silts were tested using three
intact brass liner specimens of 1.30-inch diameter. Sample heights
varied from 2. 8 to 3. 0 inches. The specimens were extruded directly
from the brass liner into a rubber membrane and placed into the
triaxial cell. The consolidated-undrained test was then carried out in
three phases: 1) saturation, 2) consolidation, and 3) shear. The
saturation phase was conducted by applying both a total cell pressure
and a slightly smaller back pressure to the sample. The resulting
net effective stress on the sample was kept near 2 to 3 psi. Equal
increments of both cell pressure and backpressure were applied to the
specimen until saturated conditions occurred, as indicated by a B
value of 0.95 or greater. After the saturation stage, the cell
pressure was increased and the back pressure maintained at a
constant value to achieve the specified effective consolidation
pressure. The isotropic consolidation pressure was maintained until
primary consolidation of the specimen was essentially complete. The
specimen was then sheared by increasing the vertical stress while
maintaining the confining pressure and backpressure. Excess pore
pressures wer'e monitored and recorded during the shearing stage.
The specimens were sheared at a nominal strain rate of about 1°0 /min.
The above procedure was carried out for all three Kenai Formation
specimens, with effective consolidation pressures varying from 2.0 ksf
to 8.0 ksf.
M I' . J . J . G a I' I' 1 t y
November' '27, 1985
Page 6
Glacial Till
The glacial till tests were run by reconstituting distu1·bed specimens
back to natural moisture and density conditions. Similar soil
specimens from boreholes Rr-.1 202, 203, and 207 were dried and mixed
into one large batch. The specimens were than passed over a No. 4
sieve to remove large particles. The soil was then brought to natural
moisture content of near lOOt:, and compacted into a 2.4-inch diameter
brass mold. Compaction was done by tamping in lifts to achieve a
dry density of near 132 pcf. The reconstituted specimens were then
extruded and tested in the same manner as described for the Kenai
Formation specimens.
Alluvium
A series of three consolidated-u nd rained t1·iax ial tests were performed
on relatively undisturbed Shelby tube samples of the alluvium material
from RM 196. The specimens were ext1·uded dir-ectly from the Shelby
tube into a 1·ubber membrane and then tested as described
previously.
We trust that this report will satisfy your design needs. Please call us if
you have any questions conce1·n in g these data.
Very truly yours,
R&M CONSULTANTS, INC.
~~ill~
Senior Geotechnical Engineer
KSM:GW;bje
Attachments
a{Etti! <f/,
Charles H. Riddle, C.P.G.
Senior Engineering Geologist
APPENDIX A
R&M CONSULTANTS, INC •
• NGlf\IEERIIi O.CLOOISTa .. LANNil A S SUAV.VOR•
SOILS
CL\S::I riC.-\ TIO :\. CO\:S!STI:::\CY :\\: D SY~11B C:LS
•
CLASSIFICATIOX: tifica tion and classii:ication or the soil is acco
accurd2.!lce \\·i~~ :::~1~ ·ni.fied ClZis tion Sys e:-:-:. :\or::-. .:dly, :ht: ~r.:m s1ze
distribu a~ s classi:.=icatic!! the soil. The soil is defined accCJrdin~ t.J
major and mir,or constit"..lents with the mi.r,or elerr.e:',ts sen·ing as modifiers the
major elemer.ts. Fer cohesi\'e soils, the clay becCJmes the principal noun with the
ot!-ler maior soil cCJnstituents as modi£ier; i.e. ty clay, when the clay particles
are such tha:: the dominates soil properties. :\linor soil. constituents may be
added to the cbssi£ica tion breakdown i11 accordance with the particle size pro port
listed below: i.e. sandy silt w some , trace clay.
no call -0 -3% trace -3 -12~0 some -13 -3 o·;<
SOIL co:,JSISTEXCY -CRITERL\: Soil consistency as defined below and .ermi.'1ed
by normal field and laboratory methods .:q::plies only to non-frozen material. For
rhese materials, ::;,e in.::l'..:ence of such :=actors as soil struc::..;re, i.e. :=is;:;ure
syst;;;ms, shrir.~,~:;:c> cracKs, slickensides, etc., must be taken into consiceradcr1
b making any correla with the consistency \·alues listed below. In permafrost
zones, the co::siste:~cy a:1d strenf;th of froze:~ soils may \'ary
ur.e>.:plainably wi;:h content, ther.nal regime and soil type.
Coh~sior:less
?\" 1blows t:-1 Relati·;e Densi;::y
Loose 0-10 0 to 40~:,
lVIedium Dense 10-30 40 to 70%
Dense 3 0 -60 70 to 90~:,
Very Dense -60 90 to 100~)
*Stand;.u:d Penetration ";\'': Blows per .toot
a 140-pound hammer falling 30 inches on a
2-inch OD split-spoon except where noted.
Co he
T-(tsi.l
Very Soft 0 -0. 25
Soft 0. 15 -0. 5
Sti£f 0,5 -1.0
Firm 1.0 -2.0
Very firm 2. 0 -4, 0
Hard -4. 0
DRILLING SYMBOLS
WO: \\'ash Out: WD: \\l1ile DrCing
\\' L: '.Vater Level BCR: Beiore C.::.:;ing Remo\·al
\\'CI: \\'et Ca\'e In ACR: ter Casi.r1g Removal
DC!: Dry Ci:!\·e In AB: After Bori:~g
WS: \Vhile Sampling TD: Total Depth
Note: \Vater le\'els cec on the boring logs are the levels measured i;-. the
boring <1t the times indic.Jted. In per\'ious unfrozen soils, the i:1dic.J.ted tions
are consid<.;red to represent actual ground water conditions. In impervious and
frozen soil:::. accurate determinations ~round water ele\'at s c.:lnnot be obtained
within a limited period obsen·ation and other evidence on ~round water cleve1tions
and conditions are required.
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R&M CONSULTANTS, INC.
IE.I"'IIQIL'\IIl.RS 0EOL.C:U::ii1ST9 PLA,NEtlS 'SUAVEYOAS
------·-----~ _ ... ---.
i"REPAf\d) ti..T'(:
STONE & WEBSTER
ENGINEERING CORPORATION
•
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2487 -83
(Based on Unified Soil Classification System)
re:; ::o:: ,_ G·a.t-s
•.~o·e '""" s:::---: re!al"~t>C C"'~ M:;•e rra'l so:::-coarse
PREPARED BY:
c• ...,0'€' ~a~es . ..,..,
';;(:>If!
Sa•<::s
~:-· C' "'"~0'€' ::::1 CO<:!' Sf
passes '.::
4 s e-.e
c <': .. ·ce·s c• "": ·~ •;;: g·c ... c
•:: :2-, '"t"~ 'I"::J-to, :J~.S h....,:J<:l•S
'5~" SV P<X•<·> \;':liOi.'O '$d'"'0 "';r, "> '
Sj:·SC :;.oono 9'0.01!!C' 'ki"G .,.,,.., <><h
;:;.o.~ (L( S Z£ '• ioi'LL .._,£ .. [~~
R&M CONSULTANTS, INC.
ENGINEaAB GIICLOGISTB ~t...Af'I..INEnS SURVE'f'CAS
C!eJ~" Gra~els
:..ess rr:an 5"-c
G1 ave s w·'h r:."£>5
Fl.~ ore :nan 1 2c ~ f•nes
Clear. S~ ""dS
Less mar sc-: fP"''€5~
Sancs v•Hth F1nes
More lha'"l 12°c fH'lSS"
F•nes crassrty as CL or CH
Pl > 7 arc orcts on or abovf'
A
PI <4 0' PlOtS Ce•ow A
; :1€'
G'.V
GP
GM
sw
SP
SM
sc
ML
o~
Poorly gradeo sane
Lean c•a.-·-'·'
O•gar.,: z _3. • ·
Orga"'~•C s·:('" \'
o• ...-.rn ora.f'· wn,c"'e .. e• s tHl!Qom,na·">'
'I' SO•· C'"lid<l'lS?;:JO~ Dii.,1"S ";: 200 pr~O"' ·;v•!•v '>d"C
aoc sa"c~ ~c to o•ovo .... v~·.e
... i! SOn COI\IJ "'$;)(:~PIUS Nc 200 ore;;l;i""•·"<ll''-v
9r21w• ace ;J'.!H"' v tc grouo r:.amE
":>·~.; a":J OirHS on or abow~t P. hne
; t:lic4 tr r·;:-;~s t>e•o"'" A
Pp, O<::Jtli :)~ 0' aDC'<'~ A
0 P1 tl•?'~ bt>·o,.. A l'nt'
fv· c :H·'"d::ct•cr-;1 f'·nt~QrOI'Ifd \C··s
or.d 1,..,1'-;nH•te 'f~c:t •(H'I c<f cocrv-gro·'~f!
~
Eauat•M o1 "t."' w l'l'<t
l'tOI'IZOn'tat otP1•4 tol..l .. ·2~~.
thtn Pl•O 73 ::.._-ZOJ
t.,;QUlO LiMIT 1Lll
PREPARED F'OR:
STONE & WEBSTER
ENGINEERING CORPORATION
I
I
..
F I'OS t
group
U.S. ARMY CORPS OF ENGINEERS
FROST DESIGN SOIL CLASSIFICATION
Number Soil Type
Pe r·centage
finer than
0.02 mm,
by weight
Typical sod types
under Lnified Soil
Classification System
F1
F2
F4
From:
Non-frost
suseptible ( r\ FS)
G rave!ly soiis
(a) Gravelly soils
(b) Sands
( a ) G r· a v e II y so i I s
(b) Sands, except
very fine silty
sands
(c) Clays, PI '12
(a) All silts
(b) Very fine silty
sands
(c) Clays, PI <12
(d) Varved clays and
fine-grained
banded sediments
3 to 10
10 to 20
3 to 15
)20
) 15
G\v,GP,S\\i,SP
GW, G P, G\v-Giv1, G P-GM
GM I GW-GM, G P-G\1
SWI SP ISM, SW-Stv1, SP-SM
GI\1,GC
srvL sc
CL,CH
ML,MH
SM
CL,CL-ML
CL and ML
CL, ML, and SM;
CL CHI and ML;
CLCH,!v1L, and SM
"Pavement Design for Fr·ost Conditions", 1965, U.S. Army Corps of
Engineers, T~1 5-818-2.
PREPARED BY: PREPARED FOR:
R&M CONSULTANTS, INC .
.. NGJNEEAS GEOLOGISTS PLANNEinS suAVE'YORS
STONE & WEBSTER
ENGINEERING CORPORATION
ORGANIC MATERIAL ..
CLAY
SILT
SAND
GRAVEL
s! ..... 1.4"
Ss ..••• 1,4"
s1 ..••. 2 5"
Sh •••.. 2 5"
~;
b:Q]
~ pooool
~
WITH
STANDARI) SYMBOLS
COBBLES 8 BOULDERS m IGNEOUS ROCK
CONGLOMERATE ~ METAMORPHIC ROCK
ICE, MASSIVE
MuDSTONE ~ ICE-SILT
c.: MESTONE ~ ORGANIC SILT
SAMPLER TYPE SYMBOLS
SANDY SILT
SILT GRADING TO
SANDY SILT
SANDY GRAVEL,
SCATTERED COBBLES
(ROCK FRAGMENTS)
INTERLAYEREO SAND
8 SANDY GRAVEL
SILTY CLAY w/TR SAND
47 # HAMMER Ts •••• SHELBY TUBE
WITH 140 # HAMMER Tm •..• MODIFIED SHELBY TUBE
Pb •••• PITCHER BARREL 'li!TH
\'i! Trl
40 # HAMMER
340# HAMMER
SA ••••• 2.0" WITH 140 # HAMMER
Cs •••• CORE BARREL WITH SINGLE TUBE
Cd . , , • CORE BARREL WITH DOUBLE TUBE
Sz •• , •• 1.4" WITH 340# HAMMER Bs •.•• BULK SAMPLE
SD ••••• 2.5" ::.uSHED A, . AUGER SAMPLE
Hs ••••• 14" DRIVEN WITH AIR HAMMER G ..••• GRAB SAMPLE
H! ..••• 2.5" SPLIT SPOC~J DRIVEN WITri AIR HAMMER
NOTE: SAMPLER TYPES ARE EITHER ~JJTED ABOVE THE BORING LOG OR ADJACENT TO IT AT THE RESPECTIVE
SAMPLE DEPTH.
PREPARED BY:
Ss
Cd
TYPICAL BORING LOG
E'ev 2746 --ELEVATION IN "'EET
.:::.:: Sam::Jies S 5 .,.-SA!4.;PLER TYPE
ORGANIC MATERIAL O
Cons1d V1s1b!e ice 0-7 !GE+ML 1
ICE-SILT
Est1mate 65°/0 V1S1Die Ice
r(i 90 S6 ~o,: /STRATA CHANGE \'...~ J ,c. 0 71
SANDY SILT
-_ _ ~AP~!;~~TE STRATA CHANGE
L11tle toNoVIs>ble Ice 13~30' Vx -ICE, DESCRIPTION a CLASSIFICATION (Jl\ 72, 571 %,85.9pcf, 28~ GP (CORPS OF ENGINEERS MET!-iOD)
""' TEMPERATURE. o,::-
\\
' ' ...._,_UNIFIED OR FAA CLASSIFICATION
.._\ DRY DENSITY
WATER CONTENT
BLOWS/FOOT
SAMPLE NUMBER
SANDY GRAVEL
26'
95 SCHIST-GENERALIZED SOIL OR ROCK DESCRIPTION
30' -DRILL DEPTH
:... iY fJ ,-Vi-fiLE )RILLING, A B-AFTER BORING
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION ENGtN££DS c.I£01..0GIST5 P!..AI'\IN£~5 SUAV£V0f:IS
PREPARED BY:
RM 192
10/5/85
ORGANiC MA;ERIAL
s 1 LT 2r! TA SOMS SANi)
G) 46, 3.4~ CD 6. 41., GM, F-2
G~AV£!... WI TH SOME SAND
:..tJD s:u
39, 5.77., 126.6 pet
N~rous Cobbles
1 .5'-24.
Ref. on Gravel
8oJlcer 15'-17'
0 0 ~
• 0
/ 0 0 ~:0
?:~
0.0'
1 .0'
1.5'
Ss s:r ® 7 4 , 9 . 77., 1 ;)6 • 4-p c f , SC , F -4
24-.0'
No Gro~nd Water Ob5ervcd
Obscrvot ion Well lnstclled
BOREHOLE NUMBER
RM 192
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION ENGINEERS GEOL.OGISTS PLANNE£:15 SURVEYORS
PREPARED BY:
RM 193
IQ-9-85 A I I Sal'l'l es Ss
8.0'
c-~ , ~
J "c
0 0 0
/ 0 0
CD
0
0
JRC:AN MA 'roR A .5' ORGANIC SILT 1 .5.
a. 8. ,,; . 118.2 pcf
GRAVEL WITH SOME
SAND Af~D Sl L T
Boulder 5.5'-7.2'
Sand Layer 8.5'-9'
32
Ncmerous Cobbles
! .5'-23.5'
Boulder 9.5'-1 1°
Ref., 7.J~. 130.8 pet
D: :r~[ ~Ref., 5.~~. 129.2 pcf
0 0 00
......... ~ Q
:J;: 0 D
::; c c 0
0 0
'J (' c
c ~
_~:: r (5) Ref., 2 .97.
No Groundwater Observed
Ob:;orvct ion We! I Installed
23.5'
BOREHOLE NUMBER
RM 193
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED FOR:
R&M CONSULTANTS, INC:. STONE & WEBSTER
ENGINEERING CORPORATION ENGINEERS GEOLOGISTS PLANNEr:'IS SURVEYORS
..
PREPARED BY:
Ss
G
s~
Sh
Sh
Sh
Sh
Sh
RM 194
lQ-02-85
----"~""""--"""~-8j:
SANDY SILT
Trace Organics
6'-9'
0 5. ~~. iPt.fl g"f
Po eke: Pon -0.75
Torvane "' 0.35 tsf
SANDY GRAVEL WITH
TRACE SILT
CD •
Minor Sand Lon1sea
9'-26.5'
JO, 7.8::;
28, 77.
Scattered Cobbloa
9'-26.5'
SANDY S I !.. T WI TH
TRACE ORGANICS
9.0' tat
26.5'
11. 28X, 97.2 pet
Poc~et Pen-0.75 tat
, Torvane • O.JO taf
'----------29 .5'
Observation Well lnatalled
BOREHOLE NUMBER
RM 194
TRANSMISSION LINE
• Samplo Not Recovered Due To Water Sanda
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION ENC:iHNEEQS GEOL.OGISTS PLANNEf'IS SURVEVORS.
"
So
G
6.0' ..
W.O.
S::;
Sh
RM 193
10-1-85
I ~.~~,~.~:. \Thin Loyer of Organic
\Material ct Surface
\SAND WITH TRACE Sl LT
0 , '
0 .
0) 29
® 3.67.
SANDY GRAVEL WITH
TRACE SILT
Sand L9nseD
0.5'-27.5'
0 12. 8.9~
Sca:tcroc Cobbles
0.5'-27.5'
0 6, 15~
Observation W~l i installed
o.o·
0.5'
27.5'
BOREHOLE NUMBER
RM 195
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED BY:
R&M CONSULTANTS, INC.
t:NU 1 ,'of:EI-..Ih ~·to:Co.::...:::loi'S1'-, uo_,tt.l'\,if">lF,.-,-; ~·"vi"v•):.ll""
PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATIO~
•
0.0'
0.0'
PEAT
1.5' !rae a to SCJTte Organics
1.5'-14·.5'
CD 4-, 42.7;
Pocket ?en. = 0.5 tsf
Torvana "" O.J af
0 Pocket ?en. "-' 1. 0 tat
Torvanc • 0.2 t:sf
CLAYEY SJLT
0 a, 381:;, ML
Pocket Pen. "' 1.5 hf
Torvone ... 0.35 tsf
CD J97., 84 pet
Poc.ko~ P!~n . . , 1.0 t 6 t
Torvane "" 0 . .35 tlst
® 6, 327.
Pocket Pen. ~ 0.5 t~~ ~Torvane ~ O.J tsf
SAND WITH SOME TO
TRACE SlLT
14.5'
2, 30?. 18.5'
7' 417.
Pocket ?en. ~ 0.5 tsf
Torvano -O.J tsf
CLAY~Y Sl L i
1!, 26%, 99.8 p~t. ML
Pocket Pe~. = 2.0 ~~f
Torvcno = 0.3 t~f
Sene Layers to 0.5'T!1ick
l8 . 5 . -5!1. 5 '
® 7. 367.
Tor von e = 0. 1 ~ e f
@ 12, 427.
Pocket ?en. a 1.5 tsf
~ Torvcne • 0.25 taf \ ----35.0'
Ss
Ss
Sa
BOREHOLE NUMBER
RM 196
TRANSMISSION LINE
Js.o·
@ 10. 4-1%
Pock~t ?en. • 1.25 tsf
Torvane • 0.55 tsf
@21. J2%
Pocket Pen. • 2.0 taf
Torvcne -0.45 taf
~ 12, 4-3%, 76.7 pcf, ML
Pocket Pen. • 1.0 tsf
Torvcne • 0.35 tat
@ 19, J~
Pocket Pen.-1.75 taf
Torvcne-0.45 tat
@ 32, 29%
Pocket Pen. • 2.i5 ~Torvone -0.65 taf
hf
59.5'
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED BY:
R&M CONSUL.TANTS, INC.
IENGIN.E'AS GEOLOGISTS PLANf'\1£~5 SVRVEYORS A PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION
PREPARED BY:
RM 197
9-28-85 AIl S~las Ss ~~~-------------~·~-----o.o· ORGANIC MATERIAL
SANDY SILT WITH
TRACE CLAY CD J. JJ!':
1.0'
Sand Layers to 0.5' Thick
1'-9'
Trace Organics
6'-9'
_ __,® .:........__Re_f_._;_• _6_0_~----9 • 0 ,
.. · I
. -~ .. i . . I
· .• -. :_I
; / -I .... I
Ll GN ITE
11.0'
Poorly Conal idated Bedrock
(KENAI FORMATION)• ~Ref., 24~. 99.1 pcf
• Sand With Trace
S i It
-.. :g G) Rof.,
! !
34~
. ·'
• S II t With Sane Sand
~Ref., 25~. 93.J pcf
21.0'
--------------------26.0'
• Sand With Trace Silt
No Groundwater Observed
Observation Woll lnatollod
• Soil Terminolgy App! led to Bedrock
BOREHOLE NUMBER
RM 197
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
R&M CONSULTANTS, INC.
ENGINC.RS GEOLCICISTS PLAI'\If"WE~S SuQVEYODS A PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION
•
PREPARED BY:
RM 198
9-26-85
ORGAN!C SILT 1. 0'
2.0'
SANDY' SILT WITH TRACE C!..A Y
Ci) 6, 26X, 99.4 pcf
Pocket Pen-1.0 tat
"----------5,0 I
BOULDER
Poorly Consolidated Bedrock
(KENAI FORMATION)•
• S i It and Sana
pcf
Thin Lignite Layers
7'-28.5'
Ret, 19!;
@)Ref., 18%, 114.7 pet
6 Rof., 25~. 100.9 pcf
Observation Well !natal lee
28.5'
• Soil Terminology Appl icd to Bedrock
BOREHOLE NUMBER
J; RM 198
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
R&M CONSULTANTS, INC. A PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION E'NOINEEAS G£0L001STS PL.AN,.,£J1S SVRVEYORS
•
PREPARED BY:
0.5' .....
RM 199
9-24-85 AI I Samples Ss O.O'
PEAT
~~-
~~~:--------------------6.0'
~ _ 9' S I!.. TY GRAVEL W! TH SOME
C/ o ~ a SAND AND CLAY
~i3 ~ 25, 20~ i{,; 7:_
0/ :::>_/
,.f-r'/Q-J~ ;/
'? c >:_~c
0~~
Numerous Cobbles
6'-12.5'
12.5' R:~ ® 70, m
/, / Poorly Consolidated Bedrock . ;j (KENAI fORMATION)•
~/~>-y:, 0 Ref •• 17~. 114.3 pcf
l//
'"/ ·). • Sf I t end Send
~;/~ s~ Cloy 20'-28.5'
J) ~ 8 i<ef., 27!1, 97.3 pcf
~ ~ (s) Ref .. 20:0:, 95.9 pcf
Observation Well lnatolled
28.5'
• Soil Tenninology Applied to Bedrock
BOREHOLE NUMBER
RM 199
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
R&M CONSULTANTS, INC. A PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION ENGINEERS GEOLOGISTS PLANNEJ:'IS SUAVEYO~s
0.5'
y
W.O.
RM 200
9-24-85
1~"--~l
! ........................... t
: ............ ""'-~1
j::~
~~-1
~ -~1
-----i
~---1
A l l S'"'" I es Sa -·... 0.0'
PEAT
N~rous Cobbles
7'-23.5'
Boulder 15'-17'
BOREHOLE NUMBER
RM 200
TRANSMISSION LINE
Observct ion Well Installed
PREPARED BY:
R&M CONSULTANTS, INC.
I!'NDINEERS GEOLOGISTS PLANNEc:'IS SURVEYORS
BRADLEY LAKE HYDROELECTRIC PROJECT
A PREPARED FOR:
STONE &c WEBSTER
ENGINEERING CORPORATION
0.0' ...
-W.O.
PREPARED BY:
RM 201
9-23-85 AI I Samples Ss O.O'
~ ""'~
,.,..~-
--~
~~~
"'~-
~~-
~--PEAT _,__
.... ~-
~~""' -._._
"-~-
~--
....,., .......,"""-"1 ---;
--~1 ---,.... _ ___,
.......... _!
:~--1
I,.......-......... !
~ ....,! N,.,..T"E...,..R.,...L....,AY'E.--.R""'E..,..Dr-...SA'"N"""O""Y..---..-S-nl t,.....T 1 1 · 0' r: ·TI >'l AND SAND WITH SOME
;
0 GRAVEL AND SILT
1 /~-CD 2s. 17~. ~~ ___ S_A_N-DY_S_i_L_T_W_I_T_H_
/ . " TRACE GRAVEL [/"/
,// ~ G):;' 0 78, 13"-
~ (~ ~% ~
S I L T WI TH SOME
CLAY
0 37, 23~. ML
Pocket Pen = 3.5 tsf
Torvane • 0.5 tsf
Gravel Layer 24.5'-25'
Sand !ncreasing With
Depth 0 66, 2J,;
Pocket Pen -4.5 tsf
Torvane • 0.65 taf
15.5'
20.0'
20.0'
BOREHOLE NUMBER
RM 201
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT~
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION S:NOtNESRB Cii:Ot.0Gt9TS Pl.ANNIIEc:'IS SLIQVEYOI:IS
0~
..
R•l. 202
0 '-,' 9-21--85 Ali Sanpies S!l
Q~GANIC MATERIAL
0'1GA:< i C S I L. T
CD .:3, 9.9~
S!LTY GRAVEL WITH SOME
SANJ ~NJ TRACE CLAY
E 9, 1 07.
:L.1111e r o c; s Coo::> : e s
2'-24-.5'
(j) Ref . , i 27.. 130. 7 pc;t
aoc;:cer 16' ·,:-·
:'4) 62, 12%, 130.6 pcf
-__./
(j) 28. 7 27.. 1 2 9. 1 p c 1
0.0'
1. 0'
2.0'
24.5'
BOREHOLE NUMBER
RM 202
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED BY:
R&M CONSULTANTS, INC:.
ENGJNIIEAS GECI..DGIS'TS Pt,.A.NN£~5 SUQVEYOAS
PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION
..
PREPARED BY:
0.5'
y
W.O.
RM 203
9-20-85
~~-1. .-..... ........... ]
~--1 --
~--
R&M CONSULTANTS, INC.
.NOINI!ER& OEOL.OGtSTS PLANNEJ'lS SWRV£Y0QS
BOREHOLE NUMBER
RM 203
TRANSMISSION LINE
All S<JT'4)1es Ss o.o'
tJumerous Cooo i as
17.5'-28'
7.0'
BRADLEY LAKE HYDROELECTRIC PROJECT
A PREPARED F'OR:
STONE & WEBSTER
ENGINEERING CORPORATION
~L---------------------------------------------------------'~
..
PREPARED BY:
g
:'<1.1 204
9-6-85
~~ O~GM~ i C S I L T
/-_./· SILTY SAND WITH
17)r (1),_1-'--3_9_7._. _T_R_A_C_E _C_L_A_Y __ ~ sA~~::l£0 ~~ LL'fi TH ~
./.·~ ..
-5~'1, . G.':J 17' 167., 102.9 pet
0.0'
0.8'
2.5'
4.0'
..Y__. :.·--::<:-: Poor lj Consol idcteo Bedrock -... <· (KErJA: FOR~1ATION) .. A.B.
Co
Cd
Ss
::.<.'!--
. -.. . ·.
... ·· .• .. .....
~·
• Sene With Trace s; it
,-..._,
(2-1 46 ' 9. 57.
• S i I t
G) t-<o Recovery
• Send With Trace Si It
(5) No Recover)' .._..,
0~ s c r ·:at i on We I I I n s t a I I e d
12.5'
14.5'
23.0'
• Soi I Terminology Appl icd to Bearock
BOREHOLE NUMBER
RM 204
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED F'OR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION ENIGI"'EERS GEOLOGISTS PLA"'"'ErlS SuAVEVOc:IS
~~------------------------------------------~
BOREHOLE NUMBER
RM 205
•
TRANSMISSION LINE
o.o· RM 205
_ _y_ 9-20-85 All SO"T1JI ea Ss -~-----0.0' -W.O . .,....,..,_~
....... ~ .....
1--' ~ ~
~---....... -
PEAT ~--~~
I-"'--~,.-......,_
~----"'-' ...... r-.-.-....--
!--'-'--
j.-.-"'-' t:--~~~
~-j ~::: r--~----, 2,0 I ~/o
:& (i) 52. 0 0 1 17.
0 ·, 5>',
I~ SILTY GRAVEL WITH SOME 0
0 SA~;!) AND TRACE CLAY " "
~f ~-... ~~1 ~ 64, 8.97., 138.7 pcf
r~ Sccttered Cobbles ~~ 0 . ~2'-26' c>"~ ~Ae/ ~ilt G) Ref., 9.67., 1 J2. i pcf I~ 0 Boulder 24.5'-26' "
C> (4) Ref •• 6. 97.
26.5'
BRADLEY LAKE HYDROELECTRIC PROJECT
A PREPARED FOR: ~ l"' PREPARED BY:
STONE & WEBSTER R&M cc~o~!o:'L:."!'~~.,'Y~~ .. ~~~~ ENGINEERING CORPORATION ENGINEERS GEOL
\. --\. 52J~ .__. ........
\.
•
PREPARED BY:
R~.1 206
B-7-135
cLJr;;er ous Cocb l es
: = '-R' 8.0'
/''.
:• ., ..
::: .. [·
::>oor:y Conso!idcteo Becrock
(r<~t:A; FORMATION)"'
...
. • .. ' : · ..... .... . ·. ......
-::·.~. <· .'
.. ·' '.,., . .. •,. '.
.:.;.-·> ... • ..
''
.,
(j'j 57. 6. ~~. 113. 2 p c t ' . ...-
• Sene w::~ Trc~e
i.O Scrne S! t
G:) Ret., E%
::.::: :5) ::.::{·.
. '• .· '--""" 1CG+, 207.
: .. ~··:: .. :· .. ,, : :':, ~ .. ·~ : .. . . ~ . ·~ .
. /::· .~::
.ss .. :::.:· . .f (b; Ref .• 1.3%
0:.· s c r ·..; c t i c n ,·: e l 1 l n s t o J i e d
26.0'
• :::oi; ie~m::-:ology AppJ iec to 3ecrocl\
BOREHOLE NUMBER ,.
RM 206 .
TRANSMiSSION L!NE
BRADLEY LAKE HYDROELECTRIC PROJECT
R&M CONSULTANTS, INC. A PREPARED FOR:
STONE &c WEBSTER
ENGINEERING CORPORATION I'NOINEI'RS GEOt..OOIST~ PLANNEPS SuAvEvos:as
•
G
Ss
Ss
Ss
A.D.
PREPARED BY:
RM 207
9-10-85
ii'<[~A~ MA · F R A[
GRAVEL WITH SOME SAND
AND SILT, TRACE CLAY
8.0'
.5'
1.0'
0 16, 10!i:, 127.1 pet
Pocket Pen. = 3.5 tst
Torvonc = 0.~7 tsf
Scotterea Cobbles
1 I 15 I
~ 37, 8.9%, 133.3 pcf
Pocket Pe~. = 4.5 tsf+
Torvo~e = 1.0 tsf+
(~ 42. 9. 57.
N:.JITiorous Cobbles
15'-27'
® 57. 107.
Pocket Pen. = 2.5 tst
Tarvonc = ,,0 tsf+
I~ 53, 447.
Pocket Pen. = 2.0 tsf
Go:~ervotion Wei I Instal led 27.0'
BOREHOLE NUMBER
RM 207
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION eNOlNE.ERS GED1..0GISTS PLANNE~S SURVEYOPS
...
PREPARED BY:
RM 208
'=1--19-Bb All S~!es Ss
0.0' ORGANiC MAIER:AL 0.4'
ORGAN!C SILT
15, 217.
SANDY SILT WITH TRACE
CLAY AND GRAVEL
Scotterco Cobbles
2'-16'
2.0'
13, 267., 103 pcf
Pocket Pen. = 2.5 tsf
Torvone = 0.25 tst
lnterlayered With Silt
Ana Sand Throughout
18, 23%, 101 . 2 pc f
Torvcnc = 0.7 tsf
16.0'
Poor:; Consol ldotcd Bedrock
(r<E~A; FORMATION) •
90' 157.. 121 . 8 p c f
• Sand Witn Trace Silt
97, 117., 113.3 pcf
'. ' .......... '. ' ......... ' 26.0'
• Silt With Some Clay And
Thin Send Layers
J3, 257.
Pocket Pen. = 3.5 tsf
Torvane = 0.5 tst
7:5, 21~. 108.2 pet
No Grounawcter Observed
• Soil Terminology Applied to Bedrock
BOREHOLE NUMBER
RM 208
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
R&M CONSULTANTS, INC. A PREPARED FOR:
STONE & WEBSTER
EN'GINEERING CORPORATION IENGINIEEAS GEQLQOISTS PI,.ANNIE'J:lS SUAVEYOAS
0.5' ....
N.D.
17.5' ....
Vi. 8.
RM 209
9--17-85 A l I Sanp I es Ss
PEAT
S I!... TY SAND WITH
7RACE C'-.AY
0.0'
12.0'
24.5'
BOREHOLE NUMBER
RM 209
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED BY:
R&M CONSULTANTS, INC.
ENGtN.E.RB G&Oi..OGI5TS P1..ANNEJ:"'5 SURVEYORS
PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION
G
Ss
Ss
Ss
Ss
Ss
PREPARED BY:
RM 210
9-P-85
~~~--~~~~~~~~--0.0' ~ "-"' l"'f;AN ~;J, , !:.r( . A' Q • 5,
. ORGAN ! C S l LT
r7\-, .37. ---------2. 0 •
o/:;;o / • \,_}_) ' •
~/ S! LTY GRAVE.:~ WiTH SOME ~~~7o~ SAND AND TRACE SILT /0 .. :.·. """"'-,BOULDER .3.5'-4.5' · .. :1 >/: ® 26, 19~
·~~''/.
4.5'
;;:/:-Poorly Conso:idoteo Bedrock 7/: (KENAI FORMATION)• ;.,·.;::·
'·)/,'
:;,:;1·..-
rY.'::.
l·, ·.>(.:
l.,;::/··.1
!···./·/I
>· ./ •
o4, 8.77.. 109.9 pcf
• S i J!; Send
,·/ .. / .. ,
/)'
/~)~ i • l R 1 Y' ().'!-~/ e . ' ·•
/:;/,'
; .. Y" ··/., ,. ·'/.
/·'·:. :z:;: •;r (5) Rof. 5.57.
0. ... ¥:t~
: './:) (6) Ref., 5.87., 112.2 pc~S.O'
:;o Gro.;nowoter O:Jserved
Ob s e r v c t i on We l l ins to l I e d
• Sol I Terminology Appl icd to Bedrock
BOREHOLE NUMBER
RM 210
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
R&M CONSULTANTS, INC. A PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION I!NDtNaERS G£0\.0GISTS PLANI'\f£F'l5 SUAVEYOAS
•
Ss
Ss
Ss
20.0'
A.D.
Ss
PREPARED BY:
RM 211
9-16-85
~~~--~~~~~~~~--0.0'
----------0. 7'
S I L T W! TH SOME
SAN::> AND CLAY
3.5'
~~
® 23, 247., 111 pcf
Pocket Pen. = 4.5
\ Torvane = 0.6 tsf
tst.o·
7.0'
~~0 ?~~ SI!..TY GRAVEL WITH SO"'E
01?~{]~, ·:,3} ::~D~.::ACE CLAY
w'o/c' --~
%;''7-~d Numerous Coob 1 es and
ol Scotterea Bouioers ·• . •I v 7'-18' ·tzo~o 0~ ,...-.... ~o;;A~ '~ 48, 167., 122.4 pcf
~ " ~>n/o, .·n>t> 18.0'
Poor i y Canso! i dateo Bedrock
(KENAI FORMATION)•
~ . '
•,' :::,; ~-: . · ... ... ·'
G) 68, 207., 113.7 pet
• Sond With Trace Si It
® 64, 197.
Observct ion Well lnstclled
27.0'
• So i I Tcrmi no I ogy App I i ed to Bedrock
BOREHOLE NUMBER
RM 211
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & li'EBSTER
ENGINEERING CORPORATION ENGINEERS GECLOG!&TS PL.ANNE~S SURV£Y0FlS
PREPARED BY:
G
Ss
Sh
Sh
Sh
Sh
Sh
Sh
~:.1 2, 3
3~-,;1-fi5
SILT 'N! TH SOf.lE.
Cl..AY
Troce Sand 3'-5'
12, 307.
SMI::JY GRAVEL WITH
TRACE Sl LT
8 36
2.3, 117.
0.0'
5.0'
19 .5'
Wl jH SOME SAND 20 _5 ,
:NTER~AYE.R€0 GRAVEL
WITH SOME SAND &
SIL.T AND SANDY
GRAVEL
Sccttered Cobbles
31'-33'
@23, 117.
Observot ion Well Installed
35.0'
BOREHOLE NUMBER
RM 213
TRANSMiSSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED FOR:
R&M CONSULTANTS, INC. STONE & WEBSTER
ENGINEERING CORPORATION IENGINEEAS o•OLOOISTS PLANN£r1S SU&::IVEVOAS
•
0.0'
Ss
Ss
Ss
7s
Ss
Sn
~
ORGANIC MATERIAL
3, 32,.;, 94.3 pet
Pocket Pen~ 1.0 tsf
Tor vane 0.35 ~s'
Si~T Wi~H SOME CLAY
7RACE: SAND
8, 317., 92 pcf
Pocket Pen= 2.0 tsf
Tor1cne = 0.55 tsf
Trace Organics
1. 5 '--20'
s . 2 e;r. , g a . 4 P c t
Pocket Pen= 1.5 tsf
Tor 'JO!le 0. 45 t s t
0.0'
1. 5'
\.::J Pocket Per1 = 2.0 tsf
Tor~cne ~ 0.6~ tsf
Thin Sene Layers ~7.5'-20'
® 12, 23,.;, 104.8 ~cf
Pocket Pen = 2.5 tsf
Torvone = 0.9S tsf
S; ~ T Vl i TH TRACE
20, 217., ~10.4 :sf
Pocket ?en ~ 4.5 tsf
Torvone = 1.0 tsf
Occas1oncl S:'1el Is
20'-30'
19, 207.
Pocket Pen = 4.5 tsf
Torvone = 0.5 tsf
GRAVELLY SAN~ WITH
TRACE SILT
20.0'
30.0'
.3.3.0' 12, 237., 105.8 pc~
Pocket Pen = 4.5 tsf+
:orvone = 1.0 tsf+
JS.O'
Ss
Sh
Sn
Sh
Sh
BOREHOLE NUMBER
RM 214
TRANSMISSION LINE
S I L T WI TH TRACE
SAND
4, JO,.;
Pocket Pen = 0.2 tsf
Torvone = 0.25 tsf
4. 197.
Trace Orgcr1ics
53'-60•
35.0'
60.0'
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED BY:
R&M CONSULTANTS, INC.
e:NGINt!:EAS GiiEOL.0CltST11 PLANN£ns suaVEVORS A PREPARED F'OR:
STONE & WEBSTER
ENGINEERING CORPORATION
•
BOREHOLE NUMBER
RM 215
TRANSMISSION LINE
0.0' ..... RM 21.5
10-3-85
W.O.
Ss
Ss
"c
Sh
Sh
Sh
PREPARED BY:
R&M CONSULTANTS, INC.
IIENDINEERS DIIEDL.DOISTB PLANNE~S SURVEYORS
'"
ORGANIC MATERIAL
SiLT
2. 4-07.
Pocket Pen = 1.0 tsf
Torvone = 0.15 tsf
Some Organics
1.5'-9.5'
l~ 8 • .3 17. • 9 1 . , p c f
0.0'
1.5'
Pocket Pen= 0.75 tsf
--9 .5'
SANDY GRAVEL WITH
TRACE S! !...T
1 6 • 1 57.. 1 4 1 • 4 p c f
Sccttered Coboles
9.5'-23.5'
:'41 21 • 1.37. '.J
CD 39, 9.67.
·'6-26 ' 1 67. 'v'
29.5'
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED fOR:
STONE & WEBSTER
ENGINEERING CORPORATION
~L---------------------------------------------------------~
RM 216
10-3-85
Thin Organic Loyer
at Surface
Torvane =
SILT WITH SOME SAND
GRADING TO SANOY SILT
Torvone =
Scattered Cobbles
15.5'-29.5'
Observation Well installed
0.0'
29.5'
BOREHOLE NUMBER
RM 216
TRANSMISSION LINE
BRADLEY LAKE HYDROELECTRIC PROJECT
PREPARED BY:
R&M CONSULTANTS, INC.
I!NQINtEeRS GEOLOGISTS Pl..ANNEa:'IS SUAVEVOAS A PREPARED FOR:
STONE & WEBSTER
ENGINEERING CORPORATION
~~--------------------------------------------------------'
..
Test Pit .\'o.
RMlBB
RM189
RM190
RM191
LOG OF TEST PITS
~ransmission Line
:JeDtf: (feet!
0.0' -0.7'
0.7' -2.0'
2. c,
0.0' -2.2'
2.2' -2.5'
2.5-3.0
3.0'
0.0' -2., 0 I
2.0' -2.2'
2.2' -2 -I ,:;:;
2 -, .:;;) -3.2'
"2 ..., I ~--" -, -I ..),;;) --, 5,:;) -6. 0'
6.0'
o. , -0.2'
0.2' -t"'"; .Q,
~. v
0.8' -. ..., ,
..!... • .::.
]. • 2 , -4. 2'
Soil Description
Organic Material
Sandy Silt w/Trace Organics
Bedrock
Organic Material
Ash w/Organics
Weathered Graywacke
Bedrock (Graywacke)
Organic Material
Charcoal
Ash
Silt w/Trace Organics
Silty Sand
Silty Sand w/Gravel & Cobbles
Bedrock (Graywacke)
Organic Material
Ash w/some Organics & Silt
Silt w/Trace Organ~cs
Silty Sand w/Some Gravel
& Cobbles, Few Boulders
..
~
'+"?; -~
-~ -:,..
........ _:.::. .. '! .:.'1-"':ik~· ... · ..
.... ""
..
~~-.... . .. ...
~ ~l
···v:;··.
. ·:"'·-~ .j ' ...
·1:
'• .. j~.
~ .-. .f ./ ...
'.
If, ~-ts.o ~~--!
L~ . •
~
;, . . -~~-.
-~
:~ , .
t -
.'
" 1;1 2 5 -~ ~"-~"
".-,.,
• 0 ...
M. .
I> ..
~
• e
j:
~
"':
... -. c
0
0 .. •
"'
..
100 -
1!. -· ,,
• '>U -
/!
...,
0
~~-
"
~ ........ ""'-..
., , ..
\
\ ..,
-:. " .
(
....
· v •· -\I ~, ' <t f._:•/
I .., /!-I I I f I I • ~ f ..,. '? 100 ~~~ 3UO I 400 501! t.nO 7tHl BOO I 00 l O uu ' 1100
;;"" ,_ ·~.. : ' .~'~·'b.·
·· ~ IIC>rizont•l Di s tance (f't) • ·• ·-·-114···-
.... .
I ---"0-~ -----., ·-----tl
' ..
-~ -•o-1
v.
-1SO-
~..
"
... ... . .
' .
N~0 W ------
~ (A) . .. ... : . .
/ Crou11..t surfac·>
If)
CJ>
2
0:: -~ . ,.
~.ri ,....
-----_v~~·~~~~ ~-~--------------.'-----------
~
\"•·"'· s, .?oo r 1,s
-· ---?·' ---7.
-~.
. v~-·1 .~u'l fr,to
(lq
• «.
·SEISMIC PROFILE NO. 7 2
' ·.,'TIME DISTAl~CE PLOT · (A)·
WITH INFERRED -SUBSURFACE PROFILE (B)
' f)-~ !
:;...-: t +il'.
~ ...
'
. ~, :.~r
..
":' ...
'.•
TRANSMISSION LINE
··sl!liMIC~:PROl=li.~e -72_;
! .--L.---"-· ~ '
A l A S I( A ~P 0 WE A · AUT H O·R t T 'f
a"A::atl' \..A"f .MYOROILI~t•ue Po•u• P'JtOJECl
·~··-•• •• I ,. .. ,......... r · r---r:::F~~f ;.1 ! i ;c.\ '-J-.::::.: \.. 'I .L~
;..
~.._~c~~!~~~~~ -~ ,, . ._.~.eA "t:I~Tt:.f
Y..""ff U ~.:•;MI""ffl t "(lJfi•,UtA.TJU!'
......... ....... -~···-~···· -·-·· ... -~ ... ......• . ......
;;.TJ
"
•
~
APPENDIX 8
R&M C ONSULTANT S , INC.
aPII,,QIP~.I•e•a OaOLOOI.TS PLANNERS suavavoaa
. ,--.., ... SAMPLE PARTICLE SIZE ANALYSIS II FINER) CLASSIFICATION TESTS
I DEN TIFt CATION
.ASSIFICATlON Ill
1&.1 ...
t~" ! .. ! .. # # # # # # ~_lSl ATTERBERG LIMITS DRY ORG
HOLE SAMP DEPTH 3" 2" I" 4 10 20 40 tOO 200 .02 005 .002 CONT FINE pENSITY CONT
I • ' MM MH MM I LL. P.l. P. I. SPG PCF I
a:
1&.1
tllFIEO FROSl :z: ...
0
:·,·.; ~~~ I 1.',-2.5 1 I :n.e 24 • l l. .,
1 11 .:2'3 2 l • ')-5 )ll
!'.'. l' l ~) ll.5-15 100 38 07 B J 5 l )(; 22 1·1 H 5.9 II
!r1 ,q f} I il. 5-19.5 ') . (,
I;! '~~ d 2 l.S-2'> ') . ')
j r' ~ '~ •) 2>.5-10 l?
I ; : ::tl\ lll 33.5-35 II
1 .':192 I 2 . r; -4. r; 3.4
rrll92 2 2,r>-4,5 100 •H B 3 4':1 JO 24 <'I 16 11 J • 1 21. 7 llt' •M n•
I'' :I 92 1 7.5-9.5 ~. 7 l2l>. h
1::1 'l2 s 17.'>-19.5 ll. t1
Fr~l 'P r, i 2 • 5 24 100 94 ':II 01 71 61 ') l 4 1 j/ 'J. 7 2 3 •. , I :, • .c ll.' l l ,, . 4 ·,c., F *l*
fT 1 '1 J I 2ocrJ-4.5 100 <17 7'> 72 S7 4 l !4 2'J n l J H. 1 1 l ,; . .'
['itl ') l l 7.5-9.5 I • 3 1 J 0 . ,,
r rc 19 l 4 l 7 , r, I a • "> 100 95 95 se 7l r) S 42 34 !4 20 'j .. 4 l2 9 • .'
I : '1 'J j ., 2 2 • ~ -~: l .. r) l .. ~)
[NOT~ ] ~'~~-T{CH BRADLL'< t ~U --PR<.>JEt eMil ~~ .. c::.~.'::' .. !!.':''-:.T~~r~~-~~!:; -·
11 >T £ ~~.!..1_1_9S Sul"\Mf\R~ oF l~&. 0~1/\
,_C&t.£ .1 RA H S.l'\!. ',.".:1. o t-l_\. J.. ~f. ··-~ ·~-:-·~=-~:---
)
,,
--
•••• I-IOI1f. 1'.. T
SAMPLE
IOENTIFICATJOH
HOLE ISAMPI DEPTH
JUII"J4 2 2 .. 5-4 .. 5
n:l'H 3 7.5-10
rr• l 94 'j 1 '5-17
1'"19-t 6 17.5-19.5
r:r-'1 ')4 7 22.5-24 .5
rrtl91 !l 27.5-29.5
Pi1951 ! I 2.5-4.5
r11l9 5 7.5-9.')
f'·'l9 5 12 • 5-] 4 . 5
[1'19 51 i I 1 7 • 5-1 <) • 5
Ff·1l9 5 2 2. 5-2 4 • 5
r:ll9G 2.5-4.5
rr-!196 ] 7.5-9.5
P>ll 96 5 12.5-14.5
f', il9G 6 18-18.5
f'il% 7 13.5-20
I;: 1 9S J 2 2. 5-24 . 5
f'"l96 9 27.S-2'J.5
F'll96 10 32. 5-34. 5
r'1l 96 11 37.5-39.5
I: :196 12 12.5-44.5
f:f!l96 I 3 47,5-49.5
r·: 1196 ]4 52.5-54.5
rrll 96 15 57.5-59.5
r.a96 4-l 10-12
f't-1196 4 2 10-12
p~ll% 4-3 l 0 -12
f't 'I 'l7 l 2.S-4.5
F~:19 7 2 7.5-')
F •: 19 7 3 12.5-13.5
H1l97 -1 17.5-113.5
f'<·~ 1 9 7 5 22.5-23.5
p; ll 'l7 r; 27.5-213.5
I PARTICLE
I 3" I 2" I ti"l f" I ; .. I i" #
100 83 88 tl5
100 'l9
100 77 72 61
SIZE ANALYSIS (~ FINER)
# # # # #
4 tO 20
99 98 96
72 65 53
84 6U ~6
44 34 23
100 ')\)
40 tOO 200
!) 4 tl] 65
47 21 11
26 9 5. 7
16 7 5. 1
97 91 1:]6
TECH
CKO.
OATE.\1/'!.'1/~,5 ------~------
5CAL[ _____ _..
.02
MM
7lJ
r,o
d')
()7
74
7'' .)
...
CLASSIFICATION TfSTS CLASSIFICATION "' UJ ...
~-o~~T~ ATlERBERG LIMITS r~ DAY (
1
1DAG
1
ffi .005 ,002 CONTI I I l F lHE ENSITY CONT UNIFIED FROST '!:
MH MM I l. l. P • l · P · I. SPG PCF I 0
2 3
2 til I I I I 94 .H
7. u
7. 0
12
281 I I I I •}/.
3.6
3.9
15
a. 31 •
5. '! I I I I 119.7
42
43 21 381 31. ul r:pl I I 1 I ~\L.
32
30
4 1
? c
-.> I l 261 2 3. <JI ,rrl I I 99. ·I I 1'1 L t
Ji,
4L
41
32
5') 26 431 3 tl • 41 n .1! r) • Jl I 76 • 71 I t·', \.,.
32
2':1
40 14 ·n 32. 4 26 .2 G. 2 8 r I I I I : 3'> 12 '3 I Jl. fl 26.0 5 .. B 8~ ;
l t) 13 If) 35. •I 24. 5 10. ') ;>,."'.e
l l 23.0 r;p d '·
61!
2·1 I I I I ') :l .1
34
2 51 36. "I !·!1'1 I I ':13. 3
1 7 %.7
F.&.
CONSULTANTS, INC.
""•cn.Qo•• •"' "'' "'"""'••• • .,.,...,.vo••
'09-H>lt. 'f L._\l.f_ PROH.c.l
su""'"'~P." of L~s. c.,,,._
1 i\ AN!:Lt\I!i':..l.O.N...J..1...1lf.
G•IO >lokt. ~---
POOJNO.{;SIIi t
!-:--~;'!.~----~
SAMPLE
IOENTIFl CATION
HOLE SAMP DEPTH
F."l •;a 1 2.S-4.S
~~·I 'J!l 2 7.5-9.5
~~n 'JU l I 2 • S-J 4
I • 'I 'JF 1 l 7 . c,.. I ,, •
1''19:? 'i !2.S-'3.
I :.; ! •) d ·, :.> 7. s-:::.
I ' . ' 1 · i ~_I l I . ~-::. 'j
I f J <: 1 ') 1 2. 'j 1 I
r 1 1 r; <1 l l ·; • c; . 1 ')
I'" 1 ') •) l n.s-;;~
1'''19 C) 5 ')_ 7. CJ·~ 2:1. 5
1?112 00 l 7.5-':l.S
I i i20•l 2 12.:i-J1.:i
n•2on 3 17.5-19.5
[".1200 ~ 22.5-23.5
1"1201 1 12.5-H.5
f'f'20 l 2 17.5-]9
rn2o1 J 22.5-:>1.5
fY20l ·I 27.5-2S
i•rt202 1 2. 5-L 5
!1·•20 2 2 7. ')-'). 5
1':1202 l 12.5-14
rli12 0 2 4 17.5-19
!'rl202 s 22.5-24.5
l'i'2 02 'J I: r 22.5-23.5
r;:2u J 1 7. 5-C) • 5
!<;!2{) J 2 l 2 • 5-14 . 5
I: 120) 3 17.5-1'1,5
·:r'20 l l 2 2 • 5-2 3. 5
r ; :2 J l s '27,';-28
I '2(;~ I l.~-2.S
"204 ) 5-7
,i-7 .~ (i 1 l i ~;-1)
I . 'l;.j .. ~ . )-;· J
L'
PARTICLE
t!" !·· !·· 3" 2" t"
I 4 I
100
100 90 ')()
SIZE ANALYSIS II F"INERI
# # #
4 to 20
70 66 G 3
7') 7) 67
# # .co
r
s:;
(d
f[CH
c.o
100
IOU
4 .5
51
#
200
')I
37
~ r,
OAf£.\ \/l'l I~'» -·-.
!iCAL[
.02 .005 .002
~015.1 CONT
MM MM MM "
2~
24
24
{, ~~ .: ) .; . I I'!
llS
!.')
21)
1 l
1 7
r;
2;
11
,j. ·l
10
11
)l) 1'" .) d .2 17
lJ
lUO (, 2 32 L3
21
:J • ')
lU
12
12
J 2
2 • ')
lL
10
u
J. 1
3 J
16
) *I)
20
CLASSIFICATION TESTS
ATTERBERG LIMITS
FINE
L.L. P.L. P.l. SPG
29.0 26.0 2 •·•
27. J L] • 0 tJ .tl
t
15.2 tH' u.n
21.6 tH u.u
Of
I
I
I
l
J
I
l
J
J
1
l
CLASSIFICATION
I IIRY ORG
ISJTY CONTI UN IF" lEO I FROST .. r·cr 1
J9.4
2. I
·1. -1
dO.'.:
I 4 , '3
) 1 • 3
J s * ~;
3 5 • :,
;; -1 •
ltl • ·;
H). 0
) ') .1
l • 3
j 2. ')
'·r
l.
( ~fc~;~r~Jl _____ ~
~~~~~--C?.~~~~':!e~::Jj
B~~b\.'E'f. \.~ll.t ~~oJtC.J ra G"IO HO"(,II
£.\H\1'\~~'( .OF LAB. O~'t ~
. 't ~ ... t,J.,lil'\1'!6.l. Q_!L\.l..llf. '-------
...,,_ .. . ... _. l"J". l·.M.~. ·J..ui
r --·---·. -
IOEN~;~~~!TION PARTICLE SllE ANALYSIS (I FINER) CLA~ lFlCATlON TESTS CLASSIFICATION ffi
---a:
1 1 t # # # # # # ~OlST ATTERBEPt; liMITS DRY ORG .., HOLE SAMP DEPTH 3" 2" 1-" 1" -" -" .ol 10 20 <10 100 200 .02 .005 .002 CONl FINE DENSITY CONT UNtf IfO FROST ;_
2 • I MH HM MH l L. L. P . L. P. l • SPG PCF l ~
·::r)i I 12.·)-l·o.'. 11
i'<l)') ~ 17.',-J<I J.) l1J.1
I' ''l'i ] 7.'.)-'J.r, ),(, 132.1
?il) 1 ;>",.5-.?G.S o.··.·
I . W" l 2 2 • S 1 ·,
' .. 2 o 6 .> s -7 1 o a 9 a 9 5 ~JC, n2 1 9 7 5 s B 1 1 u 1 • '>
l:ILUr, l lO-ll (,./ lll.J
1':1206 •I 15-16 n. 0
1'1120(. } 20-21.5 2;)
!'"206 " 25 2\. 1 J
1
Pf·l2 0 7 1 2 -2 • 5 l ·1
n201 2 5-7 10 121.1
['7'207 3 10-12 Cl.':J 133.1
rP207 ·1 15-17 100 97 91 72 6u 63 S'J 46 40 ':J,',
l'i; 2 0 7 5 2 0-22 11)
i '·' 2 0 7 6 2 5-2 7 4 4
r·r1203 1 2. c L 5 21
Ff-1203 2 7.5-S.S 99 99 63 20 6.U ~~. 25.3 IJP ··.~.~ •
l'i·l203 3 12.5-14.5 99 93 59 2'1 19 23 28.0 23.5 4.5 101.2 .'';r __ t
F''20l 1 17.5-19 15 121.<1
r;:2oa s 22.5-24 11 lH.'
;<::208 G 27.'>-29.~ 25
!'f•l20B 7 32.5-34 21 lUJ.2
n:209 1 7-9 14 120. f'
r·:>20J 2 12.5-14 100 93 93 B6 B1 74 'iH ·I'J 37 11 126.7
1'.1209 3 17.5-1!3.5 l).J 140.1, •
!ii209 4 22.5-~·~.5 •
r::-:21 J 1 2 2 • 5 1 1
rr; 21 o 2 s-7 1 9
111210 3 10-12 ')9 (d 34 P.1 109.9
ii!21U 1 15-16 5.0
r:1210 s 20-21 s .s
11'210 G 75-26 5.0 112.2
t . J rtcH !RY.f:fiW/1 '8 ~.OTES. ·--. ----'~-'Vl 'C,!j),ku\.1:1 Lf<.U. Pllo.JE'i .
CKO. R&M CONSULTANTS, INC. GRtO II. c. 1 'i. IJ,
~ATE_lli.:L1l!U). .N ... N ... , ooacu• .. •·• •<ON-·· ov-~ho•• S\.11'\.MA p_'( 0 r L~B. t>"1" ••OJ. M0tl!;lr~_1_
-----------------------------scu£ / l1R~.H!L\:1.l,_",.,·~}..'l.M.£.... '-.:o:.:•:.:•.::".:.o. __ _,_/
.
SAMPLE PARTIClE SIZE ANALYSIS (I F !NEAl ClASSIFICATION TESTS
lDENTJFICA TJON
1,..
CLASSIFICAT10' • 1::1
i l-
1~" : .. ~ .. # # # # # .., koiST ATTEABEAG LIMITS DAY
HOLE SAMP DEPTH 3" 2" t" 4 tO 20 40 tOO 200 .02 .005 .002 CONT FINE DENSITY
' 4 2 MM MM MM I l.l. P.L. P.I. SPG PCF
-· a:
ORG w
ONT UNIFIED FROS7 I ...
s 0
i ! 121 1 I 2 -2 . 'i JtJ
l '12 11 2 1:'.5-14 l~U ,!(, I 1 ;; 'I 22.7 lo.u 4 • 7 1 :10.' .
l .. 211 3 10-12 y. H
I '12 1 l 4 l s-1 7 100 ')() 95 9) 92 89 l2 60 1(, 122.4
1':12 11 5 20 22 20 11 J. 7
r·:·?.Jl 6 2 ')-2 7 l'l
I ;;2 14 l 1.5-4.5 uo 4tl 30 32 27. s 24. 1 Lo 94.3
f':'214 2 7.5-9.5 Jl 92.0
: 'l211 3 !2.5-11.5 2H 9i:l.4
! ''2] 1 23 •
') 17.'>-19.5 I Ll4 • ,,
1'':214 :) 22 .5-24. 5 100 lOU ')() 96 94 21 llll. 4
Fl2 U 7 27.5-29.5 20
I , 214 ;j 12. 5-34 • 5 j()() 100 9:! ')7 2 3 l\J 5. d
r 1·'2 14 10 1~.5-44.5 30
, .. :2 1-l 12 S.~.5-:Jd.5 l 'J
I .21 l 1 l ~-• 5-G ll H
li :2 15 l 2 . 5-4. 5 40
1'1215 2 7.5-9.5 ltlU 'J'J 93 31 ':ll .l
1'"215 3 [ 1 , r ··14 • 5 15 14 l • 1
1':;215 4 l/.5-19 l J
l :·:2] :, ,.
" 2 } 0 •, ~? <l • ') 9.6
1":2 I 5 (, :>:.s 2'J.', 16
11'215 1 ? • 5-4. r') 37
n21G 2 '· 't ,. ~ 17 7. 'J 32 2 '). 3 Ill' 0.0 l\J l. i: JL
R ,., 11~ II , ... l'i. r. 'f,''
' ' r;:2 l G 3 1~.5-14.5 2 3
Pt'215 5 22.5-24.5 l 3 121. 5
Ft 1216 G 27.5-2<).5 7.1 14 J .\1
I f(J / J;, /
.X11Ur?. ~ c I"· I'". ,/ lu· 'I ) . ' ,. i 'I r;r; ,, 17 !-.l /0 ill, I.V) f./ /.) J. ;) • >
l()l, I ,, 1 J < I <"') ,. 'I
1. (I.,
-
_r_~cH _ _ F'~~:;}f\01_ ___ ~~ BP-.~tnr.v U\Y-.t c>R
CK~ -----..,---R&M CONSULTANTS, INC. . .E>.~:l'~~'t::l~;.. [~"'~" "'• h'<u00<o
0
o •• •~•••• Ouovuooo SutV\ ~r '< cr. L~~.
SCAlE i 0.. lie\, t•. 1 '.~ 1 t'l tL =
lH.i •e ~-
GAIO ~\()f\t~
~ '{ " ,__.,----
P~OJ No.r $. II II
l~t:. ~-----~--
DWG.ttO. \..
APPENDIX C
R&M CONSULTANTS, INC.
aNOINaE•& OECLDOIST. _,L AN NERS SURV.VDA e
U.S. Inches
•
100 ~ I
~'
90 ·-'~
-~
' eo \
\
70
.t-1
~
D
; 60
ll: ' >-\
.a
L 50 Ill c ...
1.1..
.t-1 c 40 Ill u
L
ID c.
30
20
10
0
100 10
GRAVEL
Coarse I F1ne
Sample I dent 1f 1cat ion
Sym Hole Samp Depth
A Rl.1192 2 2.5-4.5
Cl Rl-'192 6 22.5-24
OWN 1--------
CKO ._...... ____ _
SCALE
'
I,
\
'
0 ....
\
coareej
U.S. S1ave S1zes
~
0 C) 0 0 N 1"1 .., 111
I
1'-
'"' " I~
C)
C) ....
I
C)
C)
N
~ 00
~
b<:
~ ~
1 .1
Grain Size in Millimeters
SAND
Hed1UIJI I fine
Clasa1f1cat1on Data
Hydrometer
0
10
20
30
40
50
60
70
BO
90
100
.02 .01 .005 .002 .001
SILT DR CLAY
Un1t1ed
Claae Ae•arka cu Cz LL PI I Org
21.7 0 Gt-1
23.5 8.2 sc
c~(>.DLEY L;>..KE P~c...;t.C"':'
GR~.c r-..1;:c~ F'~c-TS
BoRt."'-0\..':. 9-,:'-\ 1'1 2.
FB.
GRID. rCMt.l',
PRO,I.NQ5Solll
OWG NO '--
"l)
111 ..,
n
II
::J ,...
n
0
Ill ..,
Ill
111 ,
a
""' :a:
1'1 ....
ICI
=:1 ,...
~
..
100
~ s:.
tJI
90
eo
70
i: 60
X ,..
.0
u.s. Inches
.", I l
\.Ia-~.
I \ \
\
\
\
~. '
\
\
I\
0 ...
\
U.S. S1eve S1zes
\
0
0 ..
I
0
0
C\l
Hydrometer
0
10
20
30
40
"0
Ill ,
t'l .. ;:,
~
n
0
i 50
\ \ Ill ,
c ....
1.1..
~
i 40 u
'-II a..
30
20
10
0
100
\
\
\ ~~.
10
GRAVEL
Coarse I Fine CoarseJ
Sample Identit1cat1on
Sym Hole Samp Depth cu
"" RM193 1 2.5-4.5
!J RM193 4 I 17 5-18.5 ;
I
OWN
CKO 1-----·-
DATE. I ·:z.-.1~5
SCALE ...__ -----"
\
\
50 Ill
II ,
Cl'
"<
',"" r,
it""'·
60 ::£
Ill ....
Cl
~
~
I'll I'. ~ ~ r"
70
eo
90
100 1 .1 .02 .01 .005 .002 .001
Grain Size 1n M1111meters
SAND
I SILT OR CLAY
Medium Fine
Classi11cat1on Data Un1f 1ed
cz LL PI I Org Class
\?J R ~ 0 '-"S. 'l '-t-. V..E. P F C .; ::. C. T
G RP\ 0 f, "1 :c N p L01 s
~c: P.:. L.\ c l r. ; M ; -1 ~
Remarks
Fll.
GRIO ld.ll"'~.._
PROJNQ S~ 1111
OWG.NO
.
4J r:.
121
100
90
80
70
; 60
]I;
>o
.D
i 50 c ..
11..
4J
i 40 u
f.. :.
30
20
10
0
100
U.S. Inches
-
\ I I It-I--
\
rs-~
I
i 1' I'.
'
l I
I
I
I
l
I
10
GRAVEL
U.S. Sieve Sizes
0 ...
..___, r--
I''\
~'
I
I
1
~~
I
1\
l't
\
~
\
\
~
0
0 ...
I
f\
\
'I..
\
~
.1
\
0
0
N
Grain S1za in Millimeters
SAND
Hydrometer
0
10
20
30
.co
50
60
70
.
so
90
100
.02 .01 .005 .002 .001
I Coarse! I SILT OR CLAY
Coarse F1na Medium F1ne
Sallple ldant1 f icat ion
Sym Hole samp Depth
A RM194 2 I 2,5-4.5
0 RM194 7 22.5-24.5
OWN
CKO
SCALE
cu
Classu 1cat1on Oat a lJn1t1ad
cz LL
'
PI I Org Cla88
I
BRt-.DU·.Y l/l\~t.. Pf..CJ:.c-:"
\,R:....C'f\iiCN "LCTS
1:; C: s :. }.; c ~ :: :~: ., -.
Re•arka
FB
GRtO. He Mt 11..
OWGNO
"tl
II .,
n
II
:I ,..
n
0
Gl .,
Ill
II .,
C'
'<
:E
II -10
::1 ,..
tl
100
90
80
70
"" z:.
Cll
-; 60 ..
>
J:l
'-Gil c ....
II..
"" c
Gil u
'-u
Q..
50
40
30
20
10
0
100
u.s. Inches
II. I '\
i
\
'·
I
\
f" ..
\
\
10
GRAVEL
Coarse l Fine
Sample Ident1f1cat1on
\
'
\
'
0 .....
)
U.S. S1eve S1zes
I
0
0 ....
.I
0
0
N
~
\
l \ \ I
I \ \
1\ \
·.\'\ I\
' \
f'.
!!; ~"' l:\ l'!o
~
1 • 1
Grain S1ze 1n Millimeters
SAND
Coarsej Heellum I F1ne
Class1f1cat1on Data
Hydrometer
0
10
20
30
"t1
Ill ..,
n
ID
40 ;;:')
IT
n
Cl
Gl ..,
I 50 CD
Ill .,
cr
'<
60 :E
"' ....
ID
:1
IT
70
80
90
100
.02 .01 .005 .002 .001
SILT OR CLAY
Un1f1ed
Cle .. Remarks
Sym Hole sampj DePth cu Cz LL PI X Org
.6. RM195 4 f 12.5-14. 5 g 9
D RM195 6 22.5-24.5 48 .9
l
OWN FB
CKO R&M CONSULTANTS, INC.) BRt>..Dl'C.'( \.. "~-~ '? ?.,c,;. 'E. c. -:-GRID >IOI'II'R
DATE."' >-~I~'S ... .,....... u•a•Do•o • o •• ........ ou•.,noao ~ (; F\~ D.k. '"::c. N ~~-c·-·: PltOJ.HO SS II I I se:c,:. ·-~c •0:::: .-. "'·' ~~ --....... .. · OWGNO '-------·~--·
SCALE
•
100
.,.,
.r::.
01
90
80
70
: 60
3l
>
.0
i 50 c: ...
Ll..
.;.J
i 40 u c.. :.
30
20
10
0
100
("'
u.s. Inc:he!l
N
' .. ~ NCD
I ' '' N.,.. .... (0) ... (0)
I II I
I
I I
I,
I
l
10
GRAVEL
Coarse I Fine
Sample Iaant1flcat1on
u.s. Sieve Sizes
0 0
0 0 0 0 0 0 0
~ .. N ("' ~ I() ... N
I
I I I
I
I
' I
I
I I
i
1 .1
Grain Size 1n Millimeters
SANO
coarse! Heelium I fine
I Classification Data
Hydrometer
f''" I\ '" f'...
f\ \ ·~ \ \
\
\\\ \
\\ \\ \
I\
\ I
\ ~
II ' \
\
I
\ \
\
\
\
\
'I\
.02 .01 .005
SILT OR CLAY
Unified
'
0
10
j
20
30
40
50
\
\
60
\\
. \
70 \ l
80
' \
90
100
.002 .001
I
Sym Hole Samoi I Cl118B Remarks Depth cu cz LL PI I Or-g
A I flloli 96 I 3 I 7.5-9.5 I I 31.6 I 0 I
c AM196 I B I 22.5-24.5 I 23.9 0
0 Al-1196 I 13 I 47.5-49.5 ! 38.4 5.3 I
j
I i I i
: I
i
I I I '
DWN FB
OWGNQ
'2;-:...~\~·--:..~ '..::..~E.. 9f.C~;.:..
~ K ;,. :: ;... 1 :C. =,1 ~ '-C 7 =-
~ c k ~ ~' c: :... :.. :... ~~\ :. :. ~
'---
R&M CONSULTANTS, INC.l ............ ~"""'"···· .,......... . ............... , CKO
DATE. 1
SCAI.E
"tl
Ill ..,
n
tD
:I ....
n
0
ID ..,
Ill
Ill ..,
r::r
""' X
111 ...
ICI :r ....
""
100
90
eo
70
.... .c
1:11
-;; 60 :a
> .a
i 50 c ....
u.
.... c
ID u
L .,
11.
40
30
20
10
0
100
. '
U.S. Inches
I I I '•
I l
I !
I
' i
I I
I I
l
i;'
I I
I i, I'
l I i I':: I
I I
, I I
I I I
I
II
\I
10
GRAVEL
Coarse I Flne
Sample Ident111cat1on
Sym Hole lsamp! Depth
A RM196 4-1 I ! 10-12
j4-2 ' c AM196 ! 10-12
0 RM196 4-3 I 10-12
I
I
' I I
CKO 1------·-
0ATE ',,It "'I e:,
SCALE
I
I
0 ...
l
I I
Coarse!
cu
I
:
!
U.S. Slave S1zes
I
0 0 0 0
(\J (T'J ..., U'l
It i
I i
i
I
1
1' II l
0
0 ....
I
I
.1
0
0
(\J
1.>
I'-,
~
[\
\
Grain Size in M1111meters
SAND
Hsd1um I F1ne
Class1f1cat1cn Data
Cz LL PI s; Org
32.4 6.2
131.8 i 5.8
I ]35.4 10.9
! I i I
I
l
I I
I
I
I
Hydr-ometer
0
~ 10
I
20
30
·~
I
~' \
'\ \ ',\ \
\\ ' \\
40 .,,
\~
'" \
50 I
I
, .
\
I
I
', \
60
,~,
Iii<{
\ \
',I 70
'
. 02 .01 .005
SILT OR CLAY
Un1f1ed
Claaa
I
I
'\\
\I.'
\'
I I
\
~\ eo
:~
90
100
.002 .001
Remarks
!
I
FB
GRIO. H o "''E H.
"tl
II ,
n
II
;:) ,...
n c
Ill ,
Ill ro ,
C'
'<
r ro ... c ;:r ,..,.
PROJ.N0£;51111
OWG NO
.
•
100
.... s::.
Ill
90
eo
70
; 60
31:
> .c
i 50 c .... u.
....
i 40 u
L
II
1:1.
30
20
10
0
100
U.S. Inches
0 ...
I
I I'
J ll : I
1 l
I
111·
I
I
I I· I I I l I I I
I I I I I I ' ' I
II 1 I
1 II I ! I
I i Ill I l I I i
I
I I . I
I II I
I
10
GRAVEL
Coarse I F1ne CCIS!""SI!I
Sample Ident1f1cat1on I
Sym Hole I Sampj Depth I cu
A RM197 ! s I 22.5-23.5 I
I I I
I I I
! I I
i
'
I
I
I I i
I
U.S. Slave Sizes
I
0 0 0 0
C\l "' .., U1
I ~ I
~ ~
I
T I I
I
I
11
i I !T 1 iIi I . I
'
I
I
I
i
0
0 ..
l
~
.1
0
0
N
I
Gr~tin Size in M1111meters
SANO
Hadlum I Fine
Clasa1f1cat1on Data
I Cz LL PI I Org
l 36.8 0 I
I I
I
l
I ! I
i : I I
Hydrometer
I
I
I
I
!
.02 .01 .005
SILT OR CLAY
Un1f1ed
Class
I
I I
1-~_:_: ____ -11 ~ ~~~~-~~o..::!"~~T'!:.~~,!;:: l DATE ,,:: .. ·.te">
SCAI.E
t; F r\ C. ~:.. '\ \.. ;... ·.Ve. P p, C .: S :. "7
Cd~, ;., D fl.. i l C ~\ P L C'"; :_
~~ 0 hI_ \-1. 0 L. t:. !=\ M I q :
0
10
20
30
1J
" ":! n
til
40 :::1 ,..,.
n c
" ":!
50 II
!II ..,
c:r
""
60 X
!II ...
ID
:1 ,..,.
70
80
90
100
.002 .001
I
A8111lll"kS
I
GRID. 1'\0 "'''h.
DWG.NO
U.S. Inches
ll
100 I I I T
90
eo
I
70
...
I
\
\
\
\
0 ....
l
\
U.S. Slave Slzes
0 0 0 0 N 1"'1 "f II'l
I
0
0 ....
I
0
0
N
~\
I
Hydrometer
0
I
i 10
\
\
\
20
\
I 30 ..
.1: 1--I\
tft
-= 60 X
> ,g
i 50 t::. -b.. .. t::. 40 II u
L
II a..
30
20
10
I j II I I
I I
I
j I I I' I I I I
I II II I
I I
0 '
100 10
GRAVEL
coarse I F1ne Coarse/
Sample Ident111cat1on
Sym Hole Same! Depth cu
A RM20~ I
I 1 I 12.5-14.5 210
C1 FlM201 3 I 22 5-24.5
I
I I
I
i I I I
I I !
40 ~'\ I
\
50
60
i ~
I I '
I \
\
I
70
........ , \
~
i I ~
80
"'r--. ~
" 90
1 .1 100
.02 .01 .005 .002 .001
Sl"ain S1ze 1n M1111metera
SAND
l I SILT OR CLAY
Medium Fine
Clasa1f 1cat ion Data Un1t1ed
Claaa Relll211''ks Cz
.3
LL PI I Org
15.2 0 SM
l 23.6 0
I
I
!
I
SR~Dlt.\ Lt\.KE. 2 C\.OJ~~:.:
,:;RI\QP\i-:oN PLCT.S
'2:-C. 9-, f.. ....... c ··~'=-0.. :··\ 2.0 :..
GRID. ,..o I'll'( j:t
PROJ N0'5S II I 1
OWG NO
.,
Ill ..,
n
Ill
::I ,...
n
Q
Ill ..,
Ill
til ,
C"
'<
::1:
Ill ....
tD :::r ,...
U.S. Inches
100 ..
1'\ ~I
'\ 90
80 I
.
' ,,
I
0 ...
U.S. Sieve Sizes
0 0 0 0
(\j 1"1 "'f Ill
I
0
0 ...
I
0
0
(\j
I
I
Hydrometer
0
I ·~
'
10
I
l 20
30
II I II ~"-,
~ ' 70
....
.t:!
Dl
;: 60 s
> .a
i 50 r:: _.
IL.
....
i 40 u c.. :.
30
20
10
0
100
II
I
I
I
I I I
I
I
GRAVEL
Coarse I
,I I
I I I
i! I! I II i
II
10
Fine Coa,.se i
sample Idant1f1catl~n I
Sym Hole lsampi Depth I C1J
J>. RM202 !TRI 22.5-23.5 i
I
I
I
I I
I
j I I
OWN
CKO
DATE. ,
SCALE
'..:
40
1'-~ ,,"
50
60
70
! "" ,, '-.
I I jl
I I
I I
i ' I I
I I !
I j I I II I
iIi I I
80
90
II
I I I I
I
:
I
.1
100
.02 .01 .005 .002 .001 1
Grain Size 1n M1111maters
SAND
I I SILi OR CLAY
Medium Fine
Classification Data unu 1eo
j S Org Clus Re•arks Cz LL PI
I i
I I
I
I I
I I j
I I I I I
F'B
PltO.i NO !'-S 111 1
~ c -;:. ":_ ...... c ·-::.. -:... '·' ;:. c ~ OWG NO
"tl
l't ..,
n
Ql
:I
~
n
0
01 ..,
01
Ill ..,
C7
'<
:E
l't -10 :::r
~
..
100
90
eo
70
""' a
-; 60
'S
>-
.D
L
II c -II..
""' c
II u
L
II a..
50
40
30
20
10
0
100
U.S. Inches
I, K
I I I
I
10
GRAVEL
Coarse I Fine
Sample Identification
Sym Hale samp ' Depth
.t> RM206 2 5-7
r--.. ~
0 ....
U.S. S1ave Sizes
0 0 0 0
N UJ "'' Ill
l
0
0 ....
l
0
0
N
~ ~
~""
\
f\
'1.,.
I
.1
Grain Size in Millimeters
SAND
Coarsej Medium I Fine
Class if 1cat 1on Data
Cu Cz LL PI X Org
I
i
Hydrometer
0
10
20
30
"0 no .,
n no
40 :I ,...
n
Q
Ill .,
50 Gil no .,
c:r
""'
60 :a:: no ... .,
::l' ,...
70
BO
90
100
.02 .01 .005 .002 .001
SILT OR CLAY
Unified
Class ReMarks
FB
GRID ""0H.10. R
OWGNO
.1.1 .c.
Cll
100
90
80
70
.. 60 I
> .a
i 50 c::: ...
II.
.1.1
i 40 u
'-II a..
30
20
10
0
100
u.s. Inches
I ~' I .
.~
r' 1'\
10
GRAVEL
Co a!" sa j Fine
Sample Ident1ticat1cn
Sym Hole Sampi Depth
A RM207 4 I !5-i7
!
!
i
I
l ;
I
II
~,
\
\,\
'
0 ..
U.S. Sieve Sizes
0
0 ....
I
0
0
N
II
~
!"'
" ''
. I I
1 .1
Grain Size in M1ll1metel"a
SAND
Coeraej Heclium I fine
Clus H icat ion Oat a
Hydrometel"
0
10
20
30
40
50
60
70
80
90
100
.02 .01 .005 .002 .001
SILT OR CLAY
UM1f1ed
Cllt88 Rellal"ka cu cz LL
'
I
I
PI s Org
!
'c~~C:LE\ li\KE PRCJEC.i
::".:.P,.i\t:Jf'.TlOt\1 PLQ1::
SCR'E..~cu:. R~v\=-.ci
FS.
GRIO . .,.,o~o~,t.ll,
PROJ. NO;r., · , ,
OWGNO
"tl
Ill ,
n
Ill
:I
r1'
n c
Ill .,
Ill
Ill .,
r:r
""'
!E
Ill ..
tel
::I
r1'
•
tOO
..... s:.
01
90
eo
70
; 60
31:
>-
.D
~ 50 c: ...
b..
.....
i 40 u
L
II c..
30
20
10
0
100
«"
u.s. Inches
C\1
' ... ..,. NCO
I ' '' C\1 ... .... (0'1 ....(0'1
l l
I
I I ! i I I
l I• I
I
10
GRAVEL
Coarse I Fine
0 ..,. ....
I I
I
I
I I I I : I
I I
I I
I
I l i
I I I
I I
i I
I
I
I
' I
coarse\
Sample Ioent1f1cat1on
Sym Hole Sampj Depth cu
A RM208 I 3 I 12.5-14.5 I
0 AM208 2 I 7.5-9.5 I 7
I I
I
I 1
i I I I l I
u.s. Sieve Slzes
0 0
0 0 0 0 0 0 C\1 ('1 .,. 10 .... C\1
~
\
I\
I
.
. 1
Grain Size 1n M1111metera
SAND
Medium I Fine
Class1t1cat1on Oat a
Hydrometer
0
10
·.
20 \ .
\
~\
30
40
50
I~
\
\
\
60
1\
\
70 \ \
\ \
80
f'\
'· ~.
,'\
'· '\
' 90
'~
100
.02 .01 .005 .002 .001
SILT OR CLAY
Un1f1ed Remarks
Cz LL PI I Org Class
28 4.5
1.1 25.3 0
I
I
I
I I I
FB ,.. ~ ~~'0 ~---~:-;-E-.. ,-,-z.--1·,-;;;--~!':':!. ':~~ .. ~!;I':T~~!fi!;. .. t~!:; I
SRt\L'L~'\' Lr\K[ PRCJ:::.~-:;
__ G ~f.. D !\ ll. () ~\ ? t Cl' S
:?,ORE.HC\..'!... ql"'.~C~
GRIO \-\CME."
PROJ.NO !:;Sill I ..-..~-'"""""------!
SCAL.E
·----·-~·-OWG NO
"ll
Ill ..,
M
Ill
::l ,....
n
0
Ill ..,
Ill
Ill ..,
tf ...
s:
Ill ...
ID
::1 ,....
.
,
100
90
eo
70
.l<J .c
Dl
: 60 s
>
J:l
'-CD c::. ...
ll...
.l<J c::.
CD u
'-G) a..
50
40
30
20
10
0
100
u.s. Inches
I \ l
~
10
GRAVEL
Coarse T Fine
Sample Ident1f1cat1on
Sym Hole Samp Depth
t. Rl~209 2 12.5-14
'•
' ' !'--..
0 ..
Coarsej
Cl.l
U.S. Sieve Sizes
'· '"-.
0 0 0 0 N l'l .., ltl
I
)!;
f\
~
\
~
0
0 ....
T
\
. 1
0
0
N
Grain Size in M1llimstsra
SAND
Hadium I F1ns
Clllss1f 1cat1on Data
Cz LL PI I Org
Hydrometer
0
10
20
30
"D
Ill ..,
n
Ill
40 ::;,
~
n
0
Ill ..,
50 lit
Ill ..,
C'
""'
60 X
Ill -tel
:::f
~
70
eo
90
100
.02 .01 .005 .002 .001
SILT OR CLAY
Unit 1ed
Claaa Remarks
1'8 .
G RIO "" C t-'1 E. P._
PROJHOSS:•i I
OWG J;O
----~
... ..c
Dl
tOO
90
80
70
: 60
11:
> .ca
i 50 c -\1... ...
i 40 u
L
II
Q..
30
20
10
0
100
t"'
i
u.s. Inches
N ...... .. "'t NIXl
I ...... ............ N.,.. .. t"' .. t"'
I I
10
GRAVEL
Coarse T Fine
Sample Identification
0
~ ..
Coersej
u.s. S1eve Slzes
0 0 0 0 0 0 0 0 N t"' "'t Ill .... N
I
~
\
\
I
\
I
\
\
\
\
\
'
1 • 1
Grain S1ze 1n Millimeters
SAND
Medium I Flne
Class 1f 1cat1on Data
Hydrometer
.02 .01 .005
SILT OR CLAY
Unified
0
.
10
20
.
30
40
.
50
60
70
BO
.
90
100
.002 .001
'tl
Ill ..,
n
ID
::J ,...
n
0
Gl ..,
Ill
I'D ..,
C'
"<
:a::
Ill
~
a ::r ,...
Sym Hole Class Re111arks Samp Depth cu Cz
&.. RM210 3 10-12
I
I
OWN ~ J
__ I~&M CONSULTANTS, IN]cl 1-:-::-~-E-'. _li_"l._'•_•_f:_~-1) Il•~ ... ~ .. •• "'""''""•••• •·•~~••• •~"wa•o•• J
CKO
'--------
LL PI s Org
' ;
b R "-0 L E Y L.~ K E ? R 0.: E. .: "7
~.,Rf\0 "-,\~ON ~LCTS
. \30 R L H 0 L E R M 2.':.0
F'!l
GRIO r<e 1'\ 1. 1\
PROJ.NO ,s;. 111 1
OWGNO
.
OWN
...
100
90
eo
70
"" s::.
01
; 60 :s
> .a
'-ID c ....
II..
"" c
ID u
L
41
Q..
50
40
30
20
10
0
100
C"'
u.s. Inches
('\) --.... ... ., ('\lt!J
I --.... --....--....
('\) ... .... C"' ... (")
I ''·!..._
I
I
10
GRAVEL
Coarse I fine
u.s. Sieve Sizes
0 0 0 0 0 0 0 0 0 .., ... ('\) C"' .., I() .... ('\)
I I
~~--11'----.
~
' t.
\
\
" \
I
1 .1
Grain Size in Millimeters
SAND
Coarsej ~et11um l nne
Hytlrcmeter
\
'
1\
\
\
\
\
\
It
.02 .01 .005
SILT OR CLAY
0
10
20
30
40
50
60
70
80
\ 90
100
.002 .001
Sample Iclent1f1cat1on C:lass1 r 1cat1on Data Un1t 1ed
Sym
AI
IJ
Class Remarks Hole samp Depth Cu cz LL PI I Org
Rl-12!1 4 15-17 I
RM211 2 12.5-14 22.7 4.7
'
~~ J II~~~. c:~~"7!~L:.T~~-YS!~.~~!?~ (I
II
'---------~)
i:; R ,; C L;. \ I,;..:..,£...
:,. F\r..C::E\i1C :--~.
B c ~-:. '-\ o L.:..
P 1=\C ~ E ::..7_
?\..C'"':";;
R ~~ '2..:..:..
FB
GR!O '-CM!'."-
PROJ. NO !:; '!. 1 , • ,
OWG NO
~
0 ..,
n
0
::;) ,..,.
n c
;;J ..,
:I
" ..,
e
"<
:E
ct -ICI
:::1 ,..,.
·.
I
.. r.
"'
100
90
80
70
i: 60 s
> .a
; 50 c ....
~ ..
~ 40 u
L • a..
30
20
10
II
0
100
U.S. Inches
•l I j \ l j ~ l ! 1: \I
\
!....,_
"'" I \
l I
I 'T I: I ,
Ill
[\
0 ...
U.S. Sieve Sizes
0 0 0 0 N rt'l .., \fl
' I
0
0 ...
~T
0
0
N
I\,
l
I I I \ I
I
. I
I I I \
I L I \
! 1\,
I I I \
I I i
I iljl \ I I I I i I I
i I
I
I . '
~
I "' """
II ~
10 .1
Grain Size in M1llimatara
GRAVEL SAND
Coarse l Fine Ccarsej Hedium I Fine
I
Sample IdentH1catlon ClassH 1cat1an Data
Sym Hole j samc1 Deeth cu Cz LL PI s Org
t. Rf.\': • i 5 13.5-15 i 22 I 1.4
r I
i . i .
I I
I i
I I I I
1 I ! I
•·::::;::H-;:\ I
·>-'-'I I vI ~ j '-----------..
OWN
CKO I ~~~-~~~o~~L:.T~~T~~-~~;:,:
SCALE l'---------'1
Hydrometer
0
10
I !
I
l I I
20
30
"tl .. ..,
n
Ill
40 :I ,...
n
0
1:11 ..,
50 ID
I'D ..,
cr
'<
60 :E
II ...
II) ::::r ,...
70
I
I 80
90
100
.02 .01 .005 .002 .001
SILT OR CLAY
Unified
Class Ra111arks
I
FB
(;RIO '"'o 1"\ 1i. "-
PltOJ NO';; I' I I
OWG NO
u.s. Inches
(\j .. ...... ... ..... C\lCD
I ...... ............ 0
!') C\l ... ... !') ...C"' ..... ...
100 -I I I,
90
80
70 I
~ .r.
1:11
; 60 ...
> .a
i 50 c. ... u.
.... c. 40 II
IJ r..
II
Q..
30
20
' !
II I i I
I I ! : I
I
I
I
' i I
Ill I I
iO
0
I
I I
100 10
GRAVEL
I I Coarse Flne Coarse!
Sample Identit1cat1cn
Sym Hole samp DePth cu
t:.. AM214 1 2.5-4.5
Cl AM214 I 6 22.5-24.5
0 RM214 I B I 32.5-34.5
l :
u.s. Slave Slzes
0 0 0 0 0 0 0 0 C\l !') ..... 10 ... C\l
~ ~ l
~ )<:
f\
f\
I
, I
'
I I I
1 .1
Grain Size in M1111metars
SAND
Mecl1um I F1ne
Claas1f 1caucn Data
Cz LL PI ' Ol"'g
27.9 ' 3.8 ! I
I
i I
i i !
'
l
I
I
Hydrometer )
0
10
\ 20
\
\ 30
40
I 50
I \
\ 60
\ .
\
I \
I 70
I .
80
I
11
II
90
100
.02 .01 .005 .002 .001
SILT OR CLAY
Unified
Clees Remarks
'
F9
GAIO;.;.ol"'t.4".,
PROJ.NO !i. ~11••
OWG HO
"tl
til ..,
n
111
;I ,.,..
n c
Ill ..,
Ill
til ..,
D'
"<
:1:
til ... = :::r ,.,..
~
•
100 II
90
eo
70
u.s. Inches
I ·~
\
\ I
!
\.
0 ....
..... \
s:.
til
; 60
:k
>-.a
; 50
c: ...
II..
..... c
ID u
'-II
Q_
40
30
20
10
0
100
I
I
I
10
GRAVEL
Coarse I Fine
Sample I dent 1 f 1cat1cn
Sym Hole samp ' Depth
.t:.. RM215 1 2.5-4.5
0 RM215 2 I 7.5-9.5
i i
OWN
t----------
CKO r----·-
OATE 11/<.."7/H:
SCALE
\
\
\ ~~
'
Coersej
Cu
25
i
l
U.S. Sieve S1zes
'~
1
0 0 0 0
N l"' "f 111
1
I "
l
\
I\
'\
0
0 ....
,\
~
.1
0
0
N
--
Grain S1za 1n M1111metera
SAND
Med1um I Fine
Claaa1 t 1cat ion Data
cz LL PI I Org
I .5
I I
' I
i I
Hydrometer
0
10
20
30 ., .. .,
n
Ill
40 :I ,...
n c
Ill .,
50 Ill .. .,
C'
'<
60 s: .. ....
CJ ::r ,...
70
eo
90
1---,
100 -r--.
.02 .01 .005 .002 .001
SILT OR CLAY
Unified
Claea Re111arks
'
F!l .
GRID. ~-<CMt. ~
PRO .I. NO 4 'S I 1 1 1
OWG.NO
...
1:!
1:11
100
90
eo
70
; 60
X ,..
.a
i 50 c .. u.. ...
i 40 u
L
II a..
30
20
10
0
100
U.S. Inches
I I
l
' l I
I
II
;
I I
I
I
10
GRAVEL
Coarse I Fine
Sample Ident1f1cat1cn
Sym Hole jsampl Depth
A RM216 I 2
I
!
!
I
l
OWN
CKO
SCALE
'
I
I
I
I
I
I
l
0 ..
I
Coarsej
cu
I
I
u.s. Sieve Sizes
0 0 0 0
N C'1 "' 111
I
I :
I
.
I
I
0
0 ....
I
. 1
0
0
N
i"'
\
\
\
Grain Size 1n Millimeters
SAND
Medium I Fine
Class1f1cat1cn oat a
Cz LL PI s org
25.3 ! 0
I I
i
:
Hydrometer
0
10
20
30
"D
" .,
0
" 40 ::l ,... '\
\
n
0
Gil \ .,
50 • II .,
1:1
'< 1\\
60 X
" -\
\ IQ ::r ....
70
eo
1\ 1'1"-,
f"
'j 90
100
.02 .01 .005 .002 .001
SILT OR CLAY
Unified
Class Ae•erka
i .
APPENDIX D
= R&M CONSULTANTS, INC.
I!NGINEEAa O•OLOOI•T a PLANNERS SURVEVOJ:IS
()¥d<j:
CKO:
SCALE.
5. 0-=:::::::l===+==±;::;:=i ' h ' -1---_,.
(/)
0 1. 0 '---/.,4::.::--_----if--~---~t_,-_-:_-_-_ ... _...i
Q. lj/ g /
' I tt o.ol , I I I I
5,0;_-~l __ _,_ __ -;----.,
4.0L---~~---~~,~.~-~.~.-+-----;
I
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3. oL-:.:.:.7.,!.'-:..-----1--~---;
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-t.oo 0[J-----~~------;~o----~~~,----~2o
.:.x: al S!ra1n. 0 "o
Sr.eor Values
~ =------
c 0 -------:ons,..,q ft
'·'
':ormol Stress, tons/so 't
LINE SYMBOLS: ········ ----·--
Tnt No. 1196-4-1 ;196-4-2 1196-4-3
Type Of SpeCiftlen I ST ST i ST
C IOU! fiCO liOn
Htltlll, in HoI 6.3 6.3 6.3
Oiometer,lll Oo I 2.8 ! 2.8 2.3
~ Ll~w~o~t~e~r~e~o~n~t~e~n:t ___ ~·; ~W~o~~--~2~9~-o~~~~--23i7 ___ •~~+1--~¥0~-~-or------o/c-o~
!L_~v~o~ld~r~o~t~lo~----~l·~·~'_l/.J0~4~~r'~'~·£0~C~·~t-~/~,o~~~·c~j-----~~
I So I I 00 %1 lor; %\ I!JtJ "'o '% Soturotion
Or y dtnllt lb/cu H I Yd I 53 1 a4., I ;:; ;; . "'
•.... 0/.ol %1 % L~w~o~t~e~r~e~o~ft~t~e~nl~--~~~-~----~~------~+------;zr----~~
• 0 '0 I 0/o J o/o OJ.. :L-~S~o~l~u~ro~t~l~on~----~~S~c~------~"~------~------~r-------~
~ Consoti<lotion r-1• I ?_ ! ~ ~L-1p~r!t•~·~·~IO~n~s~/~o!qlfLf~V~<c~--~--~~--~----+-~~---r------~ = Void ratio "G I
OJo
GU cu
Minor princi~~~ l"• 00 1 2 00 I 4.00 .l_~.~~r~•~·~·~to~n~al!ta~g~L_L!]~~-~···~~-1~~~·~~-tl~~:---r-------~
~Li_!5~t~ro~i~n~R~o~t~e~IO~-~io~/m~~··n~~~~8~.~1~-+~4~6~.~4~_l~~~7~.~9--~------~
Time to toiiure :6 j 27 I 24 :
t.!oio• principal 1... 3 05 1 5 65 I 'i n I ''''" tons/In It u I • · · ·
I "' 1 o.'o! .:? 0/o "/o I L~w~o~t~·~·~·~o~n~t•~n~t~--Liw~,~~227 __ ~,0~~33~--:r~-~-~~~.------~.1 _Ll~v~o~l~d~r~a~t~io~-----~~~~,·--------il ________ ti'~~~--~'· -------j
~~L~L--------------~3~2~.4L_~~~3~1~.a~i'~3~5~.~~t~----1
... PL 26.2 I 26 I 1-':)
Pt ii.2 I /(:. 9
Gs I
FB:
?ROJ.NO:!O'l>llll
::::"NC.NO:
25.0 •
::
~20.0 ' "' c:
0 -
I ..l ' I 'C_ I I
I )-I I . t
;._.L._ -----t---
.l .r I
==+: ~ I
~ 15.
m=:j
0 : .
~-~ 1--r-:-' I
c: ..
~~ .... u
~ 0 10. ..
"' .. ... -(/I
0
0 5. 0
~:
<:1(0;
c. u c:
0.::
~ 11.1 -~-..
6
.... 0 • ~ 0 ..
Ita:: ..
Ill
~ 2 -en
"
. l
.l
. [
DATE: 1\J::.t.te!S
SCALE:
I ..
I~ ~! ,..,·1~
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'
' -mll • .......-:' . ' 1 ' :..;.--, ' I : I ll I ' :7: I .l
i i 1
T
I
' ' ' liT
I
I
£. I rr """-""'-... ' ;
I l,i '"'-......... t>_~ V I
I
I l
I J. :I -~ ' ILl 7
lT 'T• :1
I I : i
TT1 ' TT I· l
I
Shear Values
0=------
fon 0
C = --------tonohq II
--0'
"' ......
"' c:
0
...
0
"' s:;
(/I
3 ( . t ' ,,
! I TTl
I I
2
' ' ' ' I I 1
' I
I ' 2 '
I I I ' I I
: I I I
!
1 I I
I T
I
I I I
•• ..-,, ' 1( ' '-I .T
''': , t I .
. f I I
I I ' v. "' I
i v . ir
T ·I I T -v r : ' TT 17: 'I I
I 1
0.0 5.0 10.0 15.0
Normal Stress,
20.0 25.0 30.0
fonsisq tt
LINE SYMBOLS·
Tut No. COMB-2 . .\ ICOM6-2E r-n~AR-;:~r.
Type of Sp•cornen REM P. :-r·' p.;:: I' i
Cloal!fleot•on
Helv Ill , In Ho 6.0 6.0 5.3
Diameter, In Oo 2.4 2.4 i.4 ;;
Wo 10 o/., 9.9 O/o 8.7 % ;: Wat•r conUftl -.: Void ratio •o o.~ Cf 0.31 6.~7
Sotwrotlon So Cf::l. % '34-0/o CC7 'Yo
Orr dually lb/e11tt )d 110. {) 127.2 131.9
We 0/o O/o 0/o Water content -• {! Soturotlon Sc 'Yo % 'Yo e Conaolldotion rc 1 2 4 .!'! P"rnt. ton s/ta It .
Cl) Void ratio ...
Type Tett cu cu cu
-. Minor princ:':~ atreu tons • ft 1 r~ i 1.01 2.00 4.00
Strain Rott 10-3 tn/min 47.8
.
u "-. '5' 44.4 ...
TIme ta failure 11.20 27 21
Mojar prlnei':! atren font • It o, 11.20 18.35 30.54
Woter content Wf !(',{,% 10.2 % a s %
Void ratio If -0 lL i6.6 c: -...
PL 13.5
Pl 3.1
I ; . :~? ~f .., (,f Gs •I I ) , ', < t
(re:
'Yo
ok
%
%
0 /o
.BRI\OI..E.Y 1../>.\C.E. Pf..C.J~c.:T
\Rl~t-.1./l\L SHE.t\R C>-.1~
SI-.MPl.~~ ~~. ~0~··.~-2.~~~-.... c.
GRIO:I-IOMEII..
PROJ .NO: 5::>11 I I
DWC.NO:
25. o---__,..---r--,r-;-,
t. I l _l --
iii /
g_ s.otrA.:::~iA~±~.,~--+--t-:..:_, 1-h-+~+-+-+--J-,-;--1
-~ I I I I
--
-2.od0~~ .. ~~~--~~~o~--_.~,~~----~zo
.hia! Stro1n. 0/0
Shear Values
0=------
ton :j
c --------ton'!lt'!Q tf
::
...
0 ..
.t::.
tfl
]
'·I
0.0 5.0
/
1
10.0
I I
15.0 20.0 25.0 30.0
Normal Stress tons/sq tt
LI~E SYMBOLS:
Tnt No. flMt9B-4
C taostflcation I
l
I Ho 3.0 2.3 2.9
I Do L4 L4 1.4
Saturation So
Dry density lb/cuH l'd 1o::;.7 110.7 1 1
water content We % % %1
'.1
~L~~~~~~---~~-----~~o+-----~~~ot-------~-oil ___ a_~1 ~ Saturo lion , Sc
~L_lc~a~n~·~o~li~d~a~li~o~n~L-f~~~--11 ____ 1---~2---t---~4---TI _____ _, • pnu .• tons/soft c
1 "' I Void rotio <'o I
I GU cu r::u
L~M~i~no~r~o:r~i~nc~i]o'io~I~_L!r]•jl_~'~'~--1--:2:·~00~-t--~~~-0~0~-r------~ atre1s toniFICI ft 0 o •• t... ~L-~s~t~ro~i~n~R~a~t~e~I0~-~3~in~/m~in~l-~~~u~.--1i'_~22:·~·9~-fl~:~-1~.~7~· --r'------~
1il.67 25 I :3 I Time to fa iture
0
c:
II..
Major princiool 01 1treu lonstsqll i Woter content Wt
Void ratio •t
LL
PL
Pt
Gs
i'J .67 i
l ~2. 7
I :s I ~ I
I :; I .;.7 ! .<. '1 I
I .: .lo
ov.N: "[3");~ \I
1-CK-O-: ------, R&M CONSULTANTS, INC. I ~Ri\OLEY \.."-Kt. PRe..: ::c..T ___ _
fB:
............. .,. • .,,..,,.,.,. ., ... -•• ou•.,••o•• j DATE: \fL.t,J;:;:s
SCALE:
l'R1..f\'t-..l.!\L SHEAR D~Jt\
SA \JI ~\.! S ~.i:"' ~ C~~ l.) ~ 1-'2.,1118·'
PROJ .~<0:$!:>1111
DWC.NO:
·.