HomeMy WebLinkAboutGeotech Invest and Pile Load Testing Program for The Bradley Lake 115 kV Trans Line Homer, Ak 1987BJlA
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Alaska E~ergy Authority
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GEOTECBBICAL IRVESTIGATIOR ARD
PILE LOAD TESTIRG PROGRAM FOR.
THE BRADLEY LAD 1150
TRARSHISSIOR LlliE HOMER., AK
DATE
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ISSUED TO
HIGHSMITH •2-222
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Golder Associates
CONSULTING GEOTECHNICAL AND MINING ENGINEERS
REPORT TO:
DRYDEN & LARUE
ANCHORAGE, ALASKA
GEOTECHNICAL INVESTIGATION
AND PILE LOAD TESTING PROGRAM FOR
THE BRADLEY LAKE 115 kV TRANSMISSION LINE
. HOMER, ALASKA
Distribution:
5 copies -Dryden & LaRue
Anchorage, Alaska
4 copies -Golder Associates
Anchorage, Alaska
4 copies -Golder Associates
Seattle {Redmond), Washington
July 1987 873-5064
GOLDER ASSOCIATES, INC. • 410<1·1~TH AVENUE N.E., REDMOND (SEATTLE), WASHINGTON 98052, U.S.A. • TELEPHONE (206) 883-0777 • TELEX 5106002~4
OFFICES IN CANADA • UNITED STATES • UNITED KINGDOM • AUSTRALIA
July 13, 1987 i 873-5064
TABLE OF CONTENTS
Page No.
1. INTRODUCTION 1
2. FIELD INVESTIGATION 3
2.1 Drilling Program 3
2.2 Peat Probs 3
2.3 Geologic Mapping 4
2.4 Pile Installation and Extraction 4
2.5 Pile load Test Program 5
3. GEOLOGIC AND HYDROLOGIC CONDITIONS 6
3.1 General 6 3.2 Plateau 6
3.2.1 Test Site GA-20 7 3.2.2 Test Site GA-40 7
3.2.3 Test Site GA-80 7 3.3 Uplands to Power House 8
4. RESULTS OF PILE DRIVING AND LOAD TESTING 9
4.1 Pile Driving 9 4.2 Uplift load Test Results 10 4.3 lateral Load Test Results 11
5. TOWER FOUNDATION AND ANCHOR SYSTEMS 12
5.1 Plateau 12 5.2 Fox River/Sheep Creek 12 5.3 Landslide 13 5.4 Uplands to Powerhouse Area 13
6. FOUNDATION AND ANCHOR DESIGN RECOMMENDATIONS 14
6.1 Plateau 14
6.2 Fox River/Sheep Creek Valley 17
6.3 Landslide Area 18 6.4 Uplands to Powerhouse 19
6.4.1 Rock Bolting Requirements 20
6.5 Factor of Safety 20
7. CONSTRUCTION OBSERVATION AND TESTING 21
8. USE AND WARRANTY OF REPORT 22
Golder Associates
July 13, 1987 i i 873-5064
LIST OF TABLES
1. Summary of Pile Driving and Testing
Golder Associates
July 13, 1987 iii 873·5064
LIST OF FIGURES
1. Site Location Map
2. Field Exploration and Testing Location Map
3. Uplift Pile Load Tests -Test Site GA-20
4. Uplift Pile Load Tests · Test Site GA-40
5. Uplift Pile Load Tests -Test Site GA-80
6. Plot of Piles and Structural Interpretation-Headlands Area
(Fox Farm to Powerhouse)
7. Summary Uplift Pile Load Tests Data
8. Recommended Design Criteria -Uplift Capacity H-Piles Plateau
9. Summary Lateral Pile load Tests
10. Recommended Design Criteria -lateral Capacity H-Piles Plateau
11. Typical Pile Foundation/Anchor System
12. Typical Soil Anchor Rock Bolt Foundation/Anchor System
13. Recommended Design Criteria for H-Piles in Fox River Valley
Golder Associates
July 13, 1987 iv
LIST OF APPENDICES
APPENDIX A. Field and Laboratory Data
APPENDIX B. Pile Installation and Inspection
APPENDIX C. Pile Load Test Setup
APPENDIX D. Pile Load Test Results
Golder Associates
873-5064
July 13, 1987 1 873-5064
1. INTRODUCTION
The Bradley lake hydroelectric power project, under the overall
management of 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 & laRue Consulting
Engineers, has conducted a two phase geologic and geotechnical
investigation for the proposed Bradley lake transmission line. Phase I
was completed in February·1986, and provided a detailed assessment of
the geologic and geotechnical conditions impacting the selection of an
appropriate transmission line route. The results of the Phase I
investigation were presented in a report entitled "Geological and
Geotechnical Site Investigation for the Bradley lake 115 kV Transmission
line". Phase II, -which is summarized in this report, has included a
field exploration and testing program to determine the constructibility
and specific design criteria for the selected foundation systems.
The combination of both Phase I and II provide a comprehensive
evaluation of geological, hydrological and geotechnical conditions for
the Bradley lake transmission line as well as expected construction
constraints, and recommended foundation systems. Figure 1, shows the 20
mile long electrical power line which will connect the proposed Homer
Electric-Soldotna transmission line wit~ the Bradley lake powerhouse.
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 swings southeastward crossing
Fox River/Sheep Creek and Sheep Creek traversing the low relief alluvial
floodplain. On the south and east side of the Sheep Creek/Fox River
lowland, the route traverses the foothills of the Kenai Mountains along
the south side of Kachemak Bay until it intercepts the proposed
powerhouse.
Prior to the initiation of the Phase II investigation Dryden and laRue
completed a study to determine the design criteria for the transmission
line. The results are included in a report to the Alaska Power
Authority entitled "Alaska Power Authority, Bradley lake 115 kV
Transmission line, Basic Design Manual, February 1986". The study
included a structure selection analysis which resulted in the steel X-
Tower being selected. The steel X-Tower was designed to be installed on
steel H-piles. In addition, steel H-piles would be used for anchors to
support uplift loads.
Golder Associates
July 13, 1987 2 873-5064
The Phase II study consisted of a detailed field investigation including
additional field mapping, borehole drilling and pile driving and
testing. The primary purpose of the investigation was to ascertain the
major soil and rock conditions as well as to determine the
constructibility and design criteria for pile foundations and anchors.
Specific objectives of the Phase II investigation are listed below:
• Determination of subsurface stratigraphy at the pile load test
locations and other locations along the transmission line route
t Assessment of driveability of piles in glacial till and Kenai
Group materials
t Determination of uplift capacity for piles in the glacial till
and Kenai Group materials
t Determination of lateral capacity for piles in glacial till and
Kenai Group materials
Golder Associates
July 13, 1987 3 873-5064
2. FIELD INVESTIGATION
The Phase II field investigation was intended to supplement the existing
information collected from previous studies and to investigate the
specific stratigraphy at each test location. In addition, piles were
driven to determine driving characteristics and tested to determine
uplift and lateral capacities. Specific elements of the field
investigation include
t Drilling boreholes
t Conducting peat probes
t Geologic Mapping
t Pile driving
t Pile testing
Each element of the field investigation is described in more detail
below.
2.1 Drilling Program
Our drilling program consisted of drilling, samp·l,ng and instrumenting a
total of nine boreholes along the proposed transmission line route as
shown in Figure 2. Six boreholes were drilled west of the Fox River
Valley in the Plateau area using conventional auger drilling methods and
Nodwell support vehicles. Three additional boreholes were drilled in
the landslide Area, on the bluffs east of the Fox River Valley, using a
combination of auger and rotary air drilling methods and helicopter
support for the operation. The boreholes were drilled by Denali
Drilling, Inc. of Anchorage, Alaska (subcontractors to Swalling
Construction Company, Inc./Underwater Construction, Inc. joint venture).
At the completion of each borehole, standpipe piezometers were
installed, with the exception of Borehole GA-50, where a thermistor
casing was installed. Further details of the explorations in each area
are discussed in Appendix A, as are general procedures and
instrumentation installation and monitoring details. The results of the
drilling program are discussed in Section 3 and the borehole logs are
presented in Appendix A.
2.2 Peat Probes
A series of peat probes were completed along various portions of the
proposed transmission line route using a Oakfield hand-operated solid
flight auger and Chance Probe. locations of each probe and associated
depths to the base of peat are shown on Figures A-12 through A-14, in
Appendix A.
Golder Associates
July 13, 1987 4 873-5064
The purpose of each peat probe was to determine the depth and general
spatial distr1i.i•ttion of fibrous peat deposits along the proposed route
and in particular at or around each tower location. As shown on Figures
A-12 through A-14, peat depths, in some cases, extended beyond 20 feet
which exceeded the capacity of the probing device.
2.3 Geologic Maooing
The regional geology of the project site has been discussed in detail in
our Phase I report . In addition, the report generally characterized the
geology of the project area based on the interpretation of aerial
photographs and limited field mapping which was accomplished during the
Phase I field study.
Phase II field map·ping was conducted to provide additional ground truth
confirmation of features identified during aerial photograph
interpretations. In addition, field mapping was conducted in specific
areas where unusual or difficult foundation conditions are expected or
in areas where the proposed transmission line alignment has shifted from
its original Phase I location. Field mapping was limited to the plateau
area and the uplands area extending to the powerhouse.
Field mapping along the forested section .of the route from the
powerhouse to the landslide area west of GA-150 involved line surveys to
collect structural geologic data and assist in determining unstable
foundation conditions. Field mapping of the plateau area involved a
tower by tower reconnaissance to confirm soil and foundation conditions.
In the plateau area, the reconnaissance was restricted by a small number
of outcrop exposures, and therefore, soil/rock foundation conditions
have been estimated from a combination of field mapping, aerial
photograph interpretation and drilling.
The results of the field mapping are discussed in Section 3, and are
presented on Figures A-~2 through A-14, in Appendix A.
2.4 Pile Installation and Extraction
A total of sixteen test piles and sixteen reaction piles were installed
at Test Sites GA-20, GA-40 and GA-80 during the period between March 19,
1987 and April 3, 1987. The test piles consisted of new H-piles (10-
inch, 12-inch and 14-inch) and pipe pile (12-inch) sections that were
driven to depths of 9 feet to 24 feet, as summarized in Table 1. All
piles were driven with a Tramac BRH 750 hydraulic impact hammer with a
rated energy of 3,000 ft/lbs per blow at a minimum frequency of 500
blows/minute. Predrilling (8-inch and 12 -inch) was required at some
locations to extend the piles to their require depths. In addition,
some piles were driven with protective pile tip. All piles were
installed by Swalling Construction Company, Inc./Underwater
Construction, Inc. joint venture of Anchorage, Alaska.
Golder Associates
July 13, 1987 5 873-5064
At the completion of the pile installation and load test program, a
single pile at Test Site GA-80 was removed to inspect for any damage
during driving. In addition, the weld on the pile section was removed
and returned to Dryden & LaRue for further inspection and testing.
Additional details regarding this installation of piles at each location
are presented in Appendix B .
.
2.5 Pile load Test Program
lateral and uplift tests were performed on selected piles at Test Sites
GA-20, GA-40 and GA-80, as indicated in Table 1. Both cyclical and
quick uplift tests were performed in general accordance with the test
methods outlined in ASTM 03689, Individual Piles Under Static Axial
Tensile Load. The lateral tests were performed in general accordance
with standard methods of testing outlined in ASTM 03966, Piles Under
Lateral Loads. In addition to the tests performed in general accordance
with ASTM methods, four additional simple uplift tests were performed on
selected test piles and reaction piles after the completion of the
initial phase of the test program.
Throughout the testing, duplicate systems of data acquisition were
maintained as checks on the accuracy of each, and as backup for the loss
of any one system. Typically, two dial gauges were mounted on either
side of the pile, along with two wireline systems. A third system,
consisting of an engineer's level was also utilized to record
displacements off of a scale mounted directly to the test pile. The
engineer's level was also used to monitor movement in the reaction
piles.
The pile testing program was supervised by a geotechnical engineer who
directed the testing and recorded the test data. Results of the pile
load tests are discussed in Section 4. Further details of the test
procedures, set-up and data are presented in Appendix C.
Golder Associates
July 13, 1987 6 873-5064
3. GEOLOGIC AND HYDROLOGIC CONDITIONS
3.1 General
The general geologic and hydrologic conditions along the proposed
transmission line have been previously discussed in our Phase I report
entitled "Geologic and Geotechnical Site Investigation for the Bradley
Lake 115 kV Transmission line". A summary of these conditions along the
plateau and the uplands areas extending to the powerhouse is presented
below. With the exception of several shallow peat probes, no additional
field work was performed in the Fox River/Sheep Creek area and,
therefore, no further discussion of the geologic and hydrologic
conditions in this area is provided.
3.2 Plateau
The plateau area consists of a broad, rolling, swampy plateau which
drains to the northwest into the headwaters of Sheep Creek ;nd to the
south into the Fox River. Kenai group sediments, underlieJ,the entire
plateau and are overlain by glacial till and peat. The geologic
conditions along the proposed transmission line route are summarized on
Figures A-12 through A-14, which are presented in Appendix A of this
report.
Glaciation has had a major influence on the present topography and
subsurface soil conditions of the plateau area. A portion of the lower
areas of the plateau are poorly drained resulting i n fibrous pelt
d its whi c extend to depths in excess of twenty feet. The higher
areas {maximum relief is approximately 200 feet) are typically well
drained and support moderately dense stands of Sitka spruce and birch.
The combination of geologic mapping and exploratory drilling along the
proposed transmission line route indicates that the glacial till unit
thins or is absent along the bluffs bordering the Fox River/Sheep Creek
flood plain. The glacial till unit also appears to thin in those areas
with the greatest relief. In general, the glacial till consists of a
silty, sandy gravel with obse~ved boulders ranging up to a maximum
dimension of ten feet. Interbedded layers of hard compact silt
typically occur within the glacial till.
Underlying the glacial till is the Tertiary Kenai Group consisting of
gently dipping, poorly indurated, siltstones, sandstones, claystones,
mudstones, coal and lignite. The Kenai Group generally forms the bluffs
bordering the Fox River/Sheep Creek valley. Throughout the remainder of
the plateau the Kenai Group generally has the thinnest mantle ·of glacial
till along hill tops where the elevation is the greatest.
Golder Associates
July 13, 1987 7 873-5064
Most peat deposits have accumulated in poorly drained depressions left
by glacial erosion or deposition activity, and in low gradient areas
marginal to streams. These deposits contain abundant fibrous remains of
mosses, reeds, sedges, grasses and other bog vegetation. The results of
the peat probes conducted at all tower locations within or adjacent to
peat areas are shown on Fi g e A-12 through A-14, in Appendix A.
Groundwater conditions throughout the plateau area are controlled by the
shape of the original topographic surface following deglaciation. A
shallow water table is co~mon in peat areas, which are indicative of
topographic depressions formed during the most recent glaciation.
Shallow groundwater (less than 20 feet) was generally not en countered
where the elevations were greatest. Groundwater conditions were
estimated at each tower location based on visual inspection of the site,
review of aerial photographs and correlation with boreholes and
piezometric infor~~tion in the area.
3.2.1 Test Site GA-20
The stratigraphy at Test Site GA-20 consists of Glacial till overlying
Kenai Group. The specific stratigraphy is shown on Figure 3. The water
level measured in the piezometer at boring GA-20 indicated that the
static water level is at approximately 30 feet below ground as measured
in March, 1987. This is below the expec ted depth of any piles, and
therefore a wet (unsubmerged) water condition was assumed.
3.2.2 Test Site GA-40
The stra~igraphy at Test Site GA-40 consists of Glacial till, to a depth
of approximately 29 feet, overlying Kenai Group. The specific
stratigraphy is shown on Figure 4. The water level measured in the
piezometer at boring GA-40 indicated a static water level at
approximately seven feet below ground surface as measured in March,
1987. This is within the depth of pile installation, therefore, it has
been considered submerged for design considerations.
3.2.3 Test Site GA-80
The stratigraphy at Test Site GA-80 consists of Glacial till, to a depth
of approximately 23 feet, overlying Kenai Group. The specific
stratigraphy is shown on Figure 5. The water level measured in the
piezometer at boring GA-80 indicated a static water l~vel at
approximately five feet below ground surface as measured in March, 1987.
This is within the depth of pile installation, therefore, i~ has been
considered submerged for design considerations.
Golder Associates
July 13, 1987 8 873-5064
3.3 Uplands to Powerhouse
The upland area is bordered on the north by the Fox River/Sheep Creek
floodplain, and extends to the southwest to the proposed powerhouse. As
shown on Fi~ures A-12 through A-14 and discussed in our Phase I report,
this section of the proposed transmission line route includes McHugh
Complex and Valdez Group rocks, generally southwest of the Bradley River
and glacial till northeast of the Bradley River. A major landslide
identified during our Phase I investigation is included in this segment
of the transmission line.
Bedrock exposed from the proposed powerhouse site to the Bradley River
consists of graywacke, sandstone and siltstone, argillite, and bedded
chert. Line surveys were completed along exposed outcrops and headland
features where preliminary tower sites were located. The results of
these line surveys indicate the McHugh Complex and Valdez Group rocks
are generally medium strong to very strong rock (ISRM, 1981) with joint
spacing approximately 2.5 feet. Figure 6, shows a stereonet plot of
fractures, faults and joints which were mapped as part of the line
survey. Random wedge and toppling failures have occurred along the
headland bluffs and appear to be controlled primarily by mechanical
weathering; i.e. Frost and root action.
The portion of the uplands area extending from the Bradley River to the
Fox River/Sheep Creek floodplain is characterized by glacial till
consisting of silty, sandy gravel with boulders of McHugh Complex/Valdez
Group rocks. A drilling program to determine soil/rock conditions,
indicates that glacial till will form the foundation for most structures
constructed in this section. Piezometers located within the section of
the alignment indicated water levels at depths of 20 feet or greater.
Since this is outside of the depth of expected foundation systems, wet
(unsubmerged) conditions can be used for design purposes.
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Golder Associates
July 13, 1987 9 873-5064
4. RESULTS OF PILE DRIVING AND LOAD TESTING
·A total of 32 piles 'were driven at the three Test Sites, GA-20, GA-40
and GA-80, and 16 uplift pile load tests and two lateral pile load tests
were conducted. A summary of the piles that were driven and the load ·
tests that were conducted are presented on Table 1. Listed below is a
discussion of the results of the pile driving and pile load tests.
4.1 Pile Driving
Prior to the start of this test program it was specified that piles be
driven to their target depth, or to a refusal penetration rate of six
minutes/foot. The refusal penetration rate was established to prevent
potential damage to either the pile or the pile driving hammer. The <
specific refusal criteria of six minutes/foot was based on experience )
with similar pile driving hammers.
All of the piles driven at Test Site GA-40 and GA-80 achieved the ir
ta rget depths prior to exceeding the refusal penetration criteria.
Although the near surface stratigraphy at both Test Sites GA-40 and GA-
80 consists of Glacial till, with the groundwater table near the
s urface, the specific materials at each site are different. Test~ Site
GA-40 co nsists primarily of sandy silt, while at Test Site GA-80 it is
primarily silty sandy gravel. Piles driven at these two sites included
H-piles, (10-inch, 12-inch and 14-inch), and pipe piles (12-inch) with
and without pile tips. The piles were driven to depths of between 9.5
to 24 feet. The specific driving records for each pile are shown in
Figures 4 and 5, for Test Sites GA-40 and GA-80, respectively.
The stratigraphy at Test Site GA-20 consisted of approximately seven
feet of Glacial till overlying Kenai Group. The static groundwater
table was at approximately 30 feet below ground surface. All the test
piles were driven through the Glacial till but met the refusal criteria
after penetrating only a couple of feet into the Kenai Group. After the
initial piles indicated that penetration into the Kenai Group could not
be achieved, a program of preaugering was implemented to determine if
penetration into the Kenai could be achieved in a preaugered hole, and
if additional penetration into the virgin Kenai material could be
achieved with preaugering. The results of the preauger and subsequent
pile driving are summarized on Figure 3. The results indicate that both
H-piles (12-inch) and pipe piles (12-inch) can be driven through the
Kenai Group in a preaugered hole as small as eight inches. However,
additional penetration beyond the preaugered depth in the Kenai Group is
limited to one to two feet.
Summary plots of penetration rates are shown on Figure 3, 4 and 5 for
all piles driven. Individual penetration records for each pile are
presented in Appendix B.
Golder Associates
July 13, 1987 10 873-5064
Based on the pile driving conducted at the three Test Sites it is
considered that H-piles up to 14-inches, and pipe piles up to 12-inch
diameters can be driven through saturated Glacial till similar to that
at tests sites GA-40 and GA-80 with a hydraulic impact hammer rated at
3000 ft-lbs, and operating at 450 blows per minute. However, neither H-
piles (12-inch) or pipe piles (12-inch) can penetrating more than a
couple of feet in the Kenai Group without preaugering. Both pipe piles
(12-inch) and H-piles (12-inch) driven through a preaugered hole, as
small as eight inch diameter, will penetrate both the glacial till and
Kenai Group.
4.2 Uplift Load Test Results
The measured ultimate uplift capacities from all of the uplift load
tests are plotted· versus depth of the pile below the ground surface in
Figure 7. Due to the limited data the results do not distinguish
between pile section (either pipe piles or H-piles), or piles sizes (10-
inch to 14-inch). Furthermore, no distinction has been made between
piles driven in preauger or non-preauger holes. Inspection of the data
indicates that there is no particular distinction between the data
except as it relates to geologic materials and water conditions.
Generally, piles in wet (unsubmerged) glacial till and Kenai Group have
significantly higher uplift capacities than piles embedded only in
saturated (submerged) glacial till.
Our preliminary analyses presented in our Phase I report indicated that
there would not be substantial difference in the ultimate capacity of
piles embedded in either the glacial till or the Kenai Group, but there
would be between piles embedded in wet (unsubmerged) conditions and
piles in saturated (submerged) conditions. Therefore, we considered
that a portion of the increase in uplift resistance is as a result of
the wet (unsubmerged) versus saturated {submerged) conditions.
Figure 7, shows the limits of the data for both submerged glacial till
and wet (unsubmerged) Kenai Group. However, one data point does not fit
within the general correlations shown. This anomalous result was
recorded for test pile GA-80-1, which was installed adjacent to borehole
GA-80. Given the proximity of the borehole and test pile, we suspect
that the relatively low ultimate pile capacity measured at this location
was related to disturbance of the soil caused by drilling the borehole.
Ultimate pile capacities were determined from inspection of the
individual load-deflection curves. Generally, the ultimate load was
chosen as either the maximum test load if the deflections were less than
3/4-inch and there was no break in the load deflection curve, or at the
intersection of two straight lines extending from the load deflection
curve before and after the break in slope.
Based on the test results presented in Figure 7 a series of design
curves are presented in Figure 8. These curves should be used to
estimate the required embedment for a given ultimate load.
Golder Associates
July 13, 1987 11 873-5064
4.3 Lateral Load Test Results
The results of two lateral load tests are presented in Figure 9. The
two tests were conducted at Test Site GA-80 and GA-40. A plot of
ultimate lateral capacity versus depth of embedment is also presented in
Figure 9. The ultimate lateral capacities were determined from the load
deflection curves. Based on the relative insensitivity of the
transmission line towers to lateral movement, an ultimate load was
chosen as the load that resulted in approximately one inch of permanent
set.
Since only two tests were conducted there was insufficient data to
develop a relationship between the ultimate lateral capacity and the
depth of embedment. Therefore, we utilized an analytical model (Broms,
1964) for the prediction of ultimate capacity. Analyses were presented
in our Phase I report which were based on parameters determined from
laboratory tests, or assumed based on the field investigation data.
Based on the results of the two field tests the input parameters were
revised to produce results from the analytical media that would match
the measured field data. The primary input parameter that was revised
was the coefficient of horizontal subgrade reaction. The analysis (
considers the lateral capacity of piles to be similar for H-piles ·
embedded in either glacial till or Kenai Group.
Values of the ultimate lateral capacity for both 10-inch and 12-inch
piles for various lengths of reveal are shown in Figure 10. It is
considered that these curves will be used to determine ultimate
capacities for given water conditions, depths of embedments, piles
sections and heights of reveal.
Golder Associates
July 13, 1987 12 873-5064
5. TOWER FOUNDATION AND ANCHOR SYSTEMS
Based on the results of the piles driving test program and discussions
with the transmission line designers it is our understanding that three
foundation and anchor systems have been selected for the Bradley Lake
transmission line. The three foundation and anchor systems are listed
below:
FOUNDATION SYSTEMS
1 Driven H-piles
1 Grouted soil anchors
1 Grouted rock anchors
ANCHOR SYSTEMS
1 Driven H-piles
1 Grouted soil anchors
1 Grouted rock anchors
The selection of the three foundation and anchor systems listed above
was based on consideration of the various soil types along the alignment
and also the accessibility of the r.equired equipment to install the
foundation and anchor system. It is considered that track mounted
equipment will be required along the plateau and in the Fox River/Sheep
Creek Valley, and helicopter portable equipment within the landslide and
uplands areas.
5.1 Plateau
It is expected that either single or multiple H-pile installations will
be suitable for the support of the towers and/or anchors along the
plateau area. Piles are expected to consist of either ten-inch or 12-
inch sections. It is expected that all piles will be driven vertical
for both foundations and anchors.
In areas where the Kenai Group is at or near the surface, and piles are
unable to reach their minimum embedment depths, preaugering will be
required.
A typical foundation pile and anchor system is shown in Figure 11.
5.2 Fox River/Sheep Creek
Within the Fox River/Sheep Creek it is also expected that driven H-piles
will be used to support the transmission line towers and anchors. Due
to the loose nature of the deposits within the Fox River/Sheep Creek
valley, more than one pile may be required to resist either the uplift,
bearing or lateral loads. Therefore, battered piles may be used to form
a pile cluster.
Golder Associates
July 13, 1987 13 873-5064
5.3 landslide
Even though the subsurface materials along the landslide are -similar to
the materials along the plateau, due to the equipment access
constraints, driven piles for foundations or anchors are not an
acceptable system. Therefore, it is propo
anchors will be used to secure a base plat~
Soils anchors will also be used to resist •
expected that the soil anchors for the foui t
vertically and that the soil anchors for g1 . 1 1 ine with the guy wire. · I·
The horizontal load acting on the base pla1
base friction, and passive pressure of the
typical soil anchor foundation and guy wire
Figure 12.
5.4 Uplands to Powerhouse Area
Within the uplands area extending to the powerhouse the towers will be
located primarily on rock nabs or headlands at the base of the slope.
These rock nabs consist primarily of graywacke, sandstone and siltstone,
argillite and bedded chert. The foundation and anchor systems is
expected to consist of a combination of rock bolts and a base plate.
The construction will be very similar to that described above for so11
anchors and is shown on Figure 12.
Golder Associates
July 13, 1987 14 873-5064
6. FOUNDATION AND ANCHOR DESIGN RECOMMENDATIONS
Design recommendations for each of the foundation/anchor systems
presented in Section 5 are presented below. The recommendations are
presented for each of the main segments of the alignment that are listed
below:
1 Plateau
1 Fox River/Sheep Creek Valley
1 landslide
1 Uplands to Powerhouse
In addition, generalized recommendations are provided for all
foundations and anchors.
6.1 Plateau
It is expected that the foundation and anchor systems along the plateau
will consist of driven H-piles. Piles will be either HP 10x57 or HP
12x53 sections. Based on our experience during the test driving
program, pile tips are not recommended for any of the pile
installations.
Piles should be driven utilizing a hydraulic impact hammer having a
minimum hammer energy (manufacture's rated energy} of 3,000 ft-lbs per
blow, at a minimum rate of 450 blows per minute. It was our experience
that the hammer could not be operated at the full throttle setting for
shallow embedment depths without bouncing excessively on the drive cap.
In an effort to reduce the bouncing, we installed an additional 1,000
lbs. to 2,000 lbs. of dead weight on the hammer; however, we were still
unable to achieve full frequency at all penetration depths. Therefore,
performance of the hammer should be monitored during driving to confirm
that the hammer is operating at full capacity for a minimum of the last
one foot of driving. It is recommended by the manufacturer that the
pressure at the hammer be monitored during driving.
Piles should be driven to their design depths or to a refusal
penetration rate of six minutes per foot. All piles should be driven to
a minimum of ten feet of effective embedment in order to be an
acceptable pile. The top one, to one and a half feet of material at
most of the sites investigated consisted of peat or organic rich soil.
Therefore, it is recommended that the top one and one half feet of
material be ignored when calculating the required depth of effective
embedment.
Golder Associates
July 13, 1987 15 873-5064
The piles should be driven to plumb within one quarter inch per foot,
and they should be placed within one and one half inches of the planned
location. Although no pile heaved during the test program, heave should
be monitored for piles spaced closed than three feet. If heave of
adjacent piles occurs during driving, piles that heave more than one
quarter inch must be redriven to the original penetration rate (measured
in seconds/foot).
The tower foundations will be subjected to uplift, bearing and lateral
loads, while anchors will be subjected to only uplift and lateral loads.
It is expected that the bearing loads will not dictate the design
embedment, but rather it will be dictated by the uplift or lateral
loading condition. Figure 8, presents the recommended depths of
embedment for a given ultimate uplift capacity for various materials and
groundwater conditions. Figure 8, should be used to determine the
required embedments depths to resist uplift loads. Figure 10, presents
the recommended embedment depths to resist the ultimate lateral loadings
for various pile sections, water conditions, and unsupported lengths.
Although it is not expected to dictate the design, it is recommended
that the criteria presented in our Phase I report regarding minimum
depths of embedment to resist the bearing loads be checked.
It is expected that some piles will exceed the refusal penetration rate
prior to achieving the required depth of embedment. If this occurs two
cases are considered which are described below:
CASE 1
If pile meets refusal (penetration rate is greater than six
minutes per foot), but has achieved a penetration of at least ten
feet, then one of two options are available. Depending on
whether the uplift or lateral capacity dictated the design
embedment a quick proof test could be conducted in the field to
verify that the pile has sufficient capacity in either uplift or
lateral loading. Alternatively, a second pile could be driven
adjacent to the first pile, and the two bolted together.
It is expected that a quick proof test for uplift capacity could
be conducted in the field. However, a quick proof test for
lateral capacity is not expected to be as simple and it may be
easier and more cost effective to drive a second pile adjacent to
the first.
The lateral capacity of two piles bolted together is considered to
have two times the capacity of a single pile for the same depth
of embedment provided the alignment of the two piles is such that
a line connecting the two piles is perpendicular to the line of
loading. However, due to the reduced surface area in contact with
the surrounding soil the uplift capacity for two piles bolted
together is only 1.5 that for a single pile.
Golder Associates
July 13, 1987 16 873-5064
CASE 2
If the pile meets refusal (penetration rate greater than six
minutes per foot) at depths less than ten feet, the pile is not
acceptable. The pile should be abandoned and the foundation
location should be moved a minimum of four feet away. A hole
should be preaugered to a minimum depth of ten feet, and a new
pile should be driven. The preaugered hole should have a
diameter four inches smaller than the largest dimension of the
pile. Any voids remaining around the pile after driving should
be backfilled with the cuttings and compacted. The first pile
installation at each tower site to require preaugering should be
proof tested for uplift capacity.
If it is expected that the Kenai Group is at or very close to the
surface, then preaugering could be specified prior to driving piles at
the site. The preaugered hole should have a diameter four inches
smaller than the largest dimension of the pile, and should extend to a
minimum of ten feet below ground surface. In addition, the first
installation at each tower location should be proof tested for uplift
capacity.
Proof tests of piles should consist of loading the pile to 100 percent
of the design load and monitor deflections. The load should be applied
in six increments and the final load held for five minutes. If total
movements of over one inch are recorded then the pile should be
considered unacceptable. Piles that deflect less than one inch, can be
accepted. However, if deflections greater than one quarter inch are
recorded the piles should be redriven to at or below the original
embedment depth.
If a foundation or anchor pile is located within a peat deposit the
embedment depth within the peat should be ignored in determining either
the uplift or lateral capacity. It is recommended that a peat probe be
conducted at each pile installation that will be located within mapped
peat deposits to determine the exact peat depth. It is expected that
multiple pile installations will be required in deep peat areas.
Furthermore, no aerial fills should be placed around the piles which
might cause consolidation of the peat and substantial downdrag loadings
on the piles.
Recommendations regarding the potential for frost jacking of piles
located within the plateau area are contained in our Phase I report. In
addition, the results of analyses on the depth of frost penetration for
various surface coverings are also presented. It is our understanding
that the piles will not necessarily be designed to resist frost jacking
forces, but that an effort will be made to place an insulating material
around the piles to limit the depth of frost penetration.
Golder Associates
July 13, 1987 17
6.2 Fox River/Sheep Creek Valley
It is expected that driven H-piles will
anchor systems within the Fox River/Sheei
tests were conducted within the Fox Rivei
investigation, the recommendations conta·
should be utilized for design of foundat·
873-5064
nd
o field
ing this
rt
The required depths of embedment for pilE ~ral and
bearing loads, are shown on Figure 13. 1 _./ ! piles
will be driven with the same hydraulic in \r._ tf · · ~ used
to drive piles on the plateau. Due to th ~'x -tis type
of hammer and the saturated conditions ex 'Sheep . ..) Creek Va 11 ey it is expected that the pile ·ab 1 e
depths. Furthermore, it is our understan · s with
the transmission line designer, that the will
dictate the design embedments in the Fox 1 •
Therefore, it is recommended that piles 01 . ths
determined from Figure 13, regardless of tne penetration rate. The
first pile at each tower site should then be left for a minimum of 24
hours, and tested to 100 percent of the ultimate load. The load should
be applied in six increments and held for five minutes at the maximum
load. The deflections should be recorded at each load interval and
after every minute during the five minute holding period. If movements
of over an one inch are recorded then an additional section of piles
should be welded on and driven. The pile should again be left for 24
hours and tested. Piles that deflect more than one quarter inch, but
less than one inch, can be accepted provided that they are redriven to
at or below the original embedment depth.
The first pile driven at each site within the Fox River/Sheep Creek
Valley should be tested to verify it's capacity. Based on the results
of the test on the first pile, the depths of embedment for the remaining
piles at each tower location may have to be modified.
Piles located within peat deposits in the Fox River/Sheep Creek Valley
should be treated in the same way as peat deposits on the plateau. Any
embedment depth in peat should be ignored as it relates to uplift,
bearing or lateral capacity.
Recommendations were provided in our Phase I report regarding scour
depths for piles located adjacent to either the Fox River or Sheep
Creek. These should be considered when selecting effective embedment
depths.
Golder Associates
July 13, 1987 18 873-5064
6.3 Landslide Area
It is our understanding that soil anchors with a prefabricated base
plate will be used for both the tower foundations and guy wire anchors.
Uplift loads will be resisted by the soil anchors, and bearing loads
will be resisted by the base plate bearing on the native ground.
Lateral loads are expected to be resisted by the sliding friction along
the base, and passive pressures against the base plate.
All loose and organic soils should be removed beneath the base plate.
It is considered that base plates should be embedded a minimum of one
foot, but not deeper than three feet. The maximum three foot criteria
is considered to be a practical 'onstraint on the depth of a hand
excavated pit. The base of the excavation should be compacted prior to
placing the base plate.
The base plates should be sized for an allowable bearing pressure of
5000 lbs. per square foot if very dense glacial till is exposed beneath
the base plate and 2500 lbs. per square foot of compact gravelly silts
are exposed. Base plates should have a minimum size of two feet square.
Due to a variety of equipment and installation techniques available for
anchors, the anchor design prepared during the design phase may not be
applicable for every contractor, therefore, it is expected that the
contractor will supply a design for the anchors which is consistent with
the type of equipment that they will be using. The design loads should
be specified by the designer and the anchor should be designed for a
factor of safety of 2.0. The anchors should be designed with a minimum
bonded length of ten feet. A corrosion protection system must be
included in the design and construction of the tieback. As a minimum,
it should include the complete encapsulation of the anchor in a cement
grout. The anchors should not be pre-stressed; however, a minimum lock-
off load of 500 lbs. is recommended.
The contractor's design for the soil anchors should be submitted to the
engineer for review and approval prior to construction. The design
should include the following:
1 Complete design drawings and construction specifications.
• Selected installation method
• Selected anchor length
1 Proposed corrosion protection system
• Guarantee of the tieback capacity
1 Methods for obtaining the required bonded length
• Proposed proof testing method
It is recommended that as a minimum the first three anchors installed be
proof tested, and then two anchors at each tower location thereafter.
In addition, an allowance should be made to proof test any anchors that
may appear to be suspect during construction.
Golder Associates
July 13, 1987 19 873-5064
The proof tests should consist of loading the anchors to two times the
design loads in six increments and held for five minutes at the final
load. Deflections of the anchors should be measured at each load
increment, and after each minute during the hold period. The deflection
during the five minute hold period should not exceed 0.1 inches.
To resist lateral loads, a passive earth pressure of 200 lbs. per cubic
foot equivalent fluid pressure, and a base friction value of 0.4 may be
assumed. The top 12 inches should be ignored when calculating passive
pressures.
6.4 Uplands to Power House
It is our understanding that a system of a base plate and rock bolts
similar to that used in the landslide area will be used to support tower
and guy wire anchors in the uplands area extending to the power house.
Due to a variety of equipment and installation techniques available for
anchors, the anchor design prepared during the design phase may not be
applicable for every contractor. Therefore,it is expected that the
contractor will supply a design for the anchors which is consistent with
the type of equipment that they will be using. The design loads should
be specified by the designer and the anchor should be designed for a
factor of safety of 2.0. The anchors should be designed with a minimum
bonded length of ten feet. A corrosion protection system must be
included in the design and construction of the tieback. As a minimum,
it should include the complete encapsulation of the anchor in a cement
grout. The anchors should not be pre-stressed; however, a minimum lock-
off load of 500 lbs. is recommended
The contractor's design for the soils anchors should be submitted to the
engineer for review and approval-pr;or to construction. The design
should include the following:
t Complete design drawings and construction specifications
t Selected installation method
t Selected anchor length
t Proposed corrosion protection system
t Guarantee of the tieback capacity
t Obtain the required bonded length
t Proposed proof testing method
It is recommended that as a minimum the first three anchors installed be
proof tested, and then two anchors at each tower location thereafter.
In addition, an allowance should be made to proof test any anchors that
may appear to be suspect during construction.
Golder Associates
July 13, 1987 20 873-5064
The proof tests should consist of loading the anchors to 2.0 times the
design loads in six increments and held for five minutes at the final
load. Deflections of the anchors should be measured a each increment,
and after each minute during the hold period. The deflection during the
five minute hold period should not exceed 0.1 inches.
It is our understanding that a series of steel dowels embedded in the
rock will be used to resist the lateral loads.
6.4.1 Rock Reinforcement Requirements
Random wedge and toppling failures have occurred along the headland
bluffs extending from the proposed powerhouse to the Bradley River.
These failures are generally controlled by mechanical weathering; i.e.
ice wedges and organic root action. Based on the presence of these
random failures, each tower site located along the headland bluff should
be inspected prior to construction to determine the presence of any
potential instability. In areas where instability exists, rock bolting
of the unstable mass may prove to be an acceptable stabilization
technique. It is recommended that all bolting be completed prior to
installation of towers, or tower foundation/anchors.
Rock reinforcement through bolting is intended to prevent failure along
discontinuities. The rock bolt should be designed to be ductile enough
to absorb unavoidable movements without failure. Guidelines for
anchorage selection indicate that in general, cement or epoxy are
effective over a range of rock strengths. Based on the strength of the
rock exposed along the headland bluffs, a cement or epoxy grouted bolt
is preferable over a conventional expansion anchor.
Rock bolts for reinforcement should be pre-stress to a nominal load of
15 kips. In addition, rock bolt design should incorporate a corrosion
protection system.
6.5 Factors of Safety
All capacities shown on Figures 7 through 13 are ultimate capacities and
should only be used for loading conditions that already have an
appropriate safety factor built into them. It is recommended that all
static (working) loading conditions incorporate a factor of safety of
2.0. Transient loading conditions should incorporate a factor of safety
of 1.5 for loads that could be maintained on the line for periods on the
order of days, and will not drop off with the initiation of movement.
However, very short term loads associated with wind gusts that will only
be acting on the order of minutes and will be reduced if movement
initiates can be designed for factors of safety of 1.1.
Golder Associates
July 13, 1987 21 873-5064
7. CONSTRUCTION OBSERVATION AND TESTING
Since the performance of piles, soil anchors and rock bolts is dependent
on the use of proper equipment, methods and techniques, in order to
achieve a foundation/anchor that will perform as designed for the life
of the structure, construction observation and testing is required. The
primary responsibility of the inspector is to document that the
foundations/anchors are installed according to the plans and
specifications, and that due concern is given to unexpected conditions
revealed during construction.
Observation and testing of pile installations are generally limited to
maintaining a complete record of the installation to assure that the
piles are installed according to the plans and specifications and,
failing the achievement of design embedments, acceptance testing of the
piles.
A complete record of the pile installation includes a wide array of
information, including but not limited to such things as type of
equipment, hours of operation, stops and starts, splices, unusual or
unexpected conditions, accuracy of location, plumbness,a complete record
of the penetration rate from the ground surface to final embedment,
hydraulic system pressures and corresponding throttle setting of the
hydraulic hammer and depth of pile driven.
Golder Associates
July 13, 1987 22 873-5064
8. USE AND WARRANTY OF REPORT
This report has been prepared exclusively for the use of Dryden & LaRue
Consulting Engineers. If there are any 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 the 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 budget and schedule. Inspection
and testing by a qualified geotechnical engineer should be included
during construction to provide corrective recommendations adapted to the
conditions revealed during the work.
Sincerely,
GOLDER ASSOCIATES
Jim~~
Patrick Corser
Associ at
L ~r"""a"2;'u's_e,_
f' 1 Associate
PGC/AK/le/084
Golder Associates
TABLES
Golder Associates
TABLE 1
SUMMARY OF PILE DRIVING AND TESTING
TEST PILE PILE DATE TIP PREDRill TEST DATE
SITE NO. SECTION DRIVEN DEPTH PERFORMED TESTED
GA-20 GA-20-1 HP10X57 3-31-87 13 10 QUICK 4-3-87
GA-20-2 12"PIPE 4-2-87 15.2 15 QUICK 4-4-87
GA-20-3 HP12X53 4-2-87 10 10 QUICK 4-4-87
GA-20-4 HP12X53 3-29-87 9 N/A SIMPLE 4-24-87
GA-20-5 12"PIPE 4-2-87 14.5 14.5 QUICK 4-4-87
GA-20-R1 HP12X53 3-31-87 8.5
GA-20-R2a HP12X53 3-31-87 10 SIMPLE 4-24-87
GA-20-R2b HP12X53 3-31-87 9 SIMPLE 4-24-87
GA-20-R3 HP12X53 4-1-87 8.5
GA-20-R4 HP12X53 3-31-87 9.75
GA-40 GA-40-1 HP12X53 3-26-87 12 N/A LATERAL 3-31-87
GA-40-2 HP12X53 3-26-87 20 N/A QUICK 3-31-87
GA-40-3 HP12X53 3-26-87 12 N/A CYCLICAL 3-30-87
GA-40-4 HP10X57 3-27-87 10 N/A QUICK 3-29-87
GA-40-5 HP12X53 4-3-87 14 14 SIMPLE 4-24-87
GA-40-R1 HP12X78 3-26-87 10
GA-40-R2 HP12X78 3-26-87
GA-40-R3 HP12X78 3-26-87 9.6
GA-40-R4 HP12X53 3-26-87
GA-40-R5 HP12X78 3-27-87 10.5
GA-40-R6 HP12X78 3-27-87 8.75
GA-80 GA-80-1 HP12X53 3-19-87 17.5 N/A CYCLICAL 3-24-87
GA-80-2 HP12X53 3-20-87 24 N/A QUICK 3-25-87
GA-80-3 HP14X73 3-20-87 22 N/A QUICK 3-27-87
GA-80-4 HP12X53 3-22-87 10 N/A N/A N/A
GA-80-5 12"PIPE 3-21-87 18 N/A N/A N/A
GA-80-6 HP10X57 3-21-87 16.5 N/A LATERAL 3-26-87
GA-80-1RW HP12X78 3-19-87 13.75
GA-80-1REa HP12X78 3-21-87 9.5
GA-80-1REb HP12X53 3-21-87 9.5
GA-80-3REa HP12X78 3-22-87 9.5
GA-80-3REb HP12X78 3-22-87 9.5
Golder Associates
FIGURES
Golder Associates
ALASKA
-
PAOJ£CT NO 87 J-5064 0WG NO 2390 DAT E 7-13-87 ~AWN CB •PPIIO\IEO PC
~
N
0 5
Miles
FIGURE 1
PROJECT LOCATION MAP
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
z ......
~
z
0 ......
1-u
LJ.J
--' Ll..
LJ.J
Cl
~
z
z
0 ......
1-u
LJ.J
--' Ll..
LJ.J
Cl
Summary of Pile Installations
TEST SITE PILE NO. PILE SECTION DATE DRIVEN TIP DEPTH ( FT) PREAUGER
-
GA-20 GA-20-1 HP 3-31-87 13 10
GA-20-2 12" Pipe 4-2-87 15.2 15
GA-20-3 HP 12X53 4-2-87 10 10
GA-20-4 HP 12X53 3-29-87 9
GA-20-5 12" Pipe 4-2-87 14.5 14.5
GA-20-R1 HP 12X53 3-31-87 8.5
GA-20-R2a HP 12X53 3-31-87 10
GA-20-R2b HP 12X53 3-31-87 7
GA-20-R3 HP 12X53 4-1-87 8.5
GA-20-R4 HP 12X53 3-31-87 9. 75
Uplift Load Test Data Summary
TEST PERFORMED --
Quick
Quick
Quick
Simple
Quick
Simple
Simple
DATE TESTED
4-3-87
4-4-87
4-4-87
4-24-87
4-4-87
---
4-24-87
4-24-87
Generalized Site Plan
GA-20-Rl I
GA-20-1 I
GA-20-R3I
GA-20-2
0
GA-20-5
0
GA-20-3
I
Generalized Soli Profile ·(GA-20) Penetration Rates and Blow
t GA-20-R2a
GA-20-R2b
I GA020-4
IGA-20-R4
Not to scale
Counts
DEPTH DEPTH ---o BLOW COUNTS (BLOWS/FT)
QUICK UPLIFT LOAD TESTS
2.0To;~~~~~~-------~--------------(FT) (FT)
0.0 6" to 12" organic mat at ~ 0 --·-----
l L5--l
1:o
o: 5
o:o
6 20 40 60 80 100
LOAD (LBS) (THOUSANDS)
1.51 SIMPLE UPLIFT LOAD TESTS
l.Oj
0.5
+-+
+--------+----+ . +"~'
i §i :±-+
;§2:£ jr;;-=:=t#l • 1 t~fx · 0.0-¥ I I
0 20 40 60 80 100
LOAD (LBS) (Thousands)
LOAD TEST DATA SUMMARY LEGEND
0 GA-20-1 + GA-20-R2a
0 GA-20-2 • GA-20-4
1:!> GA-20-3 X GA-20-R2b
\l GA-20-5
1.5
z ......
~
z
0 ;::::: 1. 0
u
LJ.J
--' Ll..
LJ.J
Cl
-0.5
100
~
C/)
a:>
--'
~
~
Vl
Cl z
c(
C/)
:::>
0
:I: !::: 50
Cl
c(
0
--'
---7.0
ground surface, fibrous
Stiff to very stiff,
olive SILT (ML) little to
some f sand
Hard, gray SILT (ML)
(Kenai Group)
closely spaced conical
fractures throughout
sample with thin·
oxidation coatings to
stains on fracture
surfaces
~6-:-0 t H-;rd,-t;-n-t-;;-brow;,-~a-:;;dy
5 "
--t-
f---1----10
fl I 15
SILT (ML) (Kenai Group) .
20 40 60 80 I l Jclosely spaced conical IIIII Kenal
LlJ I 20
TIME (MIN) fracture~ thro~ghout
sample w1th th1n
. -oxidation coatings to :-?i
21.0 1 stains on fracture 1 :?.:
~rfa~~------' :':;::
Ver-:t dense, brown, f SAND}~)
( SP) (Kenai Group) -~;.~;:
· Wt "<!---+---25
27-:-oTvery-d~~.-d;rk 9ray_f_ ;~m
SAND (SP to SP-SM) with .:::;:;.
interbedded 1 ayers of :.':i;
hard silt to 4" thick ~~::(
30.51 E.O.H. @ 30.5 1 ... .:. -·-
I w * 30
NOTES: (1) Blow counts by SPT.
o a 1 1 ~9 ... rv 1 F! ·'0 ('} r
(2) Final penetration rates are at
full throttle. All other rates
may not be at full throttle
20 40 60 80 100 (See Appendix B).
TIME (MIN)
-
·--
0
o,.. ..... .....
h ' ' ~~v ' ..... lM~~ ' ........
\X X~ .....
~ ~<>"-::: ' " o-o X '-, x-
!'-... \ \ 'I\ "' v--::;-.._ /z ' z· '\7 • ---~ I "· "--............. ................ / ~·
/ ,......_ ,,
-420
-720
-720
/ -452
/
!p/
........ ........
.............
!'-,......_ ,......_
........ .....
J
I . I
PENETRATION RATE LEGEND
o GA20-R2A
o GA20-R2B I II'
D. GA20-4
X GA20-R4
0 GA20-R3
+ GA20-R1 v GA20-2 Preauger 10'(12")&5 1 (8")
• GAI0-1 ,,, •• , •• 10'112") I * GA20-3 Preauger 10 1 8")
• GA20-5
1
Preauger 1r (8")
100 200 300 400
PENETRATION RATE (SEC/FT)
FIGURE 3
UPLIFT PILE LOAD TESTS
TEST SITE GA-20
BRADLEY LAKE TRANSMISSION LINE
PROJECT NO 873-5064 DWG NO 2343 DATE 7-13-87 DRAWN CB APPROVED PC Golder Associates
Summary of Pile Installations
TEST SITE PILE NO. PILE SECTION
GA-40 GA-40-1 HP 12X53
GA-40-2 HP 12X53
GA-40-3 HP 12X53
GA-40-4 HP 10X57
GA-40-5 HP 12X53
GA-40-R1 HP 12X78
GA-40-R2 HP 12X78
GA-40-R3 HP 12X78
GA-40-R4 HP 12X53
GA-40-R5 HP 12X78
GA-40-R6 HP 12X78
DATE DRIVEN TIP DEPTH { FT)
3-26-87 12
3-26-87 20
3-26-87 12
3-27-87 10
4-3-87 14
3-26-87 10
3-26-87
3-26-87 9.6
3-26-87
3-27-87 10.5
3-27-87 8.75
PREAUGER
N/A
N/A
N/A
N/A
14
TEST PERFORMED DATE TESTED
Lateral
Quick
Cyclical
Quick
Simple
3-31-87
3-31-87
3-30-87
3-29-87
4-24-87
Uplift Load Test Data Summary Generalized Soil Profile (GA-40)
DEPTH
{FT)
3.0-r-------------~------------~ 0.0 Soft to firm, dark brown
ORGANIC SILT {OL) trace
~2.0
:z
0 .......
1-u
i..U
-' LL.
~1.0J.~
~2.0
:z
0
f'
o.o~o~ 1 1 1 1 1 1 1 1 ~ '-"-! 1 0 I I I I 20 40 60 80 400
LOAD (LBS) (Thousands)
~
~
LOAD TEST DATA SUMMARY LEGEND c ro
~
~
0 GA-40-2 (Quick Uplift) 0
~
I-0 GA-40-3 (Cyclical Uplift) .__.
GA-40-4 (Quick Uplift) .--. 50 6 ~
~
Q GA-40-5 {Simple Uplift) -'
0
~
0
-'
200 400
TIME (MIN)
PROJECT NO 87 3-506 4 OWG NO 2344 DATE 7-13-87 DRAWNCB APPROVED PC
to little fibrous
organics and roots
1-6-:5 r-----------
Compact, dark gray, sandy
SILT (ML) trace gravel
and cobbles
15:"5 -----------
Dense, dark gray, sandy
SILT (ML) trace to little
gravel and cobbles.
14.0------------Dense, dark gray, sandy
SILT (ML) trace to little
angular gravel
cobble layer at 20.0'
-------------Y1~ 21.0 Compact, dark gray, sandy ~s
GRAVEL {GP to GP-GM) ~
subangular qravel '!~
0:.·
'26.o ---'--_.,___------Dense, brown, sandy SILT
(ML)
increasing sand content
at 29' --. ------------29.5 Dense, dark gray, SILT
(ML) (Kenai Group)
31.5. E.O.H. @ 31.5'
\\ /_)(\~I
\\ ~ \1
r \ ll
\
... ~«\
( i
~,.. .... ~
/ ,-·-.. '-~ ~--.! f
.r~
!
Till
-r-
KE
t
·e at
rates
e
Generalized Site Plan
GA-40-R :I
GA-40-4 I
GA-40-R6 J:
Not to scale
:I
GA-40-2
I
GA-40-R4
I
GA-40-3
I GA-40-Rl
:I GA-40-R2
GA-40-1
I I
GA-40-5
I
GA-40-R3
Penetration Rates and Blow Counts
DEPTH --o BLOW COUNTS(BLOWS/FT)
(FT)o 20 40 60
0
5
10
15
20
25
30
0
80
" " 0
0 " o'-..... ·"-
0
/
ox/
0
/ l / I / I
" '\.
'\.
' D.........._
PENETRATION RATE LEGEND ........... ...........
X GM0-1 + GA40-R1
0 GM0-2 v GA40-R3
0 GA40-3 z GA40-R5
6 GM0-4 • GA40-R6
.., ~A40-5 1 (Preauger 14'(8")
100 200 300
PENETRATION RATE (SEC/FT)
400
FIGURE 4
UPLIFT PILE LOAD TESTS
TEST SITE GA-40
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
i-
1
Summary of Pile Installations Generalized Site Plan
TEST SITE PILE NO. PILE SECTION DATE DRIVEN TIP DEPTH ( FT) PREAUGER TEST PERFORMED DATE TESTED GA-80-lRrJI
GA-80-1 ][GA-80-lREa
I :CGA-80-lREb 4 Borehole GA-80 GA-80 GA-80-1 I'IP 12X53 3-19-87 17.4 N/A Cyclical
GA-80-2 HP 12X53 3-20-87 24 N/A Quick
GA-80-3 HP 14X73 3-20-87 22 N/A Quick
GA-80-4 HP 12X53 3-22-87 10 N/A N/A
GA-80-5 12" Pipe 3-21-87 18 N/A N/A
.GA-80-6 HP 10X57 3-21-87 16.5 N/A Lateral
GA-80-1RW HP 12X78 3-19-87 13.75
GA-80-1REa HP 12X78 3-21-87 9.5 . -------
GA-80-1REb HP 12X53 3-21-87 9.5
GA-80-3REa HP 12X78 3-22-87 9.5
GA-80-3REb HP 12X78 3-22-87 9.5
Uplift Load Test Data Summary-
2.0-.------__:___--~----,
z:
1.5 .:::. 1. 5
z:
z:
Cl
;::: 1. 0
'-' w _,
1.1-w
Cl
0. 5r ==kP -=& m=-===J '0 -;&b
o.o~~J 1 1 1JP 1 1 1 1 I I I I
400
TIME (MIN)
0 20 40 60
LOAD (LBS) (Thousands)
LOAD TEST DATA SUMMARY LEGEND
0 GA-80-1
o GA-80-2
6 GA-80-3
80 100
~
V'i
Cl z:
c:(
V'i
:::>
0
:I:
1-
~
V'i co _,
~
Cl
c:(
Cl _,
200 600
100
50
0 ~ Qo I 0 b t;jlO Q I I I I ggg I I
400
TIME (MIN)
600 0 200 800
PROJECT NO 87 3-5064 DWG NO 2345 DATE 7-13-87 DAAWNCB APPROVED PC
3-24-87
3-25-87
3-27-87
N/A
GA-80-2 I
N/A
3-26-87
GA-80-5 Q
Not to scale
H
GA-80-3
}.. GA-80-6
/ GA-80-3REa
~ GA-80-3REb
..( GA-80-4
Generalized Soli Profile (GA-80) Penetration Rates and Blow Counts
DEPTH DEPTH ---0 BLOW COUNTS {BLOWS/FT)
(FT) (FT) 0 20 40 60 80
0.0 0 ~
r=--t--s ~?>"& .L = I I I
1-_ b~l~e~ at 2_1~1 -_ _ _ Till
13.0-rvery dense, dark gray,
silty sandy GRAVEL (GM) -15
·~1
~1 ~ 1 ,0
I ,m-=~ =T ~-·Ex ! v~<fztpt+~x t '-;oC "(413
'23:" otD;;;s-;, da-;:-k ~ray~ ~ndy
SILT (ML) little to some
grave 1
0
I 25~~----~------~----~t------1
Kenai
I I ~ I E 30. 5 E. 0. H. @ 30. 5 I I
NOTES: (1) Blow counts by SPT.
(2) Final penetration rates are at
full throttle. All other rates
may not be at full throttle
(See Appendix B).
0
PENETRATION RATE LEGEND "' 0 ~8~1
0 ~8~2
6 ~8~3
X ~8~4
0 ~8~5
+ ~8~6
z GA80-1RW
v GA80-1REa
• GA80-1REb
* GA80-3REa
+ GA80-3REb
""'-,150/6"
100 200 300 400
PENETRATION RATE (SEC/FT)
FIGURE 5
UPLIFT PILE LOAD TESTS
TEST SITE GA-80
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
Traverse #1 -Headlands
(Fox Farm)
Great circles representing
plane corresponding to
center of pole concentration
N (L.H.)
Traverse #4
Vertical Face
NllW N (L.H.)
• Points on face at N30E
X Points on face at N11W
PROJECT NO 87 3-5064 DWG NO 2519 DATE 7-13-87 DRAWN CB APPROVED PC
Face
Face
Potential
direction
of movement
Great circles
Traverse # 2 (Fox Farm)
N (L.H.)
Traverse # 5
Vertical Face
Sl3E N (L.H.)
Vertical
Face
S48E
Vertical
Face
S65E
Potential
fanure
direction
•
X
6:.
"'---\~~ \ L/"
Points on face at S65E
Points on face at S18E
Points on face at Sl3E
"'-Great circles
Potential
direction
of sliding
Traverse #3
N (L.H.)
No face orientation given
/4. \ "' Great circles
Notes: (1) Traverses extend from the Fox Farm southwest
to the proposed powerhouse.
(2) Poles are plotted on an equatorial equal area
stereonet, lower hemisphere.
(3) Traverse lines are shown on Figures A-12, 13 .and 14.
FIGURE 6
PLOT OF POLES AND
STRUCTURAL INTERPRETATION
HEADLANDS AREA
(FOX FARM TO POWERHOUSE)
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
(,/)
c.. -:><:
>-1--u
<C
0..
<C u
1.1.1
1-
~
1-
....J
:::>
150
125
100
75
50
25
NOTES: (1) Includes 10-inch, 12-inch and 14-inch H-Piles.
(2) Includes 12-inch Pipe Piles.
(3) Includes pre-drilled and non-predrilled holes.
(4) Soil disturbed due to adjacent borehole.
.c,.?{4)
0-+----------~----------~----------~----------~----------~---
0 5 10 15
DEPTH BELOW GROUND (FT)
• GA20 Wet Unsubmerged (Kenai and till)
0 GA40 Submerged (glacial till -fine grain)
.6. GA80 Submerged (glacial till -coarse grain)
20 25
FIGURE 7
SUMMARY UPLIFT PILES
LOAD TEST DATA
BRADLEY LAKE TRANSMISSION LINE
PROJEC' NO 87 3-5064 DWG NO 2361 DATE 7-13-87 DRAWN CB •PAACNED PC Golder Associates
150
125
100
V>
Q.. -"'
>-t--u -Q.. < u 75
t-
1.1.. -...J
Q..
=>
L.IJ
t-
~
t-
...J
=> 50
25
0 5
PPOJECTNO 873-5064 DWG NO 2360
NOTES: (1) All values are listed as ultimate capacities
See text for further explanation.
(2) Wet Conditions -Assumes water table below
bottom of pile(Unsubmerged):
(3) Submerged Conditions -Assumes water table at
or near ground surface (Submerged).
(4) Applicable for 10 -inch, 12 -inch
and 14-inch piles.
"' t::: ·~ !::'a, ·~ .o ti ·~ § !::'?$ (j
q; ()0 ~a, ~0 ... ~ .~o
S'
/ 0(':'-
.-z$:' Q
l> ~ ·~'1i 0,<:$ ~ ':O<S'" & e:,.:>
10 15 20 25
DEPTH BELOW GROUND (FT)
FIGURE 8
RECOMMENDED DESIGN CRITERIA
UPLIFT CAPACITY
H-PILES -PLATEAU
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 ~AWN CB APPROVED PC Golder Associates
Comparison of Lateral Load Test
PROJECT NO 87 3-5064 DWGNO 2391 DATE 7-13-87 DRAWN CB APPROVED PC
Lateral Load Test Data Summary
4.0,------------,-------------
FIGURE 9
SUMMARY LATERAL PILE LOAD TESTS
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
V>
0... ......
:><:
>-1-......
u ...::
40.
30
~ 20
u
L1J
1-
;E ......
1-
....J
=>
10
Submerged Plateau HP 10 X 57
T -
-
-
""'7-"ef l !
,_.... I -__ ,_ _ _,,;·.~·
fl I e • 2 ' """'""'"' T
I )I I '"" ~ V./ ~ -e • 4' ~•
J'J'~"--e=6' ~~ -e-a• I ~~ . --e -10' 1
V./ / Y1 -e-15'
1 J 1 1 1 -~ l I -t---lf----1 j--
0
10 14 18 22 26 30 34 38
40
-30
V>
0... .....
:><:
>-1-.....
u ...::
~ 20
u
L1J
~ ......
1-
....J
=>
10
0 .
10
PROJECT NO 87 3-5064
14
DWG NO 2520
DEPTH OF EMBEDMENT (FT)
Submerged Plateau HP 12 X 53
18 22 26 30 34 38
DEPTH OF EMBEDMENT (FT)
DATE 7-13-87 DRAWN C8 APPROVED PC
Vl
0... ...... :..:
>-1-......
u ...::
40
30
~ 20
u
LLJ
1-
;E ......
1-
....J
=>
Vl
0. ...... :..:
>-1-......
u ...::
10
0
40
30
~ 20
u
LLJ
1-
~ ......
1-
....J
=>
10
0
I V;
~ v -
10 14
J
7J
~
~ /
I-"""
fo 14
Wet Plateau HP 10 X 57
e !
e 2' ".(''-:.__ !--l.S'min:"'l'" --T-
Embedment
Depth
e -4' _r_
e = 6'
e = 8'
e = 10
e = 15'
I
1
I
18 22 26 30 34 38
DEPTH OF EMBEDMENT (FT)
Wet Plateau HP 12 X 53
l
e = 2' 1----
l I e
H.("~-'---l.S'min."t' --T-
e = 4' Embedment
Depth
f---
'---e = 6' I
I
e = 8'
e = 10'
e = 15'
-------------------I·----f.-
18 22 26 30 34 38
DEPTH OF ENBEDMENT ( FT) FIGURE 10
RECOMMENDED DESIGN CRITERIA
LATERAL CAPACITY H-PILES -PLATEAU
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
Comparison of Lateral Load Test
PROJECT NO 87 3-5064 OWGNO 2391 DATE 7-13-87 DRAWN CB APPROVED PC
Lateral Load Test Data Summary
4.0,--------------r------------~
FIGURE 9
SUMMARY LATERAL PILE LOAD TESTS
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
PROJECT NO 87 3-5064 DWG NO 2358
t
Eccentricity
Effective
Embedded
Length
Tower Leg
Ground Surface
No Support Zone ____ 1 ______ _
'-_Driven H Pi1e
A. Tower Foundation Pile
Effective
Embedded
Length
B. Anchor Plies
No Support Zone __ 1 ______ _
Driven H Pile
FIGURE 11
TYPICAL PILE FOUNDATION/
ANCHOR SYSTEM
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 DRAWN CB APPROVED PC Golder Associates
PROJECT NO 87J-5064 DWG "0 2358
t
Eccentricity
Ground Surface
No Support Zone 1----1-------
Effective
Embedded
length
Driven H Pile
A. Tower FoLrtdatlon Pile
Eccentricity ---rr--
Effective
Embedded
Length
B. Anchor Plies
Ground Surface
No Support Zone __ 1 ______ _
Driven H Pile
FIGURE 11
TYPICAL PILE FOUNDATION/
ANCHOR SYSTEM
BRADLEY LAKE TRANSMISSION LINE
::lATE 7-13-87 DRAWN CB APM()IIEO PC Golder Associates
PROJECT NO 87 3-5064
Tower Leg
t
Anchor
Length
..
-',;
Bearing Soil/Rock
.. · ...
Anchor Grout
A. Tower Foundation Soli Anchor/Rock Anchors
~Permanent
Tiedowns
B. Guy Wire Anchor Soli or Rock
OWG NO 2359 OA'E 7-13-87 DRAWN CB 4PPROV€0 PC
FIGURE 12
TYPICAL SOl L ANCHOR/
ROCK BOLT FOUNDATON/
ANCHOR SYSTEM
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
Vl
Q.. ...... :..::
>-1-...... u
<X:
Q..
<X: u
w
1-
<X: :E -1-
...J
:::>
Vl
Q.. -:..::
>-1--u
<X:
Q..
<X: u
w
1-
<X:
:E -1-
...J :::>
PROJECT NO. 87 3-5064
Utlmate Lateral Capacity.
40
30
20
10
~
~
0
10
-~
....J
/"
/ ~ -
~ ~ ~
:;;."
14 18
DE Pi
Ultimate Lateral Capacity
40
~
~_.--!
34
NOTES:
(1} Driven H-Piles in Fox River Valley
(2} Minimum embedment = 10 feet
(3) Required embedment may be modified
by field tests.
NOTES:
/
/~ (1) Driven H-Piles in Fox River ValleY
(2) Embedment Minimum = 10 feet
30
20
10 ~
~
0
10
L v. ~ "" ~ ~
'it"
14
OWG.NO 2521
~
18
I
2
DEPT
DATE 7-13-87
...J v
38 FIGURE 13
RECOMMENDED DESIGN CRITERIA
FOR H-PILES IN
FOX RIVER/ SHEEP CREEK VALLEY
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
APPENDICES
Golder Associates
APPENDIX A
Golder Associates
July 13, 1987 A-1 873·5064
APPENDIX A
FIELD INVESTIGATION
A total of nine boreholes were drilled along the transmission line
route, as noted in Section 4. of the test. Details of the field
investigation are discussed below.
Our explorations were supervised by a geotechnical engineer who logged
the recovered materials, directed the drilling operations, and recorded
indicators of drilling conditions. The soils encountered have been
classified according to the Unified Soil Classification System, as
summarized on the attached Figures. Logs of the Boreholes are presented
as Figures A-1 through A-9.
PLATEAU AREA
Six boreholes (GA-20, GA-40, GA-50, GA-70, GA-80 and GA-90) were
completed during the period March 10, 1987 through March 13, 1987 in the
Plateau Area. The boreholes were drilled using a Nodwell-mounted Mobile
B-61 drill rig that was equipped with eight inch outside diameter (0.0.)
hollow-stem augers. Additional materials and equipment were also
available for core drilling, but these were not required for the
investigation in the Plateau Area. The boreholes in the Plateau Area
were extended to depths of between 30.5 feet to 31.5 feet. Standpipe
piezometers were installed in each of the boreholes, except for GA-50.
A thermistor casing was installed in Borehole GA-50.
LANDSLIDE AREA
The three boreholes in the landslide Area (GA-150, GA-160 and GA-170)
were completed during the period April 14, 1987 through April 20, 1987.
A helicopter transportable CME 55 drill rig was used during this phase
of the field investigation that was equipped with an eight inch 0.0.
hollow-stem auger, and an air compressor for rotary air drilling. The
boreholes in the landslide Area were generally extended to a depth of 50
feet. Standpipe piezometers were installed at the completion of each
borehole.
Golder Associates
July 13, 1987 A-2 873-5064
GENERAL DRILLING AND SAMPLING PROCEDURES
Representative samples of the materials encountered were obtained by: I)
driving a split-spoon sampler into undisturbed soil ahead of the augers,
2) collecting cuttings as they were brought to the surface by the auger
flights or, 3) collecting rotary cuttings as they were brought to the
surface by compressed air flow. Samples were generally obtained at five
foot intervals, or where it was necessary to more accurately
characterize the subsurface materials. After logging the recovered
samples, the materials were either sealed in plastic bags or retained in
brass liners, prior to being transported to our Anchorage laboratory for
further examination, classification and testing. Drive samples retained
in brass liners were logged by inspecting the tube ends before they were
capped and sealed with electrical tape.
Both two inch 0.0.; two and one half inch 0.0. and three inch 0.0.
split-spoon samplers were used, depending upon the soil conditions
encountered, the type of sample desired and the drilling method being
used. Drive sampling was accomplished by either Standard Penetration
Testing (SPT), which is performed by driving a two inch 0.0. split-spoon
sampler using a 140-pound hammer free falling 30 inches, or by driving
either the two and one half inch O.D. or the three inch O.D. split-spoon
sampler using a 300-pound hammer free-falling 30 inches. The number of
blows required to drive a split-spoon sampler the final 12 inches of
each sampling attempt are recorded on the borehole logs. In addition,
where very dense soil was encountered, the two inch O.D. split-spoon
sampler was occasionally driven using the 300-pound hammer.
The results of grain site analyses tests on selected samples are
presented on Figures A-10 and A-11.
STANDPIPE PIEZOMETER INSTALLATION AND MONITORING
Standpipe piezometers were installed to monitor stabilized groundwater
levels. The standpipes consist of ten foot lengths of one inch 0.0.,
Schedule 80 PVC pipe that were connected using solvent welded joints.
The bottom two feet of each standpipe consisted of a section of machine
slotted pipe with openings of 0.020 inches. After installation of the
standpipe, a sand backfill was generally placed around the slotted
section of pipe, and a bentonite seal was placed above this. The
remainder of the borehole was backfilled with neat cement, bentonite or
cuttings. Details of the piezometer installations are shown in the
borehole logs.
Generally, sandpack materials were placed through the hollow-stem
augers. The remaining backfill materials were either placed through the
augers or in an open borehole after the augers were removed. Where
cuttings backfill are shown on the borehole logs, this may represent
either portions of the borehole that collapsed during installation of
the standpipe or cuttings that were shoveled into an open borehole.
Golder Associates
July 13, 1987 A-3 873-5064
After installation of the piezometers, they were allowed to stabilize
for several days prior to taking the initial readings. PeriQdic
readings were then made during the course of the program. The water
level shown on the borehole logs was obtained at the end of the testing
program and represents the most current set of data. Variations from
this may occur due to seasonal fluctuations in groundwater levels at the
site.
THERMISTOR INSTALLATION AND MONITORING
A thermistor casing was installed in Borehole GA-50, instead of a
standpipe piezometer on March 12, 1987. The casing consists of one inch
diameter, Schedule 80 PVC pipe that is sealed at the bottom. After
placement of the casing, the borehole was backfilled with a mixture of
cuttings and cement, and the casing was filled with glycol.
Temperatures were allowed to stabilize somewhat prior to obtaining the
initial set of readings. Subsequent readings were made throughout the
program. The most recent ground temperature readings are presented on
the log of Borehole GA-50.
Ground temperatures were obtained by lowering a thermistor to selected
depths within the casing and measuring electrical resistance values.
The electrical resistances were converted to temperatures using
calibration data supplied by the thermistor manufacturer.
Golder Associates
SOIL DESCRIPTION INDEX
TABLE A
Unified Soil Classification System
Soil ClassificatiOn
Cnteria for As&igning Group Symbols and Names Generalized
Group Descriptions
Coarse-Grained Soils Gravels Clean Gravels GW More than 50% reta•ned on More than 50% of coarse !rae-Less than 5% fines
No. 200 s•eve lion retained on No 4 sieve
GP
Gravels w1th Fines GM More than 12% fines
GC
Sands Clean Sands sw 50% or more of coarse fraction Less than 5% fines
SP
Sands with Fines SM More than 12% fines
sc
Fine-Gra•ned Solis S1lls and Clays Inorganic CL 50% or more passes the Liqu1d limitless than 50
ow
No 200s1eve
ML
ow
Organic
OL
Sifts and Clays Inorganic CH liqu1d limil50 or more
MH
Organ1c
OH
Highly organic soils Primarily organic matter. dark 1n color, and organoc odor PT
TABLES
Relative Density or Consistency
Utilizing Standard Penetration Teat Values
CohesiOnlen Soflst•l eon. .... Soil$10)
Relative O.ns1ty N. blows/111<1 Consistency N, blows/111<1
Vary loose
Loose
Compact
Dense
Very Dense
Ot04
4!010
101030
301oSO
over SO
Very ... fl
Sol!
F11m
Stdl
Very Sltfl
Hard
Oto2
2104
4108
8to15
161030
over30
(a) So•ls consisting olgreYel, sand. and 1111, eilher 111111rately or 1n
comb1nat10n, PG$SeSs1ng nochara<:teiiS1icsOiplasucny. with average
panu:te d .. mller greater than 0 002 moHuneters
(b) Soils consisting generally olllle Clay fraction. possessong the
characteristocs ol plasticity with all average oanoclfl d1ameter olless
than 0 002 millimeters"
(C) Relar tol .. l ot ASTM 0 1!'186-84 to .. dlllinoiJOO ol N
TABLED
Descriptive Terminology Denoting
Component Proportions
Trace
Li!Ue
~·--'"' And
Range ol PropottiOn
~5%
5--12%
12-30%
30-SO'MI
(a) UH GraveHy, Sandy, SiHy. or Clayey
u aopropr•ate
TABLEC
Component Definitions by Gradation
Component
Gravel
Coarse gravel
Fine gravel
Sand
Coarse sand
I!Aed1um sand
F1nesand
S•llandCiey
~
Above3on.
3in toNo.4(4.76mm)
3on to'llotn
""tn lONe 4(4 76mm)
No 4(4.76mm)toNo 200(0074mm)
No 4(4"76mm)toNo 10(20mm)
No 10(20mm)toNo 40(042mm)
No 40(042mm)toNo 200(0074mm)
Smaller than No 200 (0 074 mm)
TABLEE
Descriptive Terms Denoting Gradation
of Granular Components
Abbr-100
Gradatoon OesignaliOn SymbOl
(oarsa to line ot c-1
COII158medtumtoline ~-m-1
coarse to medium e-m
med1um to tone m-1
meduJm m
fine I
Oeltning PropontQnS
(AIIIract•Oilsgreatertttan 10%
of tne component. but the
medium component dom•nates)
less than tO•AIItne
less than 10% coarse
less than tO% coarse and hne
less than 1~ coarse and med;um
'-------------------Golder Associates
I
RECORD OF BOREHOLE GA-20 Figure A-1
LOCATION See F tgure 2 DATUM Ground Surface
SAMPLER HAMMER WEIGHT UO LB .. DROP 30 IN · 300 -LB 3-o iN
DATE !mch 10, 1987
BORING METHOD HollCM-Stem
Aucer
I SOIL PROFILE SAMPLES STANDARD PENETRATION TEST
A "N" BLOWS PER FOOT --~--------------~~~--~
1-1,0 40 40 -4.0
0 .
PIEZOMETER .f ELEVN
a: 1-..J w 1.1.. t Q.
WATER CONTENT,PERCENT
-DEPTH DESCRIPTION
a:l w -Q. I,/') ..
1-~ > ~ ~ "' ;:) ,... Wp J,O -Wn4_0 40 4.0 WL INSTALLATION
·I
I
I
0.0' 6" -12" organic mat at
ground surface, fibrous
Stiff to very stiff, olive
SILT (r'll:..) little to sore
f sand
L----::::::!---:L=----.,~--;--4
16 O' Haru 1 tan uu Drown, S=~~
• SILT (HL) (Kenai Group)
I closely spaced conical
fractures throughout samplE
with thin oxidation coat-
a:
1-
I,/')
I-__ h ings to stains on fractur? )\
0 z ..J
a::l
1 2" 17
00
2" 2 lm 60
2" 3 !m D4
-10-r----+----+----+---~----~
• ..... ~
I a,
-15~---4~--~--~----4--~1 ~ ~
I ~
4 3" 40 +
!oo • 4'
-20-r-----r----r---~~---r~'\~~
\ 1 21 • 0 , ~urface§_ _____ .._J ~::::?
@j 5 ~~ 3" !
' ]"() .l) 0 +
Very dense, brown, f SAND l:::=:
(SP) (Kenai Group) .~~k' -25 ~----r---;----~----;----;
~ 'f,:.'~i
-.':"'f-------------.. :. 27. 0' Very dense, dark gray f :.::::·;r-~-:-+-:rt
SAND (SP to SP-SH) with i:~·f: 6 ?;; DO+
I
interbedded layers of hard-:~:;·::·:
silt to 4" thick :.·.~:.·: :·::::··:
30.5' E.O.H. @ 30.5'
I REMARKS. * = 300 :r:ound harmer use:i.
DO =Drive Open Sampler.
~~-V-E-R-TI_C_A_L_S_C_A--LE----
1 IN TO 5 FT.
o• •
~30 ~-----+---~----~----~---~
vlater level on 4-22-87
Golder Aasociates
JOB # 873-5064
t
!
)
RECORD OF BOREHOLE GA-40 Figure A-2
LOCATION See Ftgure 2 DATUM Ground SUrface
SAMPLER HAMMER WEIGHT UO LB .. DROP 3._0 iN 300 LB 30 IN
DATE r·E.rch 11, 1987
BORING METHOD HollON-Stan
Auqer
SOIL PROFILE SAMPLES STANDARD PENETRATION TEST
& "N" BLOWS PER FOOT
..... 10 ~0 ~0 4a0
0 . a: ..... WATER CONTENT.PERCENT -I w .... t PIEZOMETER 0. Q;l w -0. r.n ...
Wp 1,0 -w"40 '\0 WL INSTALLATION ~ ..... _'\0
El.EVN -DESCRIPTION .....
< DEPTH
a: ..... r.n
0.0' Soft to finn, dark brown
ORGANIC SILT (OL) trace to .. "
little fibrous organics and .. ·
roots ..
'· " ,,
!---1------------
6.5' Ccropact, dark gray, sandy
SILT (J:.IL) trace gravel and
oobbles
r---1------------10.5' Dense, dark gray, sandy
SILT (ML) trace to little
gravel and cobbles
1----------------14.0' Dense, dark gray, sandy
SILT (I"lL) trace to little
angular gravel
>-~ ;::, ..... z 0
-I
Q;l
1 AS-
2" 2 oc 18
3 2"
oc 38
2" :r 4 ! 00 6~..
~
-5
-10
-15
131 -4 .....
• •,
~
" " " " • '\
r---,
\
\
• ;) ~
/
oobble layer at 20. 0' -20-r----+----1----~--~+---_,
!-:---~ ------------.:::ii 21.0 I 12:'/" Ccrnpact, dark gray, sandy ~~~
GRAVEL (GP to GP-GM) f):'!::t-5~3=--+-,, 1-:=r=i21J"
subangular gravel r;/ 6 ool(l)
>iz.·' r-25 -r----+---1-----:~---+--_,
~6:'0' - - - - - - - - - ---
Dense, brown, sandy SILT
(ML)
increasing sand content
---a±.. 2.9'----------
29. 5' Dense, dark gray, SILT (ML)
(Kenai Group)
31.5' E.O.H. @ 31.5'
REMARKS. AS = Auger c::"''"''"' 1 e * 300 POund~r used
00 = Drive Open Sampler
~---------------VERTICAL SCALE
7 2" 39
lm
8 2" 65 30
m
(1) Blow oounts in heaved material
\Jater level on 4-22-87
~
~ •.-I
A..
~ .
n:l ·.-I
Cl
.-1
l
1 IN 1'0 5 FT. Golder Associates JOB# 873-5064
(
~ ~
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)
I
RECORD OF BOREHOLE GA-50 Figure A-3
I
r
LOCATION See F 1gure 2 DATUM Ground Surface DA iE l<Jarch 12, 1987
SAMPLER HAMMER WEIGHT UO LB .. DROP .38 IN. 300 LB 31 IN
SOIL PROFILE SAMPLES
....
0 a: .... .
BORING METHOD Hollow-Stem
Auoer
STANDARD PENETRATION TEST
6 "N" BLOWS PER FOOT
_1_0 ~& 30 4.0
WATER CONTENT,PERCENT t _, w ~ THERr·'liS'IDR Q. a:l w ELEVN -Q. rJ) ... Wp 10 -w"20 40 WL INSTALLATION ~ ~ 3.0 -DESCRIPTION .... >-~ " ;:) .... _j_
a: z 0 .... _,
• TEMPERATURE,°F a:l
I DEPTH
rJ)
31_ 34 3_.2_ 3~ I o.o' Soft, brown, ORGANIC SILT
(OL) fibrous with roots •
• I increasingly arrorphous
---+--=w_ith __ d_e_pth--::---:--:---------+·ft· 1'1 2 2 n
1 AS-
4. 5 1 Canpact 1 dark brown, grav-3 oo 3 1-5
I elly sandy SILT (ML) littlE ...., ........_
to sane cobbles, with ~" ........_ •
~vel ·· .. !" 7 5 I i-' - - - - -f~ '-., '-
• Dense, gray, silty, sandy 'd)t r--,
I GRAVEL (GH) trace to scrne ·~.~fid--+.:;27."-t--t • ~~
cobbles 4
00
61 r-10 -t---t-----+---+---+---1
I
f subround gravel below 13 1 ;~. •. • • 1 I
with decreased SILT con-llif ~V t~t ··~-+~2.~,--t 114 :s ;1-- - - - - - - - - -5 00 39r-15 -t-----tr---•-+---t---+----i 1 ....
\
.-1 Canpact to d~e 1 dark 8
I (Glv1) :. ' l?
gray, silty I sandy GRAVEL a • \ 4
__ i-(_Pos_sib_le~e::_a~ Group) __ .. ~ :t----t-:=
2
::-r.,:+--1 \ :5
19. o' Dense to very d~e, black:·;·~::·:. 6 00 10 r-20 -t--~r--•-r---+--+----1 ... ~ ·i I to dark gray, m-e SAND (SP) ~;~:~. 'gj
(Possible K~ Group) ~if: .....,
21.5' ""\.2:--------__ / 1:.t'.l~ • ~
I Very d~se, dark gray f-m f;t~· li<
silty SAND (SM) gra~g to :t}.t·t---r,.-,~-4 ~
a sandy silt at 25 1 .~~f.f 7 &; ~0 _ 25 -+---t----+fe--+---+---:~rl.)-"£
I (Possible K~ Group) ·~:1f ~
--~j:li •• ts:
---ir:·J. ~ ----t~t:
t:la 5 1 ~ :i.:f.~ 14
' • Dense, dark gray, silty f ::':tt--+-=2-::-"-t---t
SAND (SM) (K~ Group) .~tr 8 DO 1)2 1-30 •
130 ·0 ' E.O.H. @ 30.5 1
l
to 1.5' and 3.5' to 4.5'. REMARKs . Seasonal frost between 0 1
DO = Drive Open Sampler l AS -Aliger sBmole Ground temperatures measured on 4-4-87
Golder Associates JOB # 873-5064
r
~
)
+
RECORD OF BOREHOLE GA-70 Figure A-4
LOCATION See Ftgure 2 DATUM Ground Surface
SAMPLER HAMMER WEIGHT UO LB .• DROP 30 IN
. 300 LB 30 IN
DATE March 12, 1987
BORING METHOD Hollow-Stan
A11aAr
SOIL PROFILE SAMPLES STANDARD PENETRATION TEST
A "N" BLOWS PER FOOT
.... 1.0 2P 3{J 40
0 . cr .... WATER CONTENT,PERCENT _, w 1.1.. t -PIEZOMETER c. -a:l w c. (,/) ..
Wp 10 Wn20 4p_ WI. INSTALLATION :1 ~ 3p ElEVN
DESCRIPTION .... >-~ c( ::> ....
cr z 0 _, .... Q) (,/)
OEPTH
0. 0 1 4" to 6" thick organic mat fi}
.. 1 at ground surface ~ft.
I f:~-•.
Conpact 1 brown, silty SAND ·r: (:~t--+--+---t L _ (SM) trace to little . h;~: 1 AS -
J4. o' 1 gravel, gravel layer at 1 t--+--+---t
I 13.5' I -5 I ~...:: _________ _
' i
I
I
Conpact to dense, br<::Jt.m 1
sandy SILT (II1L) little to
some gravel and cobbles,
with layers of sand and
gravel estimated to 1'
thick
2"
2 IX) 30-10
•
• ..
I-1 · I
112.5 1-~-- - - - - - - - ---·•1 , a
Compact to dense, gray 1 ~jJ--horTrt--t I "£
silty sandy GRAVEL (GM) :-~~: 3
1
&:; 29 _ 15 -t--•-+--+--•~---1----1 ~
subround gravel, trace to ~~ " c..
little cobbles ~r~ " " -~
I :~1· ·,. --+~-----~ " " ~
l9. 5'--- - - - - - - - - - - . 4 fu 52 r 20 -+--....,•r--41-+-----4---+---\-1~ ~
I Dense to very dense 1 dark ~
·~ gray, SILT (ML) trace
flat, angular gravel
-I 2 11 5 58 00 -25 -t---+---+---1---+---+--,...!
r
~
J
ML _ -~ __________ .-:::·~ r
27 5 ' CCmpact to dense, dark ·:;_;::: ~
· gray to black, m-e SAND ·;·:\~:;·.__-+=-=-+--t [75 I (SP) . angular to s~gular }.:{ 6 &; 53 f-30 • J
30 5 1 part~cles and occas~onal ~ ........ '1---t=-t--t---+----+--+--+---+--+__:::::....J...::=i._.:..~
• \silt layers to 1 .. thick. 1
. I E.O.H. @ 30.5'
I
REMARKS. DO = Drive Open Sampler
AS = Auger Sample
----------------,, VERTICAL SCALE
-1 IN. TO :::> FT.
\•later level on 4-22-87
Golder Associates
J08 # 87 3-5064
r
RECORD OF BOREHOLE GA-80 Figure A-5
J LOCATION See F •oure DATUM Ground Surface
SAMPLER HAMMER WEIGHT j~g '&" DROP ~g I~
DATE 11arch 13, 1987
BORING METHOD Hollow-Stem
A1cr~r
f SOIL PROFILE SAMPLES STANDARD PENETRATION TEST
--~------------~~~ 6 "N" BLOWS PER FOOT
..... lD 2l) 3D 40
0 . a: ..... WATER CONTENT.PERCENT ..1 w 1.1. t PtEZOMETE R a. I ELEVN IXl w -a. (/) ..
..... ~ > ~ ~ C( :I ..... 0 a: z ..1 ..... IXl (/) I
-DEPTH DESCRIPTION
0.0' 8" to 12" thick organic :~:r;· ,·:rr
I mat at the ground surface :of.£,
compact, brown, silty SAND :iJ{I--+--+~
(SM) trace to little . ~#~ 1 AS -
~'.!.'! 211 I. gravel. ·~j J.J---+---+-----1
~·~·-:f 2
__ -f-cobble layer at_!~· _ _ _ 1--+-=~~ 9 DO 1-5
I 6 • 0 1 Dense, brown, silty sandy :~1
GRAVEL (Gl-1) g~
zi~+=-~
I ~.il. 3 2" 53 ~,1--~"'+--t
l:x:mlder at 11. 0 1
00 1-10
~3:0·-~----- - ---- -~
Very dense, dark gray, ~~t--+---+-~
I silty sandy GRAVEL (G£'1) '4':\·,.,~i'.t--4-+-"=+~ 2" .?.Q.
00 R i-15
1~
I ~.·~ ~!(pl.t--h:-r:-1--....1 ~i~~ 5 lith
3" 96 00 I i'r-~~ i-20
23-:D 1 t-----------
f Dense, dark gray, sandy
SlLT (I-lL) little to sane
gravel
6 ~ 541-25
I I 2 .. I~Q 7 oo R"l-30
30.5' E.O.H. @ 30.5 1
I REMARKS. 00 = Drive Open sampler
R = RefusaL~~, cobble l:.x:>ulder
AS -AunPr :::.arnole
--:
Wp 1/) Wn2!J 3D
• • l
........ ,
........
........
r......
..........
•
•
...
Hater level on 4-22-87
I VERTICAl SCALE
l IN TO 5 FT. Golder Associates
4,() WL INSTALLATION
~
& r
I . ...;
0..
~ u
J . :--.., n:l . ...;
~ ~0 ~
t ~~
~
-..j ~ ~
(
(!)
~ ~ ~+~
J
-i ~a . ...; ('
0.. Cl.l
] ~
·H ~ +J 1"=-s .s 1-u
"li ~~ t-· ) -=--
JOB # 87 3-5064
r RECORD OF BOREHOLE GA-90 Figure A-6
I LOCATION See F •guut 2 DATUM Ground Surface DATE ~arch 13, 1987
SAMPLER HAMMER WEIGHT UO LB .• DROP 30 IN.
. 300 LB 30 in
I SOIL PROFILE SAMPLES
+-0 .
BORING METHOD Hollow-Stem
Auaer
STANOAFIO PENETRATION TEST
6 ''N" BLOWS PER FOOT
10 20 3D AO
a: .... t WATER CONTENT,PERCENT _. w ~ ... PIEZOMETER 1:1. w I ELEVN (D ...
2: 1:1. r/'1 ~ Wp1Q w~ 3Q 4p WL INSTALLATION ·-DESCRIPTION DEPTH
--_,_ - ----- - - - -
I 9. 0' Dense, dark gray sandy
SILT (~) little to sare
gravel
+-< a:
+-V)
>-:= ~ +-z 0 _.
(D
1 AS-•
2 &; 22 r-5 •
3 fu 72 i-10
J cobble layer at 13'
decreased gravel content
below 14' 2" f-15 -+---'•-t---t---+--+---= ... :-,11:....-4 00 73
sand and gravel layers to
2" thick below 20'
2" ... 20 +---·1---+--+-----4-......:--=31il:..ll""' 5 JX)65
' ~4:-o• ------------g.· --+=-::-t--1
Very dense, dark gray 0~ 6 2" 92 ,.. 25
sandy GRAVEL (GP-Gi) ;oQ. m .o k-------------. 27 • 0 ' Dense to CCJJJpact, dark
31.0'
I
gray sandy, gravelly SILT
(J.tL)
E.O.H. @ 31.0 I
7 I~ 381-30
• •
I REMARKS. 00 = Drive Open Sampler
AS = Auger Sa.Irple
~·later level on 4-22-87
----------------
.
n:1
·.-I
Cl
-.,...;.~
1-:.. f-:::
'""= ""=
' VERTICAL SCALE
1 IN TO 5 FT. Golder Aasociatea
JOB # 87 3-5064
/
~
)
+
~ H
i ca~
L..
UJ~ ~H li
I"
~ -
('
Cf}
~
H
~
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J
RECORD OF BOREHOLE GA-150 Figure A-7
LOCATION See Figure 2 DATUM Ground Surface DATE April 14, 1987
SAMPLER HAMMER WEIGHT 308 '11· DROP j8 I~ BORING METHOD Auger/Rotary Air
SAMPLES STANDARD PENETRATION TEST
6 "N" BLOWS PER FOOT
SOIL PROFILE
.... 10 2Q 3Q 4Q
0 . a: .... WATER CONTENT,PERCENT _, t: PIEZOMETER Q. w 1.0. -w -al -:
~ Q. (/) .. WplQ w~Q 3Q 4Q WL INSTALLATiON ,_: ~
ELEVN
DESCRIPTION > ~ c ::l ... 0 a: z _, .... a:l (/)
DEPTH
0. 0 1 1" to 3" organic mat at
ground surface
Soft to finn, brown, sandy
1--;-1'.SILT (Z.U:..) /:if>.· 1 lAs -3.0 ,_----------.. ···~-·~-----~----+--1
Very dense, gray -brown, ~s::r~,;.>~~-_-~--.:-,,.,.~--+
sandy GRAVEL (GP), with . ~~ 2 2m" 72 layers of increased sand [? ;....' J.---4-l-.!1.4-~
content to 4" thick, little~0~
to sore cobbles t~
•
5 +---..r-+--1---+-----,f----i .... ~
8. ·.-i 0..
"--9:5 I - - -----------~.1---+--+--il-10 -+---.-f----+---+---+---1
Very dense, gray -brown g 3 ~· W. • ~~ ....
sandy GRAVEL (GP-GM) trace ~ .. ..._, --¥-~~
to little cobbles ;~
.
rt!
·.-i
Q
=
increasing silt content
~~0
P.~.
~~~· .... -~2-,-1, p:o-to+-t>~~ 4 OOR
~l .... 15 +----.+---+--~--~-~
1----
20.0'
ooulder at 18.5 1
~v .·.;..·.
~
Very d~e, ~ai--brown,-~)t 5 2.9 !JQQ.
204-~.-+---1------4---+-~ ....
silty sandy GRAVEL (Gr1) ~tf~· ---IITY)~...,~;R~
little to sane cobbles, ;I>··
subangular gravels with i1!
1 SCire oxidation Stains on f...IJ.~ll--+-=-+--1
fractured surfaces ~ 6 1~·
1
~ f-25
boulder at 24. 6 1
ooulder at 28'
~ 25"100 ~~ 7 m R'f-30
~·
~·~ rf"" ~,.f1 8 Eo boo +
•
•
•
~
REMARKS. 00 = Drive Open Sampler Hater level on 4-22-87
R = Refusal on cobble or ooulder during driving
.._ _____ *__;;;=~3~00 round hamner used to drive SPT samoler
,....
~
H
~ ~-
m
r
~
H
~1 JCO
~
H
1-~-
tf .7
VERTICAL SCALE
1 IN. TO 5 FT. Golder Associates
JOB # 873-5064
RECORD OF BOREHOLE GA-150 Figure A-7
<cont.>
LOCATION See Figure 2 DATUM Ground Surface DATE April 14, 1987
I
SAMPLER HAMMER WEIGHT UO LB .• DROP 30 IN.
300 30IN BORING METHOD Auger/Rotary Air
SOIL PROFILE I
----~----------------------~--~~~~
SAMPLES STANDARD PENETRATION TEST
& "N" BLOWS PER FOOT
DESCRIPTION
.... 19 29 3p 4p
0 a: .... . WATER CONTENT.PERCENT .... w 1.1. t -·-' PIEZOMETER c. CD w -c. r.f) ....... Wp10 w'io 40 WL INSTALLATION .... ~ > ~ ~ 3\) o( ;::) .... 0 a: z .... .... CD 11.1
I ELEVN
DEPTH
135.0' ~
ha.o1 Very dense, dark-gray,--~~·oA:t,·-..._.....__. ~-silty sandy GRAVEL (G-1). ~}i 9l&; 113 40 -+--·--i---t---+---1----f I little to sane cobbles and ~-1 :;.J---+==~--1
-"Ill t-2i. (
~ ooulders, gravel typically?~
less than 1 11 diameter *}
~3. a; Very den-;e-; dark graY,--r:}-.tl---+.,..~--1
silty SAND (SM) m-e sub-:'~":r{10 2 11 10 ~
rt?und to subangular sand, :l~i: 00 J""-45
l~ttle gravel to cobbles .:;}~;
~i$
• -:1
·r-i ~
~ §
.fl + ._\ ~ ~ -=-~
G:
) ~ s. o-; very dense-to dense .t.. ¢lark-~'(~i•
gray, silty sandy GKA.VEL _....,:1---+--4---1 • lGM1 . 11 2" 50 ~ DO Rir----r--~~--~----~--~--~~------~ .., .......
50.0' E.O.H. @ 50.0'
REMARKS: oo = Drive Qpe:n Sampler d . . .
R = Refusal on cobDle or ooulder urmg dr~ vmg
t---------*-=-3=00 round ha:mrrer used. to drive SPT sa"'t!Pler
VERTICAL SCALE
, IN. TO 5 FT. Golder Aasociates JOB # 873-5064
RECORD OF BOREHOLE GA-160 Figure A-8
LOCATION See Figure 2 DATUM Ground Surface DATE April 18, 1987
sAMPLER HAMMER-weaGH·T 10o
0
Vk DRoP i8 'ik BORING METHOD Auger/Rotary Air
SOIL PROFILE
ELEVN
DEPTH DESCRIPTION
0.0 Soft, dark brown,ORGANIC
SILT (OL) trace c sand
and n:ots
....
0
....I
Q.
....
<C a: ....
1/)
f----------------'.
SAMPLES
a: .... • ~ w "' CD w -c. 1/) .. ~ >-~ ~ .':) .... z 0
....I
CD
1 AS--
3. 5 ' Ccrnpact to dense, brown'· ···~',J----il---t---1
sandy GRAVEL (GP-G1) trace ~.{•c 1-5
to little cobbles ~;~
~0
o O.r-.........,.,-+--t 0. 2" 25 ~~ 2 r:o rt
~10.~ -----------~: 3jPK-lO
Ccrnpact to dense, gray, ~7.,1--+--+--t
sandy GRA.VEL (GP-GM) little 1~_;.· .. · 4 1 ~ ~
to sare cobbles ~~ I.I...V 1 R
STANDARD PENETRATION TEST
6 "N" BLOWS PER FOOT
lp 2p 3p 4P
WATER CONTENT.PERCENT
..a •. WplO w"2Q_ 40 WL 3_Q_
•
•
q~~
:~&,
P:<;
1-15 -f-----lf----+-----1---+---j
~~ .Qt-5-+~'""t".....,..ISB-.,...;
trace to sane cobbles and ~~'•.,:~ 3 ..
ooulders ~:: 6 IDo 66 20 -1--·-+--1-----1---+--.r-1
O~;
~9 :0 ~~·11-·.· -7-+fn,..,.,11-+-*3-t9 •
P.~
2s :0 ;-- - - --- - - - - - -~~ 8 fAC -'"" 25 +---+--1----+---+:.,....---1
Dense to very dense, brown ~
sandy GRAVEL (GP to GP-GM) O;n.-~1--+--t
little to same cobbles ~:
~·f-. --f->;;-n-t-..;.:~
t:s·.;• 9 ir:o 3l" ~~""" 30 +---•:;---+--+---+----t
i ~~---r:::;~.!.....t o:
~ cobble layer at 33' • ~~·
r---I -Derise to v--dense-orown ~ •. 4::;. 33 • O ~~~y 5~vW' (Q1) little .tc ~·fii-,l''.t-1-0+fu-.. --t-ll""'R"-11 •
PIEZOMETER
INSTALLATION
REMARKS. 00 = Drive Open Sampler
RAC = Rotary Air CUttings
AS -Auoer SamPle
* = 300 p:mnd haJ:rrc'er used to drive SPI' sampler
VERTICAL SCALE
1 IN TO 5 FT. Golder Aasoclates
JOB # 873-5064
r
RECORD OF BOREHOLE GA-160 Figure A-8
(cont.>
LOCATION See Figure 2 o AruM Ground Surface OATE April 18, 1987
SAMPLER HAMMER WEIGHT UO LB .. DROP 38 IN.
300 LB 3 rn BORING METHOD Auger/%~ry
SOIL PROFILE SAMPLES
-~ ELEVN
DESCRIPTION DEPTH
35.0 Boulder at 35.5' ·+-------------36. 5 Canpact to dense, gray,
-I
sandy gravelly SILT {ML)
little to same cobbles
1-
0
...J
Q.
1-
<I( a:
1-
<I)
a: 1-
w 1.1.
al w -~ Q. <I)
)oo ~ ;:I 1-z 0
...J
al
.
~ ..
~
STANDARD PENETRATION lEST
& ''N" BLOWS PER FOOT
~0 ~0 ;30 40
WATER CONTENT,PERCENT -
Wp ~0 wn fa
/
/
/
PIEZOMETER
INSTALLATION
r
1 ~ ~
tf.l r-:::. J 25 11 # , tF-!--::_ ----~----------------------~~·~·~.3 DO 8~i---~~--~--~~--~----+----+--~~~--~ ·-J 50.0 E.O.H. @ 50.0'
I
REMARKS: DO= Drive Open Sampler Water level on 4-22-87
* = 300 pound harrrner used to drive SPT sampler
~---------------·1 VERTICAL SCALE
'IN.TO 5FT. Golder Aasociates
JOB # 87 3-5064
RECORD OF BOREHOLE GA-170 Figure A-9
LOCATION See Figure 2 DATUM Ground Surface DATE April 20, 1987
SAMPLER HAMMER WEIGHT ~~~ L&· DROP 18 l!ii BORING METHOD Auger/Rotary Air .
SOIL PROFILE SAMPLES STANDARD PENETRATION TEST
.. "N" BI...OWS PER FOOT ... U> 21) lO 40 0 a: ... . WATER CONTENT,PERCENT ..J 1.1. t PIEZOMETER Q. w -w -"-1 ELEVN CD Q. ll) ..
Wp 10 Wn2.0 4.0 WL. INSTALLATION -DESCRIPTION ~ ~ 3P DEPTH ... > ~ < ;::) ... a: z 0
··I
..J ... CD ll)
0.0' 6" to 12" organic mat at
~1 ground surface
Soft, bra..m, gravelly SILT
I
_ -. ...,.. lMLL ___ - - ---
3.0' ol.: 1
olive, sandy ~i:i Very dense,
GRAVEL (GP)
cobbles
AS-
trace to little&= c:e .... 2_..,_3....,.",-+D-3 ....
~~H-·' ----1-"00~--1
~~ '¢;0
increased cobble and silt 5!•!
content belOVJ 9' ~~1"":,11-:1-_3--+-+ -~~=~~:~:1~1--10
: 14~0 ~"::derto a:::. ~e, ~ay--~.· ..... 4-+1 ro-2-i" ~---~-0+-+ 15
brown, silty sandy GAAVEL ii(~
(GP-GM to GM) little to ~1
1 ~-cobbl~ and _boulders-~
:V·.t.f---+-3,..,,=-f, -+-20 ~ll9.5' Dense to very dense, olive, Jtt: 5 00 J2B
silty gravelly SA.."'D l SH) {r:-.J:f·l--+=:::..t--1
trace to little cobbles and :}\:
• ."j;
lx>ulders ~:
lx>ulder at 24 '
t-25
--------------
•
•
•
.
129.0' Dense to very dense, olive,
sandy SILT {!>IL) trace to
SC'iTe subround gravel
7 ~,.ey .... 30 ~--~·---+---~---~--~~.~ ~
· L __ cobble_],.a..Y§!rJL3~ ___ _
· 33. 0' very dense to dense, light
gray to tan, f sandy SILT (t;U:..)
2" 11, 8 loo nf"' •
REMARKS. 00 = Drive Open Sampler * = 300 :p::>und hamrer used to drive
AS = Auger Sample SPI' sampler
R = Refusal on cobble or J::oulder durincr drivincr ~--------~~~~
VERTICAL SCALE
1 IN TO 5 FT. Golder Aasociates
JOB # 873-5064
(
i
I
RECORD OF BOREHOLE GA-170 Figure A-9
<cont.>
LOCATION See Figure 2 DATUM Grotmd Surface DATE April 20, 1987
SAMPLER HAMMER WEIGHT UO LB ..
300 LB DROP 18 ':&
SAMPLES I SOIL PROFILE ·---~--------------~--~ ....
BORING METHOD Auger/Rotary
Air
STANDARD PENETRATION TEST
6 "N" BLOWS PER FOOT
10 2p ~0 "0
0 a: .... .
,_1 w 1.1. ~ Q. t:Q w -Q. 1,/)
WATER CONTENT,PERCENT -I ELEVN
PIEZOMETER
INSTALLATION Wp lp Wn2,0 ...: 2 >-~ ~ <( ::') ....
a: z 0
....J .... t:Q 1,/)
DESCRIPTION DEPTH
35. 0 1 layers of c sand to 6" Ill
thick u~ l--r-- - --- - - - -.i:~.{
37 0 • t 1=r • Very dense, gray, gravelly ~~t:
silty SAND {SM) l;lif: 25, l2S
:1'.11· 9 ~;;f. oo 'R,_ 40 •
~J.t. ~2-:D;-"very d.;;;se, 9ray ~liv;;--~
sandy ~VEL (GP to GP-Q1) ~-:....;a--+--+-....,.
trace cobbles, trace c~ 10 25' 45 • ,.~ a
oxidation coating on frac-~:·: 00 r-45 0::
ture surfaces of cuttings ~~ ~ r
I ~:~ & i ~
49-:-o• ve:r:{dense toCiense,olive,~~11 25' 55 •• .~I,..~ )
ISO 01 silty sandy GRAVEL (~) J 1\. 00 /~--+---+---1--+---+------"F'----........... ......_--t
· trace cobbles
I
E.O.H. @ 50.0'
REMAR;!.S. 00 = Drive Open Sampler Water level on 4-22-87
R = Refusal on cobble or boulder during drilling
VERTICAL SCALE
1 IN 10 5 FT. Golder Aasociates JOB # 87 3-5064
.,,
M. l T. GRAIN SIZE SCALE ., ....
0 0 __ ...__
Cl) Cl)
(") (") --Size of opening, inches U.S. StcL Sieve size, meshes I inch
tr1Z 6" :3'' 1.~2" 3t4" 3ta" 10 20 40 60 100 200 ti 0 4 pj' 100 e~ 'I' ~~ \ ~ R I ~~ 90 ~~ \ (i)
~-\ ~ 0 GA-50, S-5 :::u
(I) 80 ~ ~\ )>
(I) 0 GA-70, S-3 -
1-'· ~ z g 6 GA-90, 8-6
~-70 ~ (/)
1\ -6 z N <( 1\ rrJ :I: t:l 0 ..... 60 a. 1\ I'-0 t'O a:: l't -.... w 1\1\ ~ (/) z 50 ..... -i )> u.. ' " :::u en ..... ~t\ -en I'-.._ CD 0 z \. [\. t: c (') w 40 u 1\ l" I'\ -i Q a:: --b_ 0 (I) w
en Q. 4 f'... z
30
""
"'n
""'
...... r1n I 20 l I l l ! I I
I
I
I! ~ II I I Ill I I I II I ! ! ' j, I l I 10 I mo . '
II i
'< 0
I I I I l I -Cl)'
::s: 0 y
e ~ 100 10 1.0 0.1 0.01 0.001 0.0001
GRAIN SIZE, MM 'TI (I) G> 1-'· 1-'
Ill 1..0 c
....... 00 ::0
._J
COBBLE COARSE MEDIUM FINE COARSE MEDIUM FINE SILT SIZE CLAY SIZE fl1
SIZE GRAVEL SIZE SAND SIZE FINE GRAINED • I .....
0
,,
M. l T. GRAIN SIZE SCALE .., ..,
0 0 ....... ---~ CD CD i;; Size of openino. Inches U.S. Std. Sieve size • meshes I inch
p 6" 3" 1 h" 3/4" 3/e" 4 10 20 40 60 100 200
F 100 ~~ ~ ~ !-..., )....( t>-._ ~i 90 ~ l'l..
~ 'I'-p GA-160, S-2 & S-4 ........ 6 G') ~. ~ "-.. D.. corrbined :;u
~ eo \ n_ ........... l>
0 GA-170, S-5 & S-5A -g' -z
1'--r-. r-.rc
........ canbined
~. L...l -70 ' ~ 0 GA-170, S-7 & S-7A (f)
\ ~ -g z \ "' corrbined N
<( 1'1'1 :t: 0 t-60 Q. \ \ 0
CD 0:: -... LIJ (f) z 50 .....
)> u.. ::0 • t-\ -• [\ !t aJ 0 z c (') LIJ 40
a u ~ \ .....
0:: --!q 0 CD LIJ \ 0 Q.. z
30 '\ \ ~ .I 20 I
II' Ill ~-.c,. J i
I l II I I I : ~ 10 I ! mo II. I I
'< 0 I I I -CD
~ 0
e: i 100 10 1.0 0.1 0.01 0.001 0.0001
GRAIN SIZE I MM ,
m (5
~· ~ c Ill ::0 I-' 00
-...1 COBBLE COARSE MEDIUM FINE COARSE MEDIUM FINE SILT SIZE CLAY SIZE m
SIZE GRAVEL SIZE SAND SIZE FINE GRAINED
,..
I .... ....
APPENDIX B
Golder Associates
July 13, 1987 B-1 873-5064
APPENDIX B
PILE INSTALLATION AND INSPECTION
As discussed previously in Section 4. of the text, a total of 32 test
and reaction piles were installed at Test Sites GA-20, GA-40 and GA-80,
with work beginning at Test Site GA-80 and ending at GA-20. The order
in which piles were installed was a factor in details of the
installation methods, which changed slightly as preliminary test results
were generated and experience with installation was gained in the area;
therefore, conditions unique to a particular site are discussed. In
addition, further details of the materials, equipment and installation
procedures are discussed below.
MATERIALS AND EQUIPMENT
New HP 10x57, HP 12x53, HP 14x73 and 12 inch pipe sections were used for
the test piles. The steel H-piles used conformed to ASTM A36 material
specifications, and the steel pipe piles conformed to the requirements
of ASTM A252, Grade II materials. Where pile tips were used, they
consisted of ICE cast steel points for H-piles and open-end pipes.
The piles were driven using a Tramac BRH 750 hydraulic impact hammer,
with a rated energy of 3,000 ft-lbs per blow at a minimum frequency of
500 blows per minute. The hammer and leads were installed on a Nodwell-
mounted Mobile B-61 drill rig that was modified to accept the pile
driving equipment and function as the hydraulic supply for the hammer.
No cushioning was used between the steel drive head and top of pile.
During driving, the pile was fixed at the drive head and at the bottom
of the leads for the first length of pile driven. Because of the
configuration of the pile driving set-up, lengths of pile other than the
first could only be fixed at the drive cap.
Given the configuration of the equipment, the maximum length of pile
that could be taken into the leads was approximately 12.5 feet.
leveling and positioning of the piles were accomplished using the drill
rig slide base and three leveling jacks on the Nodwell carrier.
PILE INSTALLATION
Installation of all piles was supervised by a geotechnical engineer who
directed the pile driving operations, recorded penetration rates and
monitored heave during pile driving. Records of the pile driving plots
of the pile penetration rates are shown in Figures B-1 through B-32.
Golder Associates
July 13, 1987 8-2 873-5064
Generally, the hammer was not operated at the full rated capacity during
the initial stages of driving. It was generally necessary to begin
driving at less than the rated frequency so that the hammer and drive
head would not bounce excessively during driving. As penetration
increased, it was generally possible to increase the hammer frequency to
the rated setting.
In an attempt to limit the length of pile driven at less than the full
frequency, additional weights were added to the system. An additional
1,000 lbs. of dead weight was added to the hammer at Test Site GA-40.
The additional dead weight on the hammer was later increased to 2,000
lbs. at Test Site GA-20.
Pile tips were used on all test piles at Test Site GA-80, which was the
first site where piles were driven. Based on the results of the initial
driving, pile tip~ were subsequently not used on piles driven at either
Test Sites GA-20 or GA-40.
TEST SITE GA-80
As noted above, Test Site GA-80 was the first site at which piles were
driven. Eleven test and reaction piles were driven in a roughly square
pattern, as shown in Figure 5. A greater variety of pile sizes and
shapes were driven at this site than at the others, in an attempt to
assess the driveability in the glacial till of the Plateau Area. In
addition, extra piles were needed at this site due to twisting that
occurred in the pile for lateral load testing, which caused a
misalignment of the pile with the reaction pile.
Pile tips were used on all test piles at this site and no additional
dead weight was added to the hammer, as noted above. In addition, minor
difficulties were experienced with the installation, when the drive head
broke apart and made· it difficult to fix the pile at the head. This
probably contributed to the twisting that was experienced during driving
of the piles for the lateral load test.
TEST SITE GA-40
Ten test and reaction piles were initially driven at Test Site GA-40
during the period March 26 through March 27, 1987. An additional pile
was driven in a predrilled hole on April 3, 1987. As noted above, pile
tips were not used at this site; however, an additional 1,000 lbs. of
dead weight was added to the hammer for driving of all piles. A new
thicker and heavier drive head was also used for driving at this site to
replace the one broken at Test Site GA-80. The predrilling performed at
this site was not required for driving the piles; rather it was done for
comparison with piles installed in predrilled holes at Test Site GA-20.
Golder Associates
July 13, 1987 8-3 873-5064
!EST SITE GA-20
Piles were also driven at this site in a roughly square pattern, as
shown in Figure 3. Predrilling was used here to facilitate driving, due
to the presence of relatively shallow materials from the Kenai Group.
In addition, piles were driven with either 1,000 lbs. or 2,000 lbs. of
additional dead weight on the hammer for to compare the effect of the
dead weight on the driveability. Predrilled lengths and the dead weight
used for driving are summarized in Table 1.
PREORILLING
Predrilling was utilized for installation of selected piles at sites GA-
20 and GA-40. Predrilling was accomplished with the same Mobile B-61
drill rig that was used for the pile driving. Both eight inch and 12
inch diameter augers were used to predrill holes with. Prior to driving
the piles but subsequent to driving the predrilled holes were allowed to
stand open for between a few hours to several days.
PILE EXTRACTION
At the completion of the test program, test pile GA-80-4 was extracted
for visual inspection and the weld on the pile was returned to Anchorage
for further testing by Dryden & larue. The pile was extracted by
drilling four boreholes adjacent to the pile and pulling it from the
ground with the drill rig hydraulics.
Golder Associates
.-.. t
'-'
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0
PIIOJECTNO 873·5064
PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
DRIVEN BELOW RATE
GROUND
(FT) (SEC/FT)
PILE THROTTLE
LENGTH
( FT)
PREDRILLED 10' WITH 12" AUGER
GA-20-1 3/31/87 0 0 13.9 0.50 P:1000 PSI
(HP 10x57) 0-8 PENETRATION UNDER HAMMER WEIGHT
0
-2
-4
-6
-a
r:l..
-10
-12
-14
-16
-18
-20
-22
-24
-26
-26
-30
0
OWG NO 2392
9 13 13.9
10 147 13.9
11 160 13.9
11.5 140 13.9
12 420 13.9
12.5 720 13.9
13 720 13.9
... ~
100 200
0.50 P=800 PSI
0.50 P=1600 PSI
0.50 P=1500-1600 PSI
0.50 P=1500-1600 PSI
0.50 P=1500 PSI
1.00 P=1300 PSI
1.00 P=1300 PSI
LAST 0.5 FEET WITH 2ND WT.
300 400
PEN. RATE (SEC./FT.)
0 GA-20-1
FIGURE B-1
PILE PENETRATION RECORD
GA-20-1
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 [)AAWN CB APPROVED PC Golder Associates
,.....
t ,.....
::r:
i-
Q.
1.1.1
0
PREDRILLED 10' WITH 12" AUGER AND 5' WITH 8" AUGER
GA-20-2 4/2/87 0-10 PENETRATION UNDER HAMMER WEIGHT
(12" PIPE) 11 24 11.9 l.OO P=l750 PSI
0
-2
-4
-6
-B
-10
-12
-14
~
rl r.....
-16
-18
-20
-22
-24
-26
-28
-30
0
OWG NO 2393
12 46 20.0 1.00 P=l750 PSI
13 41 20.0 1.00 P=1750 PSI
14 64 20.0 1.00 P=1750 PSI
~15 129 20.0 1.00 P•1550 PSI
15.2 452 20.0 1.00 P=1450 PSI
-
100 200
2 WTS. USED FOR
DRIVE
300 400
PEN. RATE (SEC./FT.)
0 GA-20-2
FIGURE B-2
PILE PENETRATION RECORD
GA-20-2
BRADLEY LAKE TRANSMISSION LINE
oore 7-13-87 OAAwN CB APPROVED PC Golder Associates
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PROJf:;TNO 87J-5Q64
-----------------------------------------------------------------------PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
DRIVEN BELOW RATE PILE THROTTLE
LENGTH
GA-20-3 4!2/87
( HP l2X53)
0
-2
-4 \.
\. -6 y
-B '\(_
-10
-12
-14
-16
-18
-20
-22
-24
-26
-2B
-.30
0
OWG NO 2394
GROUND
(FT) (SEC/FT) ( FT)
PREDRILLED
3
4
5
6
7
8
9
10
100
10 I WITH 8" AUGER
1 12.5 0.75 P=900 PSI
7 12.5 0.75 P=900 PSI
9 12.5 0.75 P=900 PSI
18 12.5 0. 75 P=900 PSI
31 12.5 0.75 P=900 PSI
23 12.5 1.00 P=1400 PSI
3 1 12. 5 1.00 P=1400 PSI
47 12.5 1. 00 P=1400 PSI
2 WTS. USED FOR
DRIVE
200 .300 400
PEN. RATE (SEC./FT.) c GA-20-.3
FIGURE B-3
PILE PENETRATION RECORD
GA-20-3
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 ORAWN c B APPROVED PC Golder Associates
,...
t:
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1-a.
LiJ
0
PAOJECT NO 87 3• 5064
PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
DRIVEN BELOW RATE PILE THROTTLE
LENGTH
GA-20-4 3/29/87
(HP 12x53)
0
-2
-4
-6
-8
[1
' y
tk ~
-10
-12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0
OWG NO 2395
GROUND
(FT) (SEC/FT) ( FT)
0 0 12. 5 0.5 P:700 PSI
1 8 12. 5 0.5 P:700 PSI
2 4 12.5 0.5 P=700 PSI
3 14 12. 5 0.5 P=700 PSI
4 24 12. 5 0.5 P=700 PSI
5 46 12. 5 0.5 P=700 PSI
6 38 12.5 0.5 P=700 PSI
7 36 12.5 1.0 P=1400 PSI
8 76 12.5 1.0 HYO. LEAK
100 200 300 400
PEN. RATE (SEC./FT.)
0 GA-20-4
FIGURE B-4
PILE PENETRATION RECORD
GA-20-4
BRADLEY LAKE TRANSMISSION LINE
OAT< 7-13-87 Ofl4WN CB 4PPRO\IEO PC Golder Associates
,...
...: IJ..
"'"'
:I: ...
Q. w
0
PROJECT NO 87 3-5064
-----------------------------------------------------------------------PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
DRIVEN BELOW RATE PILE THROTTLE
GROUND LENGTH
(FT) ( SE C/fT) (FT)
-----------------------------------------------------------------------
GA-20-5 4/2/87
( 12" PIPE)
0
-2
-4 ~
-6
-a
-10
-12
~ i
' I
' ~ I
I
'&..L_
I
-14
-16 I
-16
I
-20
-22
i
!
-24 I
'
-26
-28
-30 .
0
0WG NO 2396
PREDRILL 14 • s I WITH 8" AUGER
3
4
5
6
7
8 . 9
10
11
12
13
14
14.5
'-e..___
100
3 10 0.75 P:950 PSI
16 10 0.75 P=950 PSI
20 10 0.75 P=950 PSI
15 10 1. 00 P=1450 PSI
16 20 l.OO P=1600 PSI
23 20 1.00 P=1600 PSI
26 20 1. 00 P=1500 PSI
38 20 1. 00 P=1500 PSI
40 20 1. 00 P=1500 PSI
95 20 1. 00 P=1500 PSI
12 1 20 1.00 P:1400 PSI
166 20 1. 00 P=1400 PSI
720 20 1.00 P=l200 PSI
200 300 400
PEN. RATE (SEC./FT.)
C GA-20-5
FIGURE B-5
PILE PENETRATION RECORD
GA-20-5
BRADLEY LAKE TRANSMISSION LINE
OATE 7-13-87 ORAWN CB APPROVED PC Golder Associates
_..
;-:
IJ. .._,
:r:
l-a.
LU
0
PROJECT NO 87 3-5064
PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
GA-20-Rl
(HP 12x53)
0 p
-2
-4
-6
-8
~
' <" """El
-10
-12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0
0WG NO 2397
DRIVEN BELOW RATE PILE THROTTLE
LENGTH
3/31/87
GROUND
(FT) (SEC/FT) ( FT)
0
1
2
3
4
5
6
7
8
8.5
100
0 12. 5 0.50 P=lOOO PSI
2 12. 5 0.50 P=1000 PSI
1 12. 5 0.50 P=1000 PSI
2 12.5 0.50 P=lOOO PSI
9 12.5 0.50 P=1000 PSI
18 12.5 0.50 P=1000 PSI
36 12.5 0.50 P=1000 PSI
22 12.5 1.00 P=1600-1700 PSI
30 12.5 0.50 P=1600-1700 p s l
36 12.5 1.00 P=1600-l700 PSI
I
200 300 400
PEN. RATE (SEC./Fl.)
0 GA-20-R1
FIGURE B-6
PILE PENETRATION RECORD
GA-20-R1
BRADLEY LAKE TRANSMISSION LINE
OATE 7-13-87 ORAWN CB APPRCNED PC Golder Associates
,...
t:
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J: .... a.
L&.l
0
PROJECT NO 87 3• 5064
·----------------------------------------------------------------------PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
ORIVEN BELOW RATE PILE THROTTLE
GROUND LENGTH
(FT) ( SEC/FT) ( FT)
-----------------------------------------------------------------------
GA·20·R2A 3/29/87 0
(HP 12K53) 1
2
3
4
5
6
7
8
9
10
0 ~ -2
-4
-6
-B
~ --iJ.l > --10
-12
-14
-16
-16
-20
-22
-24
-26
-2B
-JO
0 100
0 12.5 0.50 P=600·1000 PSI
4 12. 5 0.50 P=600-1000 PSI
2 12.5 0.50 P=600-l000 PSI
5 12.5 0.50 P=600-1000 PSI
11 12.5 0.50 P=600-1000 PSI
66 12.5 0.50 P=600-1000 PSI
6 1 12.5 0.75 P=1100-1200
71 12.5 l. 00 p: 1600-1700
52 12.5 1. 00 P: 1600-1700
113 12.5 1.00 P=1500-1600 PSI
370 12.5 1.00 P=1300-1500 PSI
'
200 300 400
PEN. RATE (SEC./FT.)
C GA-20-R2A
FIGURE B-7
PILE PENETRATION RECORD
GA-20-R2A
BRADLEY LAKE TRANSMISSION LINE
0WG NO 2398 OATE 7-13-87 OA ..... N CB APPROVEO PC Golder Associates
'""" t ._,
J: ....
ll.
1.&.1
0
PJ!OJEC'! NO 87 J-5064
-----------------·----------------------·--------------------PILE NO. DATE DEPTH PEN.
DRIVEN BELOW RATE
GROUND
(FT) (SEC/FT)
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
COMMENTS
-----------------------------------------------------------------------
GA-20-R2B 3/29/87
(HP l2x53)
·.
0 p
-2
-4
-6
-B
~ --1-iiL --s.
-10
-12
-14
-16
-18
-20
-22
-24
-26
-2B I
-30
0 100
0 0 12.5 0.50 P=700 PSI
1 \ 12.5 0.50 P•700 PSI
2 1 12.5 0.50 P:700 PSI
3 3 12.5 0.50 P=700 PSI
4 15 12. 5 0.50 P=700 PSI
5 6 1 12.5 0.75 P=1000 PSI
6 64 12. 5 0.75 P=1000 PSI
7 95 12.5 1. 00 P=1500 PSI
8 100 12. 5 1.00 P=l400 PSI
9 150 12.5 1.00 P=1300 PSI
~
200 300 400
PEN. RATE (SEC./FT.)
D GA-20-R26
FIGURE B-8
PILE PENETRATION RECORD
GA-20-R2B
BRADLEY LAKE TRANSMISSION LINE
OWG NO 2399 DATE 7-13-87 OllAWN CB APPJ!OVEO PC Golder Associates
,....
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Pf!OJECfNO 873-5064
PILE NO. DATE DEPTH PEN.
DRIVEN BELOW RATE
GROUND
(FT) (SEC/FTl
GA-20-R3 4/1/87 1 10
(HP 12X53) 2 2
3 7
4 20
5 40
6 60
7 70
8 95
8.5 160
0
-2
-4
.fJ
' "'-s._
-6
-a ~ .,.
-10
-12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0 100
TOTAL APPROX.
PILE THR0TTLE
LENGTH
( FT)
12.5 0.5
12. 5 0.75
12. 5 0.75
12. 5 0.75
12.5 0.75
12.5 0.75
12. 5 l. 00
12. 5 l. 00
12.5 l. 00
200
COMMENTS
P=1000 PSI
P=1000 PSI
P=lOOO PSI
P=1000 PSI
P=1000 PSI
P=1650 PSI
P=1650 PSI
P=1650 PSI
2 WTS. USED FOR
DRIVE
300 400
PEN. RATE (SEC./FT.)
t:l GA-20-R3
DWG NO 2400 OAT£ 7-13-8 7 ORAWN c B APPROVED PC
FIGURE B-9
PILE PENETRATION RECORD
GA-20-R3
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
,....
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PI!OJ£CT NO 87 3-5064
·----------------~------------------·----------------------------------PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
GA~20-R4
( HP 12x 53)
0
-2 ~
-4 ~
-6
-e
-10
-12
-14
-16
-1B
-20
-22
-24
-26
-2B
-30
0
DRIVEN BELOW RATE
GROUND
(FT) (SEC/FT)
3/31/87 0 0
1 6
2 5
3 4
4 30
5 48
6 43
7 60
8 124
9 206
9.5 168
9.75 228
J -!'a---
100
PILE THROTTLE
LENGTH
( FT)
12.5 0.50 P=1000 PSI
12.5 0.50 P•1000 PSI
12.5 0.50 P=lOOO PSI
12.5 0.50 P=1000 PSI
12.5 0.50 P=lOOO PSI
12.5 0.50 P=lOOO PSI
12.5 0.50 P•lOOO PSI
12.5 0.50 P=1000 PSI
12. 5 0.50 P=lOOO PSI
12.5 1.00 P•l600-1700 PSI
12.5 1.00 P=1600~1700 PSI
12.5 1.00 P=1600-l700 PSI
200 300 400
PEN. RATE (SEC./FT.)
0 Goii.-20-R4
FIGURE B-10
PILE PENETRATION RECORD
GA-20-R4
BRADLEY LAKE TRANSMISSION LINE
llWG NO 2401 ~TE 7-13-87 OAAWN CB API'fiOVEO PC Golder Associates
,....
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PROJECT NO 873• 5064
PILE NO. DATE DEPTH PEN. TOTAL APPROX. COMMENTS
DRIVEN BELOW RATE PILE THROTTLE
GROUND LENGTH
(FT) (SEC/FTl ( FT)
GA-40-l 3/26/87 4.5 1 1/2 PILE FALLS TO
(HP 12x53) 5. 5 1 3/4 4.5' ONCE
6.5 4 THROUGH
7.5 11 1/2 FROZEN LAYER
8.5 37
9.5 36
10. 5 32 FULL
lT. 5 36 25
12 58
0
-2
-4
-6
-B
r
' !.1--
-10 --:::::oE!
-12 ~
-14
-16
-Hl
-20
-22
-24
-26
-28
-30
0
DWG NO 2402
100 200 300 400
PEN. RATE (SEC./FT.)
C GA-40-1
FIGURE B-11
PILE PENETRATION RECORD
GA-40-1
BRADLEY LAKE TRANSMISSION LINE
DATE 7·13-87 ORAWN CB APPROVED PC Golder Associates
~ u..
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-----------------------~------------------------------------------------PILE NO. DATE
DRIVEN
GA-40-2 3/26/87
(HP 12x53)
0
-2
-4
-6
-8
-10
-12
-14
b
Cs._
--;{
'\__
-16
-18
-20
-22
-24
-26
-28
-30
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
[3(
0. 5
1.5
2. 5
3.5
4. 5
5.5
6. 5
7. 5
8.5
9. 5
1 d. 5
11.5
12. 5
13. 5
14. 5
15. 5
16.5
17. 5
18. 5
19. 5
20
~
-s__
100
2
2
2
2
2. 5
2.5
8
8
6
9
49
40
57
60
105
89
124
160
207
248
326
1-s-
TOTAL APPROX.
PILE THROTTLE
LENGTH
(FT)
12.5 1/2
25
FULL
:a---
200
COMMENTS
SURFACE FROZEN
PILE FALLS TO 5'
ONCE THROUGH
FROZEN LAYER
.~
~
300 400
PEN. RATE (SEC./FT.)
D GA-40-2
FIGURE B-12
PILE PENETRATION RECORD
GA-40-2
BRADLEY LAKE TRANSMISSION LINE
~-·--'---•----!-.&.--
,...
~
L.. ......
J: ....
ll. w
0
-----------------------------·------------------------------------------PILE NO. DATE OEPTH PEN.
DRIVEN BELOW RATE
GROUND
(FT) (SEC/FT)
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT}
COMMENTS
------------------------------------------------------------------------
GA-40 -3 3/26/87 4.25
(HP 12x53) 5.25
6.25
7.25
8.25
9.25
10.25
11. 25
12
0
-2
-4
-6
-B
-10
-12
0
' ~
~ -
-14
-16
-18
-20
-22
-24
-26
-2B
-30
:oo
3 12.5 1/2 PILE FALLS TO
21 4.25' ONCE 28 " THROUGH FROZEN 31 .. .. SURFACE
32
19 " 3/4
19 • M
21 25 FULL
30 " .
l
200 300 400
PEN. RATE (SEC./FT.)
C GA-40-3
FIGURE B-13
PILE PENETRATION RECORD
GA-40-3
BRADLEY LAKE TRANSMISSION LINE
t
'-'
J:
1-
0.. w
0
-------~--------------·-------------------------------------------------PILE NO.
GA-40-4
DATE
DRIVEN
3/27/87
( HP 10x53)
0
-2
-4
-6
-a
-10
~
~
-12
-14
-16
-18
-20
-22
-24
-26
-26
-30
0
DEPTH PEN. TOTAL APPROX. COMMENTS
BELOW RATE PILE THROTTLE
GROUND LENGTH
(FT) (SEC/FT) (FT)
6 1 12.5 l/2 PILE FALLS TO 6.
7 8 • ONCE THROUGH
8 40 FULL FROZEN LAYER
9 28 u PRESSURE =
10 29 1,100ps1 AT
1/2 THROTTLE ·. PRESSURE •
1,700 psi AT
FULL THROTTLE
\
100 200 300 400
PEN. RATE (SEC./FT.)
o GA-40-4
FIGURE B-14
PILE PENETRATION RECORD
GA-40-4
BRADLEY LAKE TRANSMISSION LINE
""" t: ,_,
:r .... a.
LtJ
0
PILE NO. DATE
DRIVEN
GA-40-5 4/3/87
(HP 12x57)
0
-2
-4
-6
-B
-10
-12
-14
-'"--JJ
~ y-
-16
-18
-20
-22
-24
-26
-26
-30
0
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT}
PREDRILLED WITH 8"
0 -7 PILE FELL
8 28
9 65
10 60
11 50
12 72
13 55
14 51
I
100
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
AUGER TO 14 I
WITH WEIGHT OF HAMMER
COMMENTS
12.5 1/2 PRESSURE =
• " 700 PSI
AT 1/2 THROTTLE
25
3/4
'
200 300 400
PEN. RATE (SEC./FT.)
0 GA-40-5
-- 7 OAAW" CB AP~O\IED p
FIGURE B-15
PILE PENETRATION RECORD
GA-40-5
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
..,:
Lt. .......
J:
1-
0.. w
0
-----··-O"''LI:'.I\1..11
---·--------------------------------------------------------------------PILE NO. OATE DEPTH PEN. TOTAL APPROX. COMMENTS
DRIVEN BELOW RATE PILE THROTTLE
GROUND LENGTH
(FT) {SEC/FT) ( FT)
---------------------------·--------------------------------------------
GA-40-R1 3/26/87
{ HP l2x 7 8)
0 I -2
-4
-6
-6
-10
b
\
0)1
L
I -12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0
0\'IG NO 2407
3.5
4.5
5. 5
6.5
7. 5
8.5
9.5
10
100
1 12. 5 3/4 PILE FALLS TO
7 . 1/3 3. 5' AFTER
13 • THROUGH FROZEN
9 SURFACE
11 "
19 " l/2
7
12 "
200 300 400
PEN. RATE (SEC./fT.)
0 GA-40-R1
FIGURE B-16
PILE PENETRATION RECORD
GA-40-R1
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 !)AAWN CB AFPRO\IEO PC Golder Associates
PILE NO. OAT£
DRIVEN
GA-40-R2 3/26/87
(HP 12x78)
CMG NO 2408
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
COMMENTS
NOT ON SITE TO
LOG REACTION
PILE
NO PILE DRIVING RECORD AVAILABLE
DATE 7-13-87 DRAWN CB APPROVED PC
FIGURE B-17
PILE PENETRATION RECORD
GA-40-R2
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
""' ....:
Lt..
'-" .,.
;:: c..
l.i.l
0
PROJECT NO 87 3• 5064
----~-------------------------------------------------------------------PILE NO. DATE
DRIVEN
GA-40-R3 3/26/87
(HP 12x78)
0
-2 'il
-4
-6
-8
~
L
-10 ~
-12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0
OWG NO 2409
DEPTH PEN. COMMENTS
BELOW RATE
GROUND
TOTAL APPROX.
PILE THROTTLE
LENGTH
....
(FT) (SEC/FT) 1FT)
1. 35
4.35
5.35
6.35
7.35
8.35
8.6
9.6
100
3 12. 5 1/2
2 II II
1 7
21 FULL
16
82
16
24 . INCREASE
I
i
200 300 400
PEN. RATE (SEC./FT.)
0 GA-40-RJ
FIGURE B-18
PILE PENETRATION RECORD
GA-40-R3
BRADLEY LAKE TRANSMISSION LINE
[)AlE 7-13-87 DRAWN CB APPROVED PC Golder Associates
PAOJEC'TNO 873•5064
PILE NO. DATE
DRIVEN
GA-40-R4 3/26/87
(HP l2x53)
OWG ~0 2410
DEPTH PEN.
BELOW RATE
GROUND
(FTJ (SEC/FTI
TOTAL APPROX.
PILE THROTTLE
LENGTH
(FTl
COMMENTS
SHORT PILE FOR
REFERENCE BEAM
NO PILE DRIVING RECORD AVAILABLE
FIGURE B-19
PILE PENETRATION RECORD
GA-40-R4
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 O"AWN CB APP~O>/ED PC Golder Associates
"":'
t-
!.1.
'-'
:r: t-
0. w
0
PROJEChlO 87 3-5064
---·---··--·------------------------------------------------------------
PILE NO. DATE DEPTH PEN.
DRIVEN BELOW RATE
GROUND
{FT) {SEC/FT)
TOTAL APPROX.
PILE THROTTLE
LENGTH
I FT J
COMMENTS
----------------------------------·-------------------------------------
GA-40-R5 3/27/87
(HP 12x78)
0
-2 I
-4
-6
-e
-10
IGJ
I
[&
%
~
"" -12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0
0WG NO 2411
3.5 5 12. 5 1/2 PILE KICKED TO
4.5 3 • II SIDE BY ICE LAVE
5.5 5 • PILE FALLS TO
6.5 11 3. 5' ONCE
7. 5 13 THROUGH FROZEN
8.5 7 LAYER
9.5 18 fo. s 53
100 200 300 400
F'EN. RATE (SEC./Fi.)
C ~-40-RS
()ATE 7-13-8 7 OR AWN c 8 APPROVE 0 PC
FIGURE B-20
PILE PENETRATION RECORD
GA-40-RS
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
'"" ..:
1.!..
'-"
J:
1-
ll. w
0
PILE NO. DATE
DRIVEN
GA-40-R6 3/27/87
(HP 12x78)
0
-2
-4 ~ -6 y
-6 ri'
-10
-12
-14
-16
-16
-20
-22
-24
-26
-26
-30
0
""""''"' ?41'
DEPTH PEN.
BELOW RATE
GROUND
{FT) (SEC/FT)
4
5
6
7
8
8.75
100
2. 5
5
15
31
22
16
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT J
12.5 1/2
200
COMMENTS
PILE FALLS TO 4'
ONCE THROUGH
FROZEN LAYER
PRESSURE AT
l,lOOpsiAT
1/2 THROTTLE
PRESSURE AT
1,300 psi AT
3/4 THROTTLE
300 400
PEN. RATE (SEC./FT.)
0 GA-40-RS
FIGURE B-21
PILE PENETRATION RECORD
GA-40-R6
BRADLEY LAKE TRANSMISSION LINE
CAfE 7-13-87 DRAWN CB APPROVED PC Golder Associates
t ....,
::t
1-a.
L.J
0
PROJECT NO 873-5Q64
------------·--------------------------·--------------------------------PILE NO. DATE
DRIVEN
GA-80-1 3/19/87
(HP 12x53)
0
-2
-4
-6
[3... I
?I
~I
-B
-10
-12
-14
-16
-18
-20
-22
-24
-26
-28
-30
0
DWG NO 2413
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
1.5 16
2.5 45
3.5 33
4.5 18
5.5 31
6.5 34
7.5 54
8.5 45
9. 5 65
10.5 70
11.5 83
12.5 67
13.5 68
14.5 63
15. 5 97
16.5 184
17.5 393
100
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
12.5 1/4 -1/2 .
•
M INCREASE
• AS NEEDED
•
25 .
200
COMMENTS
REFUSAL AT
LESS THAN FULL
THROTTLE
I
300 400
PEN. RATE (SEC./FT.)
0 GA-B0-1
DATE 7-13-87 DRAWN CB APP~OIED PC
FIGURE B-22
PILE PENETRATION RECORD
GA-80-1
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
....... r;: .._,
:r: ;... a. w
0
~OJECTNO 87 3-5064
----------------------------------------------·-------------------------PILE NO. DATE
DRIVEN
GA-80-2 3/20/87
(HP 12x53)
Q
-2
-4
! rt.p:J
~
~ ' !
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
0.5
1.5
2.5
3.5
4.5
5.5
6.5
7. 5
8.5
9.5
10.5
11.5
12.5
13. 5
14.5
15. 5
16.5
1 7. 5
18.5
19.5
20.5
21.5
22.5
24
12
5
8
8
15
29
29
70
107
90
45
57
83
140
167
145
169
320
90
97
102
143
186
214
TOTAL APPRO X.
P·ILE THROTTLE
LENGTH
( FT)
12.5 1/4-1/2
"
"
25 ..
II INCREASE
II 1/2 • 3/4 ..
•
"
INCREASE
COMMENTS
-6
-a ~
-10
-12
I
~
-14 I
-16
-18
-20
-22
-24
-26
-28
-30
0
0WG NO 2414
.-er :;£l
--s--I --e..
[3
lS
F---s
100
p
-a.,__
r-..._ .....
200 .:500 400
PEN. RATE (SEC./FT.)
0 GA-80-2
FIGURE B-23
PILE PENETRATION RECORD
GA-80-2
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-8 7 OAAWN c B APPROVED PC Golder Associates
......
t ._.
~ ;::
Cl. w
0
PILE NO. DATE
DRIVEN
GA-80-3 3/20/87
(HP 14x73)
0
-2
-4 [l, !
l,_ \
-6
-B I
-10
-12
£!
~
1\_
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
3.5
4. 5
5.5
6.5
7.5
8.5
9.5
fo. 5
11.5
12.5
13.5
14. 5
15. 5
16.5
17. 5
18.5
19. 5
20.5
21.5
22
9
25
26
330
263
46
42
30
57
58
62
11 7
66
84
223
175
150
132
140
174
TOTAL APPROX. COMMENTS
PILE THROTTLE
LENGTH
(FT)
12.5 1/4 -1/2 STUMP @ SURFACE .
" GRADUAL
" INCREASE COBBLE/BOULDER
25 ..
" NEAR
• FULL
-
-14
-16
I a:---,:::::::=e
-1B I
-20
-22
-24
-26
-2B
-JO
0
0WG NO 2415
-
~
100
::::=-t: I
~ !
-=-
200 300 400
PEN. RATE (SEC./FT.)
0 GA.-B0-3
FIGURE B-24
PILE PENETRATION RECORD
GA-80-3
BRADLEY LAKE TRANSMISSION LINE
DATE 7·13-87 DRAWN CB APP~OI/EO PC Golder Associates
PILE NO. DATE
DRIVEN
GA-80-4 3/22/87
(HP 12x53)
0
-2
-4
~
I
~
-6 !
' -8 i
-10 l
I
-12 t -14 ...., I
:t I
I
1--16 a.
UJ
0 -18
/
-20 I
-22
-24
I
-26
-26
-30
0
PAOJEC!NO 873•5064 I 0WG NO 2416
DEPTH PEN.
BELOW R.ATE
GROUND
(FT) (SEC/FTl
0.5 12
1.5 12
2.5 16
3.5 9
4. 5 9
5.5 17
6.5 118
7.5 361
8.5 4 13
9.5 138
10 112
100
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
12. 5 l/4 -1/2
u
M ( 1/4
•
H l/4
• 1/2
I
200
COMMENTS
CRACKED DRIVE
HEAD. DRIVING
WITHOUT SLEEVE
DRIVE HEAD
BROKEN. DRIVE
ON WEIGHT.
PILE TWISTING
10·15 DEG.
I
I
I
'
I
JOO 400
PEN. RATE (SEC./FT.)
Cl GA-B0-4
DATE 7-13-87 OAAWN CB APPRO\I£0 PC
FIGURE B-25
PILE PENETRATION RECORD
GA-80-4
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
""' t ._
J:
1-a. w
0
PROJEC1' NO 8 7 3• 5064
-----------------·------------------------------~-----------------------
PILE NO. DATE
DRIVEN
GA-80-5 3/21/87
{ 12" PIPE)
0
-2
-4
-6
-8
-10
-12
-14
ILl
j
\
~ ;r
~
~ I
~·
-16
-18
-20 I
I
-22
-24
I
I
i
-26
-28
I
!
-30
0
OWG NO 2417
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
-""
1.5
2.5
3.5
4.5
5.5
6. 5
7 .. 5
8.5
9.5
10.5
11.5
12. 5
13. 5
14.5
15.5
16. 5
17.5
18
~
-""'
100
8
3
10
10
1 7
31
28
39
3 1
22
24
32
45
1 15
143
175
139
82
~
TOTAL APPROX. COMMENTS
PILE THROTTLE
LENGTH
( FT)
10 1/4 -1/3 SUBSTITUTE
• FOR REACTION
PILE
20
• INCREASE
" 1/2 -3/4 DRIVE HEAD
" NEAR CRACKING
" FULL •
'
I
200 300 400
PEN. RATE (SEC./FT.)
0 GA-B0-5
OAT£ 7-13-87 OAAWN c B APPROVED PC
FIGURE B-26
PILE PENETRATION RECORD
GA-80-5
BRADLEY LAKE TRANSMSSION LINE
Golder Associates
"':'
'-
"-'-"
::r ;...
a.. w
Cl
PILE NO. DATE DEPTH PEN.
DRIVEN BELOW RATE
GROUND
(FT) {SEC/FT)
GA-80-6 3/21/87 1.5 l4
{ HP 10x53) 2.5 15
3.5 l3
4.5 8
5. 5 15
6.5 20
7. 5 36
8.5 130
9.5 119
10.5 72
11.5 57
12.5 55
13. 5 58
l4. 5 65
15.5 78
16. 5 172
0
-2
-4
-6
-B
-10
-12
-14
-16
-1B
-20
-22
c;l : I
~ I
~I I
! _;;r
l~ I
~~
I~
i I "'tJ
i
I
I l -24
-26
-2B
-30
0 100
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
10 1/4 ..
20 INCREASE
"
.. 1/2 -3/4
200
COMMENTS
DRIVE HEAD
CRACKED. DRIVING
WITHOUT SLEEVE
PILE TWISTING.
I
I
i
I
300 400
PEN. RATE (SEC./FT.)
D GA-B0-6
FIGURE B-27
PILE PENETRATION RECORD
GA-80-6
BRADLEY LAKE TRANSMISSION LINE
.-.
t ._,
::t .....
tl.
L!J
0
---------------------------------·--------------------------------------PILE NO. DATE DEPTH PEN. COMMENTS
DRIVEN BELOW RATE
GROUND
TOTAL APPROX.
PILE THROTTLE
LENGTH
(FT) (SEC/FT) ( FT l
GA-80·1RW 3/19/87
(HP 12x78)
0
-2 [;.
~ I
1.5
2.5
3.5
. 4. 5
5.5
6.5
7.5
8.5
9.5
10.5
11.5
12. 5
13. 5
13. 75
-4
-6 ~ I
-8
-10
-12
-14
~
1?
~
! --a-~
-16
I
-18 !
-20
-22 !
-24
-26
-28
-30
0 100
I
!
3
14
20
22
84
82
90
76
56
77
53
90
138
12.5 1/4 -1/2
I
200
.
II INCREASE
• AS NEEDED
25 .
REFUSAL AT
LESS THAN
FULL THROTTLE
'
I
300 400
PEN. RATE (SEC./FT.)
0 GA-B0-1RW
FIGURE B-28
PILE PENETRATION RECORD
GA-80-1RW
BRADLEY LAKE TRANSMISSION LINE
01\TE 7-13-87 ()RAWN c B APPI!OIIEO PC Golder Associates
PILE NO. OAT£
DRIVEN
GA-80-1REa 3/21/87
( HP 12 X 7 8)
0
-2
-4
-6
-B
-10
~
1 :
~
~
,.... -12 ;-:
L.. -14 .._,
I ;--16 a. w
0 -16
-20
-22
-24
-26
-28
-30
0
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
1.5 1
2.5 16
3.5 16
4.5 14
5.5 11
6.5 14
7.5 23
8.5 18
9.5 31
I
tOO
TOTAL APPROX.
PILE THROTTLE
LENGTH
(FT)
12. 5 1/4 -1/2
"
200
COMMENTS
REACTION PILE
DRIVE HEAD
CRACKED
.300 400
PEN. RATE (SEC./FT.)
Cl GA-60-1 RE~;~
COTE 7·13·87 ~AWN CB APPROVED PC
FIGURE B-29
PILE PENETRATION RECORD
GA-80-1REa
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
.-. ,..: ...
'-'
:r ...
~ w
0
P!IOJECT NO 8 7 J-506 4
------------------------------------------------------------------------PILE NO. DATE DEPTH PEN.
DRIVEN BELOW RATE
· GROUND
(FT) (SEC/FT)
GA-80-lREb 3/21/87
(HP 12x78)
0
-2
-4
-6
-8
:i. ,-!
I
~ !
I m T
-10 !
-12 !
-14 :
I
-16 :
-18
-20
!
I
-22
-24
-26
-28
-JO
0
I
I
1.5
2.5
3.5
4.5
5.5
6.5
7.5
8. 5
9.5
100
I
I
I
2
16
11
18
12
14
26
25
TOTAL APPRO X. COMMENTS
PILE THROTTLE
LENGTH
( FT)
12.5 1/4 -1/2 REACTION PILE
200
• DRIVE HEAD
CRACKED
ERRATIC RATE
TO GET PROPER
CUT-OFF
I
I
I
I
I
!
300
i
400
PEN. RATE (SEC./FT.)
OWG NO 2421
D GA-B0-1 REb
FIGURE B-30
PILE PENETRATION RECORD
GA-80-1REb
BRADLEY LAKE TRANSMISSION LINE
CAll\: 7-13-87 DA-N CB APP~oYEO PC Golder Associates
PILE NO. DATE
DRIVEN
GA-80-3REa 3/22/87
( HP 12x78
WITH SHOE)
0 !
-2
-4
-6
-e
( I
I
~ '
I
) ' '
""'"EJ ' -10
,...._ -12 :
,_; I
1.4. -14 '-'
J:
1--16 0.. w
0 -18
-20
I
I
I
!
-22
-24
-26
-26
-30
0
PROJEC1 NO 87 3-5064 0WG NO 2422
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
2 1 l
3 7
4 ll
5 13
6 13
7 20
8 20
9 35
9.5
I
I
l
i
I I
I
l I
100
TOTAL APPROX.
PILE THROTTLE
LENGTH
( FT)
12.5 1/2 -3/4 •
•
l
I
!
'
I
200
COMMENTS
REACTION PILE
DRIVE HEAD
CRACKED
' I
T
I
.300 400
PEN. RATE (SEC./Fi.)
0 GA-BO-JREc
FIGURE B-31
PILE PENETRATION RECORD
GA-80-3REa
BRADLEY LAKE TRANSMISSION LINE
[)ATE 7-13-87 DAAWN CB APPRO'VEO PC Golder Associates
" t ......
:r:
1-
fl.
LIJ
Cl
PflOJEC' NO 87 3-5064
PILE NO. DATE
DRIVEN
GA-80-3REb 3/22/87
0
-2
-4 "' fl
-6
-8
;
!
-10
-12
-14
-16
-16 I
-20
-22
-24
I
-26 I
-28
-30
0
OWG NO 2423
DEPTH PEN.
BELOW RATE
GROUND
(FT) (SEC/FT)
1
2
3
4.5
100
42
58
70
TOTAL APPROX.
PILE THROTTLE'
LENGTH
( FT)
12.5 1/4 -1/2
«
200
COMMENTS
REACTION PILE
DRIVE HEAD
CRACKED
STUMP AT
SURFACE
300
I
'
I
400
PEN. RATE (SEC./Fl.)
Cl GA-60-.JREb
FIGURE B-32
PILE PENETRATION RECORD
GA-80-3REb
BRADLEY LAKE TRANSMISSION LINE
DATE 7-13-87 OAAWN CB APPA()'IEO PC Golder Associates
APPENDIX C
Golder Associates
Plan
Reaction Pile A
I
Reaction Pile A _t
Reference
Profile
+
Reference Beam
Supports
Wireline A----v
Reference
Wireline A---+'
Lifting Assembly
Hydraulic
Test Beam
Reaction Pile A
Reference
NOTE: Dial Gauges either attached to Web or Flange
of Test Pile, Depending on configuration
of Pile group.
Reaction Pile B
'--+--11---Engineer's Level
Reference
Channel Section
Reference Beams
I
\_Reaction Pile B
Reference
Load Cell Pressure Gauge
,..,.-!+---Engineer's Level
Reference
B
Reaction Pile B
Reference
'-----Wireline Reference
~-----Test Pile
Pump
FIGURE C-1
TYPICAL UPLIFT
LOAD TEST SETUP
BRADLEY LAKE TRANSMISSION LINE
PROJECT NO 87 3-5064 ClWG NO 2341 DATE 7-13-87 DI!AWN CB APPROVED PC Golder Associates
Plan
;..,.----12' Mi n.-------~•~1
Ce 11
Profile
Hydraulic Pump
Load Cell ---...J.
Pressure Gauge
Hydrau1 i c Jack
Pressure Gauge
Pf<(3JE.C' NO 87 3-5064 O..G NO 2340
'----Wi reline Reference
Engineer's level
Reference ~---Engineer's level
"Free" Pressure
Connection
OME 7-13-87 DI'~WN c B APPRO\! tO PC
FIGURE C-2
TYPICAL LATERAL
LOAD TEST SETUP
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
Pressure line Tee
PROJECT NO 87 3-5064 UWG NO 2342
~Hydra~lic Jack J
Pressure Gauge
Hydraulic Pur.1p
FIGURE C-3
TYPICAL SIMPLE
UPLIFT TEST SETUP
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
APPENDIX 0
Golder Associates
July 13, 1987 D-1 873-5064
APPENDIX D
PILE LOAD TESTS
Both uplift and lateral load tests were conducted at Test Site GA-20,
GA-40 and GA-80, as previously discussed. Details of the simple uplift
loadstests are discussed below. The results of all load tests are
presented in Figures D-1 through D-14.
SIMPLE UPLIFT TESTS
At the end of the test program and field explorations, it was decided
that additional data was required for some pile configurations;
therefore, equipment was mobilized for performing four additional simple
uplift tests, as indicated in Table 1. The tests were performed by
jacking against angle and/or channel ears that were welded on opposite
side of the test piles. Two 55-ton jacks with a six inch stroke,
connected to a single pump, were used. The jacks were supported on
cribbing, which was periodically adjusted throughout the test.
Deflections were measured using an engineer's level to read a scale
mounted directly to the test piles. Typically, the ears welded onto the
piles would break off prior to reaching failure of the pile or the
maximum capacity of the jacks.
Golder Associates
2.0
1,9
1.8
1.7
Ui
1,5
1.4 -
1.3
I 1.2
z 1.1
0
0:: 1.0 u w 0.9 -l
"-0.!1 UJ
0 0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.0
0 20 40 60 BO
(Thousands)
LOAD {LElS)
PROJECT NO 87 J-5064 DWG N(> 2555 ()At( 7-13-8 7 DRAWN c B APPROVED PC
100
110
100
90
80
~~ 70 Ill.
!:!" -l c ~~ 60 0 ~
<( 0 o.c 50 Jt.
40
30
20
10
0
0 20 40
TIME (MIN)
60 80 100
FIGURE D-1
PILE LOAD TEST DATA
GA-20-1 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
2.0
1.9
1.6
1.7
1.6
1.5
1.4
'3
~ 1.2
z 1.1
0 ;:; 1.0
u
~ 09
G: 08
"' 0.7
0.6
0.5
0.4
03
0.2
0 1
0.0
0 20 40 60 BO
(Tt>ousondo)
LOAD (LBS)
PROJECt NO 87 3-5064 0WG NO 2556 DAtE 7-13-8 7 DRAWN c B APPfl(JVHJ PC
100
110
100 -
90
BO
~~ 70 "'" m" _J c
~0 60 . " 0 :> < 0 o.c 50 .Jt;,
40
30
20
10
0
0 20
TIME (MIN)
\
~
60 BO 100
FIGURE D-2
PILE LOAD TEST DATA
GA-20-2 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
2.0
1.9
1.6
1 '7
1.6
1.5
1.4
I.J
! 1.2
z 1.1
0 ;::: 1.0 u
UJ 0.9 .J u. O.B UJ
0
0.7 _-a----
0.6
0.5
0.4
0.3
0.2
0.1
0.0 '
0 60 BO
(Thousands)
lOAD (LBS)
PROJ£C1 NO 8 7 3-5064 OWG NO 2557 DATE 7-13-8 7 DRAWN c B APPROVFU PC
100
110
!00
90
BO
~~ 70 "'" m" Jc ~~ 60 0~
<( 0 or:. 50 J"'
40
30
20
10
0
0 70 40
TIM£ (MIN)
60 BO 100
FIGURE D-3
PILE LOAD TEST DATA
GA-20-3 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
1£ST GA-20-·R2a SIMPLE UPLIFT
2.0 -. ------
1.9
18
17
IS-
15
1.4
'.J
~ 1.2
z 1 1 c ;:: I 0 ·
-09 TEST GA-20-4 SIMPLE UPLIFT -2.0
08
----
'" ::l 1.9 0.7 -
0.6 Ul
1.7
05
0.4 Ul
0.3 -
1.5
1.4 0.2
0.1 I.J
0.0 ! 1.2
0 20 40 60 eo 100 120 z 1.1
0
(Thousonds) ;:: 1.0
LOAO (LBS) u
~ 0.9
w O.B
Q
TEST GA-20-R2b SIMPLE UPLIFT
0.7
2.0 -~ ~~--~----·--.. .. --0.6
1.9 0.5
1.8 0.4 ~-~
1 7 0.3 .L>-~ ~
1.6 0.2
1.5 0.1 ---
1.4 0.0
I.J -0 20 40 60 BO 100 120 z 1.2
(Tnousonds)
.;:;, LOAO (LBS)
z 1.1
0 ;:: 1.0 u w 0.9 ..J "-0.8 w
Q
0.7
0.6
05
0.4 D-4 O.J FIGURE
0.2 PILE LOAD TEST DATA 0.1
r.l--"1. _.,
0.0 GA-20-R2a, GA-20-R2b and GA-20-4
0 20 40 60 80 100 120
(Tnousonds) SIMPLE UPLIFT LOAO (LBS)
BRADLEY LAKE TRANSMISSION LINE
PROJ£CTNO 873-5064 DWG NO 2558 DATE 7-13-87 DRAWN CB APPRCl\lfD PC Golder Associates
20
19
1.8
1.7
1.6
1 5
1.4
1.3 z 1.2 "' z 1.1
0
I" 1.0
u w 0.9 -' lL 0.8 w
0 0.7
0.6
0.5
0.4
O.J
0.2
0.1
0.0
0 20 40 60 80
(Thousands)
LOAD (LBS)
PRQJ(CI NO 87 3-5064 OWG NO 2559 DATE 7-13-8 7 OOAWN c B APPIKNEIJ PC
100
110
100 -
90
eo
~~ 70 "'" m" ...1 L '-'~ 60 0 ~ ~_g so -'C
40
JO
20
10
0
\
0 20 40
TIME (MIN)
60 60 100
FIGURE D-5
PILE LOAD TEST DATA
GA-20-5 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
TEST GA-40-1 lATERAL TEST
4.0
J.5
3.0
z 2.5
v
z
0
j:: 2.0 u w
r!. w 1.5 0
1.0
0.5
0.0
JS
30
25
~-"'" !llc
-' 0 20 ~.
0, < 0 ot
_J~
15
10
5
0
0 200 400 600
TIME (MIN)
PROJfCl NO 87 3-5064 DWG NO 2560 DAlE 7-13-8 7 DRAWN c B APPROVED PC
J.O ·--· .. ~-~~-
2.B
2.6
2.4
2.2
20
~ 1.8 -
z 1.6 0 ;:: u 1.4 w ... ... 1.2 w
0
1.0
0 20
BOO
TEST GA40-1 QUICK UPLIFT
.. ______ -----------------
40 60
(Thousands)
LOAD (LBS)
80 100 120
FIGURE D-6
PILE LOAD TEST DATA
GA-40-1 LATERAL LOAD TEST
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
JO
2.8
2.6
2.4
2.2
20
z 1.8 v
z 1.6 c c:
u 1.1.
c !.2 c
1.0
0.8 __ ___.a-
0.6
0.4
0.2
0.0
c 20 40 60 80
(Thousands)
LOAD (LBS)
PROJECT NO 8] 3-5064 ()\IIG NO 2561 01\IE 7-13-87 DR..WN CB APPROVEO PC
100
110
100
90
80
~~ 70 til~ m" -' c ~~ 60 0 ~
<( 0 os:: 50 ..Jt,
40
JO
20
10
0
0 200
TIM( (MIN)
----------------------.
400
FIGURE D-7
PILE LOAD TEST DATA
GA-40-2 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
2.0 .......-----...-.---------------------------
1.9
1.8
1.7-
1.6
1.5
1.4
z 1.3
c. 1.2
z 1.1
0 ;: LO u w 0.9 ...J "-O.B w a 0.7
0.6
05
0.4
0.3
0.2
0.1
0.0
0 20 40 60 eo 100
(Thousands) 110.0
LOAD (LBS)
100,0
90.0
&LO
~~ 70.0 ~~~· m-o __.c
'-'l: 60.0 o:>
<( 0 9t. 50.0
40.0
30,0
20.0
10.0
0.0
0
PROJECT NO 8 7 )-506 4 ~NO 2562 ()Aif 7-13-87 DRAWN CB APPA()\Iff) PC
200 400
TIME (MIN)
FIGURE D-8
PILE LOAD TEST DATA
GA-40-3 CYCLICAL UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
J.O
2.1!
2.6
2.4
2.2
2.0
z 1.8 ;:;.
z 1.6 0 ;::.
0 1.4 w ~ 1.2 w
0
1.0
o.e
0.6
0.4
0.2
o.o
0 20 40 60 eo
(Thousands)
LOAD (LBS)
PROJECT NO 87 3-5064 £MG NO 2563 ()O;TE 7-13-87 ORAW!\1 C8 APPROVED PC
100
110
100
90
eo
~~ 70 ,.
m" ..J c ~2 60 0,
~.:1 50 -'C
40
JO
20
10
0
0 200
TIME (MIN)
400
FIGURE D-9
PILE LOAD TEST DATA
GA-40-4 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
J.O ,...........---------··-·---·-··-·------
2.8
2.6
2.4
22
2.0
z 1.8 ;::;,
z 1.6 0
i= u 1.4 "' -' ... 1.2 "' Q
1.0 --.....
0.8 r-~~
0.6 /" ~
0.4 / 0.2
0.0
0 20 40 60 80 100 120
(Thousands)
LQAO (LBS)
FIGURE D-10
PILE LOAD TEST DATA
GA-40-5 SIMPLE UPLIFT
BRAOLEY LAKE TRANSMISSION LINE
P"OJECT NO 87 3-5064 Ow{> N(l 2564 DAlE 7-13-8 7 DRAWN c B APPROVW PC Golder Associates
2.0 --------------------------
1.9
t.B
1.7
1.6 D D a
1.5
1..1.
1 . .)
! 1.2
D
z 1.1 g 1.0
(J
"' 0.9 J
D
"-0.8 w
0 0.7
0.6-D
0.5
0.4
O.J
0.2 D
0.1
0.0
0 20 40 60 BO
(Thou110ndo)
LOAD (LBS)
PROJECt NO 87 3-5064 C'WG NO 2565 DAlE 7-13-87 DRAWN CB APPRQvfO PC
100
110
100
90
80'
~~ 70 "'" m" _,c
~o 60 ..
0 ~
<( 0
O-" 50 -'C
40
30
20
10
0
ar
0 200 400 600 BOO
TIME (MIN)
FIGURE D-11
PILE LOAD TEST DATA
GA-80-1 CYCLICAL UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
2.0
1.9
1.8
L7
1.6 -
1.5
1.4
1.3 z 1.2 .;:;,
z 1.1
0 1.0 I=
0 w 0.9 J ... 0.8 w
0 0.7
0.6
0.5
0.4
O.J
0.2
0.1
0.0
0 20
PROJECT NO H7 3-5064 ()W<; NO 2!J66
----~---------...--------------
40 60 80 100
(Thousonds) 110
LOAD (LBS)
100
90
80
~~ 70 "' . ,g
f ;::::.~ 60 ::l ~ (!) <( 0 ot: 50 ~ l I
~o ~ ~ l
!l
JC t!:
12 I
20 (!)
I 10
0
0 200
DATf .,_ 13-8-, DRAWN c B APPRtNlO PC
400
TIME (MIN)
600 800
FIGURE D-12
PILE LOAD TEST DATA
GA-80-2 QUICK UPLIFT
BRADLEY LAKE TRANSMISSION LINE
Golder Associates
2.0
1.9
1.8
1.7
1.6
1.5
1.4
..... 1.3
z 1.2 ;::.
z 1.1
0
I= 1.0 u w 0.9 r;' 0.11 ...
0 0.7
0.6
0.5
0.4
0.3
0.2
0.1 J
0.0
0 20 40 60 BO
{Thousands)
LOAD (LaS)
PROJfCl NO 87 J-5064 DWG NO 2567 [)11.1£ 7-13-87 DI!AWN CB APPA<:NEO PC
100
110
100
90
eo
~~ 70 "'" m" ... c ~~ 60 0 ~
<( 0 o.c so _jt ..
40
30
20
10
0
0
~
~
200 400 600 1100
TIME (MIN)
FIGURE D-13
PILE LOAD TEST DATA
GA-80-3 QUICK UPLIFT
BRAil..EY LAKE TRANSMISSION LINE
Golder Associates
3.0
2.!!
2~6
2.4
2.2
2.0
z 1.8 ;:;,
z 1.6 a
>= u 1,4 :.J
...J
"-1.2 "' 0
1.0
oe
0.6
0.4
0.2
0.0
0 10 20 JO
(Thousonds)
LOAD (LBS)
PROJfCT NO 87 3-5064 QW(; NO 2568 '"'f 7-13-8 7 DRAWN C B APPAOvfO PC
-----,r-------~----
J!l
30
25
~~ "'. m" ..Jc ~~ 20 0 ~
<( Q gt_
15 r
tO
5
0
0 100 200
TIME (MIN)
~ I
I
I
·---------,
~
I
300 -400
FIGURE D-14
PILE LOAD TEST DATA
GA-80-6 LATERAL LOAD TEST
BRADLEY LAKE TRANSMISSION LINE
Golder Associates