HomeMy WebLinkAbout1984 Geotech Watana Damsite Appendix B-G Harza EbascoSUSITNA
HYDROELECTRIC PROJECT
FEDERAL ENERGY REGULATORY COMMISSION
PROJECT No. 7114
1984 GEOTECHNICAL
EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX B THROUGH G
FINAL REPORT
R/Umz= =E o ZUce JULY 1984
SUSITNA JOINT VENTURE DOCUMENT NO. 1736
ALASKA POWER AUTHORITY
Document No. 1736
Susitna File No. 5.6.1
SUSITNA HYDROELECTRIC PROJECT
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DANSITE
APPENDIX B THROUGH G
Report by
Harza-Ebasco Susitna Joint Venture
Prepared for
Alaska Power Authority
Final Report
July 1984
NOTICE
ANY QUESTIONS OR CONVENTS CONCERNING
THIS REPORT SHOULD BE DIRECTED TO
THE ALASKA POWER AUTHORITY
SUSITNA PROTECT OFFICE
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
TABLE OF CONTENTS
APPENDIX B - BOREHOLE PERMEABILITY TEST DATA
APPENDIX C - HYDRAULIC PRESSURE TEST DATA
APPENDIX D - GEOPHYSICAL LOGS
APPENDIX E - LABORATORY TEST DATA/SOILS
APPENDIX F - OBSERVATION DEVICES/GROUNDWATER
APPENDIX G - POINT LOAD TEST DATA
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX B - BOREHOLE PERMEABILITY TEST DATA
TABLE B-1
BOREHOLE
TEST J
TEST INTERVAL
MATERIAL
PERMEABILITY
PERMEABILITY,
INTERVAL
(ELEVATIONS)
TESTED
TEST
K (CM/Sec)
(FT.)
PERFORMED
-4
15.2-19.7
2127.9-2123.4
ROCK
FALLING HEAD
Sx10
-4
DH84-1
15.7-28.6
2127.4-2114.5
ROCK
FALLING HEAD
2x10
-s
22.3-91.0
2120.8-2052.1
ROCK
FALLING HEAD
7x 10
-4
14.7-17.2
2149.7-2147.2
OVERBURDEN
FALLING HEAD
3x10
-4
14.7-22.9
2149.7-2141.5
OVERBURDEN
CONSTANT HEAD
1x10
-4
14.7-27.0
2149.7-2137.4
OVERBURDEN
CONSTANT HEAD
1 x 10
-4
DH84-4
23.8-3 1.1
2140.6-2133.3
OVERBURDEN
CONSTANT HEAD
1 x 10
23.8-39.3
2140.6-2125.1
OVERBURDEN
CONSTANT HEAD
6x 10-5
-5
63.1-88.5
2101.3-2075.9
OVERBURDEN
CONSTANT HEAD
3x10
-5
95.3-137.6
2068.6-2026.8
ROCK
CONSTANT HEAD
6x 10
J
VERTICAL DEPTH BELOW GROUND
SURFACE
ALASKA POWER AUTHORITY
SU.VTNA Hy0R0ELECTRmC PPOJECT
WATANA DAM
& RESERVOIR
FINS AREA
IN -SITU PERMEABILITY
TESTING
SUMMARY
��"�""• 7/84 TABLEB-1
ZIT DURATION
0.T CA51NCa &rz
SURFA .9
►1= G-rRotJND
c Oi— LEVEL
.A
d 4
I.D (u14) CA,51W,
INCLINED E50REHOLE
S L (AT) HI
�IJRCHARC;I E LEVEL. AT
evuRT OF TE6T
eJRCHAR,C2E LEVEL AT`
EI\iD of TAT
=il
("fix cm) �•
LENZaT-I 4VF -f'F_5T
,S-7ecTloN (LWAk ED),
(p4. o'
(lo2crn)Z.Z., C('zXl)rls��.ZC"
K = �CoGrr, J S�.oCh,
(aXi5��.ZGm)(45 GjcL3) 'e" 231.7CrT,
• K = I x to _4 Gr-n/hc.�
ZZ•5I
L, 5Z.4'
(1!-:)97.ZCm)
VERTICAL PRQJECTIO,
NOTES:
I. FdRMUL.AS USED FOR
DETERMIn11NCa PERMI=.A5ILm
GOP5TAINED FROM Fc LjNGwTI
ENCaINEERINCa HAND KI
WINTERkORN AND FANU,
VAN N05TP ANP RE I N Ho L D, 19
P.32, F164. 1.17.
Z. ICv = kh (A55tJf 1EP9
NOT' TOLE
ALASKA POWER AUTHORITY
SU&TNA HYDROELECTRIC PI CJECT
WATANA DAM S RESERVOIR
IN -SITU PERMEABILITY
FALLING HEAD TEST
TYPICAL EVALUATION
��"•��•
o. n
JULY 1984 Figure B-t
I.S' CABIN!; 5TICK-UP
77'J
d, 9'(IQZGM)
ZD (HW) \
CA,3 I N(a
D, 3.75Zu
HOLE DLA. (NO)
I�
SURCPARCje LEVEL
MAI NTAI NED
DURINc4 Teti'
CaRoUND SURFACE
Hc+ 751(z3-7. I Grn) —
C.90UND WATER LEVEL
LE►�WTN OF Te�DT
�' I �EGTLDN (uNc.A6ED), 15.®,
1 NCLINED P OWH0LP,
Z-m L He
(5o.56m 5kere)4ox 9 ) } It �(0(9•(e') 2
K=
(Z xrr�(374 . �Grrtx237. I Grn
K = 4^10-4 Lrn
14.5 `
L,1Z.31
(379 -9 c.r,)
VERTICAL PF0 JECTcf
►ems:
1. FORMULAS 1_6ED FoR
CET R f'1 I N I Nam, PE Rf'1 EA -
e51 LTTY o13TaNEC> FROM
1 FOUI�IDATIQt4 ENCaINEERI�
J HANDa�olc, Wll�ifERKoRr
AND FANca, VAN NOsTRANG
(dal N HOLD, p. 3Z7 FIG. 1.17'
Z. K.i 3 Kh (Ah�UMED)
WOT Trb ajCALE
ALASKA POWER AUTHCRITY
SLLVTNA HY0FX LECTRIC PRO.;ECT
WATANA DAM & RESERVOIR
IN -SITU PERMEABILITY
CONSTANT HEAD TEST
TYPICAL EVALUATION
��"''"'�•
JULY 1984
Figure B-2
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX C - HYDRAULIC PRESSURE TEST DATA
APPENDIX C
HYDRAULIC PRESSURE TEST DATA
The basic definition of the hydraulic pressure test, in terms of Lugeons, is
a water take of 1 litre/meter/minute at 10 bars pressure.
Lugeon values for the current program were calculated using non -metric units
in the following formula:
Lugeon Value = 1820 x Rate of loss (gpm)
Interval tested (ft.) x Net pressure (psi)
Most of the calculations in the accompanying tabulation involved straight
forward use of recorded data. There is some manipulation of data, however,
particularly when incremental tests were performed. For example, consider a
test conducted in interval 189 ft. to 263 ft., and a succeeding test
conducted in the interval 159 ft. to 263 ft., the second test having a
higher total water take. In this example a note would be recorded in the
"Remarks" column of Table C-1 as "159-189", meaning that the water take from
the shorter interval has been subtracted from the larger interval to better
indicate the water take from 159 ft. to 189 ft.
In some cases, similar to the above example, the water take of the lower
test interval exceeded that of the higher interval. In this case, an
asterisk (*) appears in the "Remarks" column of Table C-1. This indicates
that the differential water take could not be subtracted and for
conservative estimating, the entire water take was used to calculate the
Lugeon value of just the higher interval.
Friction loss was not calculated in the standard manner, as losses in the HQ
wireline rods were considered to be negligible. The pressure restrictions
of the piping within the packer was considered in the calculations,
however, see Figure C-1. In all tests where water take rates exceeded 5
gpm, all pressure steps were calculated using a net applied pressure reduced
50592/C C-1
840725
by the amount of back pressure generated by the packer restrictions while
pumping at relatively higher rates.
TABLE C-1
WATANA EXPLORATION PROGRAM SPRING 1984
SUMMARY OF WATER PRESSURE TESTS
BOREHOLE INTERVAL GAGE PRESSURE/LUGEONS REMARKS
DH84-1 46-154 PSI 14 25 35 25 15
LU 2.1 1.4 1.4 1.3 1.6
154-204.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 2.7 2.1 2.2 2.4 3.0
204.5-247.5 PSI 20.0 30.0 40.0 30.0 20.0 204.5-247.5
LU 1.6 1.0 1.2 1.5 1.4
247.5-297.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 2.9 2.5 2.1 2.0 2.3
296.5-328.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 0 0 0 0 0
327.5-358.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 0 0 0 0 0
356.5-408.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 1.2 1.5 1.3 1.3 2.0
404.5-458.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 0 0.3 0.2 0 0
455-510.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 0 0 0 0 0
506-556 PSI 20.0 30.0 40.0 30.0 20.0
LU 1.4 1.5 1.6 1.6 1.7
557.5-608.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 0 0 0 0 0
604.5-656.2 PSI 20.0 30.0 40.0 30.0 20.0
LU 0.3 0.1 0.1 0.1 0.2
654.5-708.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 2.0 1.8 1.7 1.8 2.1
707.5-758.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 1.1 1.3 1.0 1.1 1.4
754-805.5 PSI 20.0 30.0 40.0 30.0 20.0 754-805.5
LU 0.1 0 0 0 0.6
805.5-848.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 2.7 2.8 3.5 2.7 2.6
*See description in notes, p. C-1
50592/C C-2
840725
TABLE C-1 (coast.)
WATANA EXPLORATION PROGRAM SPRING 1984
SUMMARY OF WATER PRESSURE TESTS
BOREHOLE INTERVAL GAGE PRESSURE/LUGEONS REMARKS
DH84-2
36-68
PSI
10.0
20.0
30.0
20.0
10.0
LU
1.8
2.8
5.5
3.7
2.1
62-1125
PSI
15.0
25.0
35.0
25.0
15.0
LU
1.8
2.5
2.9
2.5
1.6
109-162
PSI
15.0
25.0
35.0
25.0
LU
5.3
7.3
6.9
4.7
158-212
PSI
20.0
30.0
40.0
30.0
20.0
LU
2.9
2.9
3.0
2.5
1.7
208-262
PSI
20.0
30.0
40.0
30.0
20.0
LU
5.4
5.4
5.5
5.1
4.4
259-310
PSI
20.0
30.0
40.0
30.0
20.0
LU
0
0.1
0.3
0
0
309-359
PSI
20.0
30.0
40.0
30.0
20.0
LU
0
0.1
0.1
0.1
0
450-500
PSI
20.0
30.0
40.0
30.0
20.0
450-500
LU
0
0
0
0
0
500-548
PSI
20.0
30.0
40.0
30.0
20.0
500-548
LU
0
0
0
0
0
548-598
PSI
20.0
30.3
40.0
548-598
LU
0.7
0.2
0.1
598-765
PSI
20.0
30.0
40.0
LU
0.3
0.3
0.4
DH84-3
33-90
PSI
10.0
15.0
20.0
15.0
20.0
33-90
LU
8.0
8.7
7.9
7.5
8.5
90-132
PSI
15.0
25.0
35.0
25.0
15.0
LU
3.6
3.7
3.5
3.3
3.4
DH84-4
215-268
PSI
20.0
30.0
40.0
30.0
20.0
LU
0.6
0.3
0.4
0.8
1.6
268-318
PSI
20.0
30.0
40.0
30.0
20.0
LU
0
0
0
0.4
0.6
DH84-4A
139-269
PSI
15.0
25.0
35.0
25.0
20.0
139-269
LU
0.6
0.6
0.6
0.6
0.5
^
269-399
PSI
15.0
25.0
35.0
25.0
35.0
269-399
LU
0.6
0.5
0.5
0.5
0.4
399-698
PSI
15.0
25.0
35.0
25.0
15.0
LU
0.2
0.2
0.2
0.2
0.2
--See description in notes, P. C-1
50592/C C-3
840725
TABLE C-1 (cont.)
WATANA EXPLORATION PROGRAM SPRING 1984
SUMMARY OF WATER PRESSURE TESTS
BOREHOLE
INTERVAL
GAGE
PRESSURE/LUGEONS
REMARKS
DH84-5
40-70
PSI
10.0
20.0
30.0
20.0
10.0
40-70
LU
2.9
2.9
2.8
4.0
3.5
70-102
PSI
15.0
25.0
35.0
25.0
15.0
LU
17.2
29.6
26.8
22.6
17.2
100-150
PSI
15.0
25.0
35.0
25.0
15.0
100-150
LU
1.6
1.5
0.2
1.3
0.2
150-202.5
PSI
15.0
25.0
35.0
25.0
15.0
LU
7.0
9.8
14.8
9.0
7.0
217-265
PSI
20.0
30.0
40.0
30.0
20.0
LU
1.5
1.5
1.5
1.2
0.6
177-265
PSI
20.0
30.0
40.0
30.0
20.0
LU
5.5
9.8
10.6
5.9
6.6
DH84-6
28-61
PSI
15.0
25.0
35.0
25.0
15.0
LU
0.3
1.0
0.8
1.0
0.8
59.5-89.9
PSI
15.0
25.0
35.0
25.0
15.0
LU
0
0
0
0
0
88.5-143
PSI
15.0
25.0
35.0
25.0
15.0
LU
85.7
47.7
53.4
90.2
280
138-168
PSI
15.0
25.0
35.0
25.0
15.0
LU
11.7
13.0
14.4
13.0
10.4
DH84-7
37-72.5
PSI
15.0
25.0
15.0
37-72.5
LU
11.4
10.4
2.6
72.5-120
PSI
15.0
25.0
35.0
25.0
15.0
72.5-120
LU
11.7
20.9
36.4
33.5
31.0
120-159
PSI
15.0
25.0
35.0
25.0
15.0
120-159
LU
1.6
2.2
0.3
1.6
0.8
159-189
PSI
15.0
25.0
35.0
25.0
LU
3.4
3.2
4.5
2.2
189-263
PSI
15.0
25.0
35.0
25.0
15.0
LU
1.6
1.9
1.9
1.4
1.5
246.7-257.5
PSI
15.0
25.0
35.0
LU
0.4
0
0.5
DH84-8
18-61
PSI
10.0
15.0
20.0
15.0
10.0
LU
47.4
61.8
77.9
80.4
46.6
59-100
PSI
20.0
30.0
40.0
30.0
20.0
LU
53.3
56.6
25.9
27.2
29.1
*See description in notes, P. C-1
50592/C C-4
840725
TABLE C-1 (cont.)
WATANA EXPLORATION PROGRAM SPRING 1984
SUMMARY OF WATER PRESSURE TESTS
BOREHOLE INTERVAL GAGE PRESSURE/LUGEONS REMARKS
DH84-9 250-350 PSI 20.0 30.0 40.0 30.0 20.0 250-350
LU 0.8 0.6 0.5 0.5 0.2
350-497.5 PSI 20.0 30.0 40.0 30.0 20.0
LU 0.8 0.5 0.4 0.5 0.0
DH84-10 No Pressure Tests
*See description in notes, p. C-1
50592/C C-5
840725
70
60
II
I
I
I
50
II
w
40
j
co
I
Ill
I,
a WATER METER # 1
O WATER METER # 2
W
C9
3 0
I�
NOTE:
Q
0
DATA POINTS WERE OBTAINED BY
PUMPING WATER AT VARIED PRESSURES
10,
DIRECTLY THROUGH THE WIRELINE PACKER
SYSTEM TO DETERMINE THE LIMITING
HYDRAULIC CAPACITY OF THE PACKER
ASSEMBLY
20
�
I
loo
to
10
G
to 00
op
I �
I�
ALASKA POWER AUTHORITY
'00100
0
9USITW HYDAOELECTROC PROACT
00
CAPACITY CURVE
0000
FOR HYDRAULIC PRESSURE
TEST EQUIPMENT
2
4
6
8 10
12
14
16
—
- ---
PUMPING
RATE (GPM)
""
.�.�..�.......
JULY 1984
FIGURE c ,
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX D - GEOPHYSICAL LOGS
0920t"I Vat
GEOPHYSICAL LOGGING
Description of Equipment
The Watana Site boreholes were logged using a Mount Sopris Model II
geophysical borehole logging system. The system consists of components that
can be quickly assembled and disassembled in the field by a two man -crew,
making it ideal for operations such as Watana that require helicopter
transportation. With this system, borehole logs can be obtained to depths
of 2700 feet.
The components of the system are the instrument cabinet, winch assembly,
boreholes probes, generator, radioactive sources, and support gear
(electrical cables, power cord, tripod, etc.). The instrument cabinet
mounts on top of the winch assembly, making all operating controls easily
accessible to the operator.
The instrument cabinet contains a digital recorder, digital printer and an
analog strip -chart recorder. The digital printout and analog recorder
provide hard copy that can be used "as is" for log analysis and geologic
interpretation. The digital tape recorder provides a back-up means of
storing data for later playback, manipulation, and printout using a
compatible computer system.
Three borehole proves were used during the 1984 Geotechnical Exploration
Program: a combination probe capable of providing readout of resistance,
spontaneous potential, and natural gamma activity; a density (gamma -gamma)
probe containing a gamma -ray counter to which a Cesium 137 source was
attached for each logging run; and a porosity (Neutron).probe containing -a
thermal neutron counter to which an Americium 241 Beryllium source was
attached for each logging run.
50592/D D-1
840725
The radioactive source for the density (gamma -gamma) probe is a 5 millicure
Cesium 137 load contained in a threaded subassembly that screw mounts
directly to the lower end of the probe. When not in use, the subassembly is
locked in a carbon steel sheathed lead shield that also serves as an NRC
approved shipping container. The radioactive source for the porosity
(neutron) probe is a 1 curie Americium 241 Beryllium load contained in a
threaded subassembly that also screw mounts directly to the lower end of its
probe. When not in use, the AmBe subassembly is locked in a 14-inch
diameter spherical shield constructed of cold -rolled, low -carbon steel
filled with a Boron enriched, water -extended polyester. This shield also
serves as an NRC approved shipping container.
Operation and Data Acquisition
Natural Gamma Survey
The natural gamma survey was run first in each borehole for two purposes.
The first purpose was to ensure that the borehole was in good condition and
open to the full survey depth prior to lowering a probe containing a radio-
active source. The second was to obtain a log of the natural gamma
radiation of the rock penetrated by the borehole.
Gamma radiation originates in the spontaneous disintegration of atomic
nuclei of various radioactive elements. The radiation intensity at any
point in the borehole is directly related to the concentration and activity
of the radioactive elements disseminated in the material surrounding the
borehole. Variations in natural gamma radiation intensities in boreholes
frequently can provide a method to correlate lithologies from borehole to
borehole and/or can provide diagnostic data on lithologies and anomalies
within a single borehole.
Initially, the probe was lowered in the borehole at 25-30 feet per minute,
and the instrument response was carefully monitored to determine the most
effective scale(s) for recording the gamma log. The borehole was then
50592/D D-2
840725
logged from bottom to top at a speed of 10 feet per minute, with the data
being recorded in both analog and digital formats.
Gamma -Gamma (Density) Survey
The density survey was run in each borehole immediately after completion of
the natural gamma logging run. The purpose of the density log was to obtain
a profile of density variations along the borehole axis.
The density detector is shielded from the Cesium 137 gamma photon source by
Mallory-1000 metal. Gamma radiation is absorbed and/or scattered by all
materials through which it travels. The amount of radiation absorbed is
directly proportional to the electron density of the material penetrated.
The electron density is approximately proportional to the bulk density for
most materials encountered during borehole geophysical surveys. The number
of counts per second recorded by the detector is, therefore, inversely
proportional to the bulk density of the material surrounding the density
probe. The data from the density log can be used with other borehole logs,
to characterize lithologic units, and to detect density changes within
individual lithologic units related to weathering, joints, fracture zones,
and chemical alteration.
The most effective scale(s) for recording the density log was noted as the
density probe was lowered into each borehole at 25-30 feet per minute. The
boreholes were then logged from bottom to top at 10 feet per minute, with
the data being recorded in analog and digital formats.
Neutron (Porosity) Survey
The porosity survey was run in each borehole (except DH 84-4) immediately
after the completion of the density logging. Mechanical difficulties
precluded obtaining a porosity log for this borehole. The purpose of the
porosity survey was to obtain a profile of porosity variations in the rock
50592/D D-3
840725
along each borehole axis.
The porosity tool contains a neutron -thermal neutron, high energy source
separated from a thermal neutron detector. High energy neutrons are
introduced into the materials surrounding the borehole and the effect of the
environment on the neutrons is measured. The most effective element in
moderating neutron speed is hydrogen; therefore, a neutron probe responds
most dramatically to the presence of water or hydrocarbons in the rock and
soil surrounding a borehole.
There are no naturally occurring concentrations of hydrocarbons in the sub-
surface of the survey area, hence a decrease in the number of thermal
neutrons passing through the probe mounted detector indicates an increase in
the amount of water (i.e. porosity) in the subsurface materials adjacent to
the probe. The data from the porosity log can be used, along with other
geophysical logs, to delineate lithologic units, and to detect porosity
variations within individual lithologic units due to joints, weathering,
fracture zones, and chemical alteration.
As in the other borehole surveys, the instrument response was monitored
during the run down the hole to select the most appropriate logging scale.
The Porosity Probe was lowered at 25-30 feet per minute and then logged from
bottom to top at 10 feet per minute, with the data being recorded in analog
and digital formats.
Radiation Surveys
Prior to and at the conclusion of borehole geophysical surveys that used
radioactive sources, the well head and surrounding area were surveyed using
a sensitive radiation detection device. Radiation surveys were also
performed on the source/shield assemblies before and after each relocation.
Both sources were directly tested for any leakage at the completion of each
logging operation.
50592/D D-4
840725
Interpretation
Fractures and Joints
Typically, individual fracture zones in the diorite at the Watana Site are
expressed on the density logs of the coreholes as 200 to 500 cps (counts per
second) spikes when logged through the HQ drill rods, and 400 to 1000 cps
spikes when logged through the PVC casing. Fracture/joint frequency (low
density spikes) is variable from hole to hole, but tends to increase toward
the surface as might be expected from rocks responding to glacial or
erosional unloading. This decrease in fracture frequency with depth is best
illustrated on the density log of DH 84-2, with very few fractures/joints
indicated below 200 feet.
There is good correlation between these low density log spikes, low neutron
anomalies (higher hydrogen or water content), and the presence of fractured
rock seen in the drillcore.
Depth to Bedrock
There are no unique diagnostic indicators for identifying top of bedrock on
any of the geophysical logs. Where bedrock surface was shallow, the most
charateristic response was a lower neutron shift to the left (higher
porosity) and lower density and gamma shifts to the right.
Lithologic Correlation/Lithologic Response
Correlation between boreholes is not always possible in crystalline rock,
however, gross lithologic differences usually are discernable as in DH 84-1
where diorite and andesite prophyry are in contact. The andesite at this
borehole has a natural gamma response at least twice that of diorite. The
high gamma response of andesite is also supported by the high gamma "kick"
at the 132-134 ft. interval of DH 84-9 where the borehole passed through an
andesite boulder near the base of the glacial till, and at 321 ft. in
DH 84-4A where the borehole passed through a fine grained felsic dike.
50592/D D-5
840725
Clayey sand and dense till observed in the core of DR 84-4A in the 6 to 52
ft. interval correlates well with similar density and gamma responses in the
34-80 ft. interval of DR 84-4 and the 18 to 62 ft. interval of DR 84-10.
Similarily, weathered diorite in the 62-120 ft. section of DR 84-10
correlates with weathered diorite in the 72-125 ft. section of DR 84-4A.
Alteration Zones
Hydrothermally altered diorite zones and healed breccia are usually matched
on the density log by an anomaly that is lower in amplitude and broader than
the low density spikes occurring opposite fractures and joints (compare, for
instance, the fracture response from 80 to 84 ft. in DR 84-8 to the altered
diorite in DR 84-9 from approximately 308 to 318 ft.).
Weathering
One indicator of the depth of weathering as observed from examination of the
core is the depth to which iron oxide staining persists in fracturing and
jointing. Another is the condition or degree of kaolinization of feldspars,
although other processes can cause kaolinization of feldspar. The point at
which hard, strong, fresh diorite is noted in the core equates on the
density log to + 450 cps for those boreholes logged through the HQ drill
rod; + 700 cps when logged through plastic casing; and 800 to 1000 cps when
logged in open hole.
Other Log Responses
Not all geophysical log anomalies are caused by the rock formation being
logged. The following log responses in boreholes at Watana need to be noted
for more accurate log interpretation:
a. Logging beyond the end of the drill rod or PVC casing (open
hole) causes all three curves to shift to the right because of the
decrease in signal attenutation such as occurs at 690 ft. in
DR 84-4A.
50592/D D-6
840725
b. Logging up through the water table into the unsaturated zone
causes a shift to the right of all three curves because of the
decrease in attenuation in air vs. water, such as in DR 84-7
at 79 ft.
C. Different weight (wall thickness) drill rods affects the den-
sity response as observed in DR 84-4A at + 330 ft., 420 ft.,
490 ft., 530 ft., and 670 ft., where lighter HCQ drill rods
were used. In contrast, the higher density anomaly in the
308-316 ft. section of DR 84-4 is caused by logging through a
section of a twisted -off core barrel. Similarily, the low
density spike at 663.5 ft. in DR 84-2 is caused by an unscrewed
drill rod.
50592/D D-7
840725
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•BOREHOLE /S INCLINED 36 DEGREES FROM
VERTICAL.
.DEPTHS SHOW ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS
•HOLE CEMENTED FROM Bid TO MS FT.
•LOGGED 5/171".
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-1
9A.11mac@
SUSITNA JOINT VENTURE
APPROVED
ANCHORAGE ,
DATE
JULY, 1984
DRAWING NO,
D - 1
ALASKA
t,.
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• BOREHOLE IS INCLINED 30 DEGREES FROM
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-DEPTHS SHOM ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
.LDR INDICATES LIGHT DRILL ROD.
. LOGGED 5129 - 30184.
F7ALASKA POWER AUTHORITY
SITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-2
"TNA JOINT VENTURE
APPROVED
ANCHORAGE ,
DATE
DULY, 1984
DRAW ING NO,
D — 2
ALAb"!%
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NOTES:
• BOREHOLE IS INCLINED 30 DEGREES FROM
VERTICAL.
• DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
• LOGGED 5115184.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-3
SITNA JOINT VENTURE
rI
APPROVED
ANCHORAGE,
DATE
DRAWING NO.
ALASKA
JULY• 1984
D - 3
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NOTES.
•WRIMOLE IS INCLINED 16 DEGREES FROM
VERTICAL.
•DE/TNS SNOOM ARE DISTANCE SELOW
GROG SURFACE ALONG OOREPME AXIS
• LOGGED set&"
LASKA POWER AUTHORITY
F
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-4
fU:TgA Jow VEWfu"
APPROVED -
ANQK)RM
aTE
JULY, "a
ORMAW No.
D-4
ALASKA
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NOTES:
-BOREHOLE IS INCLINED 36 DEGREES FROM
VERTICAL.
• DEPTHS SNONN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
• LDR /NOICATES LIGHT DRILL ROD
• LOGGED "I/M.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-4A
NA JOINT VENTURE
LAKHMAGE,
APPROVED
ALASKA
DATE
DULY, 1084D
W. NO.
- 4A
8 — --
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• BOREHOLE IS INCLINED 30 DEGREES FROM
VERTICAL.
• DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG EOREHOL E AXIS
• LOGGED 5118194.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-5
G�1QG3f3l^1= QC3Q�60O
SUSITNA JOINT VENTURE
AFF'ZCVE1)
ANCHORAGE,
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DRAWING NO
ALASKA
JULY, 1984
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• BOREHOLF IS INCLINED 30 DEGREES FROM
VERTICAL
• DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
• LOGGED 5115134.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-6
GJL:1G3731^1 � QDQ� o
SUSITNA JOINT VENTURE
APPROVED
ANCHORAGE,
DATE
DRAWING NO.
ALASKA
JULY, 1984
D — 6
8
m
00
0
NOTES:
• BOREHOLE IS INCLINED 30 DEGREES FROM
VERTICAL.
-DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
• LOGGED 5118184.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-7
GO/^1G373Q � Q®l^1�3C�OD
SUSITNA JOINT VENTURE
APPROVED
ANCHORAGE,
ALASKA
DATE
JULY, 1984
DRAWING NO.
D - 7
00
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NOTES:
• BOREHOLE IS INCLINED 30 DEGREES FROM
VERTICAL.
• DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS
• LOGGED 5//3/84.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-8
SUSITNA JOINT VENTURE
APPROVED
ANCHORAGE,
DATE
DRAWING NO
ALASKA
JULY, 1984
D - 8
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NOTES:
-BOREHOLE IS INCLINED 35 DEGREES FROM
VERTICAL.
• DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
-LOGGED b/??Ns.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-9
SUSITNA JOINT VENTURE
APPROVED
ANCI;DRAGE ,
DATE
DRAW ING NO
ALASKA
DULY, 1984
D — 9
9
0
0
0
0
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NOTES'
• BOREHOLE IS INCLINED 35 DEGREES FROM
VERTICAL.
•DEPTHS SHOWN ARE DISTANCE BELOW
GROUND SURFACE ALONG BOREHOLE AXIS.
• LDR INDICATES LIGHT DRIL L ROD.
• LOGGED 5/16181.
ALASKA POWER AUTHORITY
SUSITNA HYDROELECTRIC PROJECT
BOREHOLE GEOPHYSICAL LOGS
DH84-10
caaa�ca�a®ago
SUSITNA JOINT VENTURE
APPROVED
ANCHORAGE,
DATE
DULY, 1984
DRAWING NO,
D - t0
ALASKA
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX E - LABORATORY TEST DATA/SOILS
Table E-1
W
PARTICLE SIZE ANALYSIS
ATTERBERG
MOISTURE
REMARKS
o
>
w
LIMITS
CONTENT
SIEVE ANALYSIS (S)
COBBLE
GRAVELSAND
SILT/CLAY
C.L.
P.La
P.I.
Mg(S)
n
n
u
♦7'
]` to /4
/I toI200
-1200
DH 84-4
3
OIL
199 2
,4 -
CL
-
-
48.5
51.5
_
30
9.811.2
-
WASHED
4
62.4 -
-
-
_
4
Sol
64.5
CL-ML
37.5
62,5
21
17
19,5
WASHED
DH 84-4A
2
SO'
23.0 -
23.8
SC
-
-
53.5
46.5
-
6.
24
2.4
13.8
WASHED
1
OI
50.5 -
-
_
-
-
-
51.35
SW-SM
94.0
6.0
8.2
OIL
5 8.5-
-
6.0
-
-
-
-
j
60.4
SW-SM
87.5
6.5
13.7
6
78.5 -
-
-
-
-
-
_
OC
79•5
SW-SM
93.0
7.0
16.3
7
CIE
1 0 0.9 -
OC
101.7
SW
-
-
95.5
4.5
-
-
_
-
11.9
DH 84-9
9
Sol11
53.0-
SW
_
7.0
90.0
3.0
-
-
-
-
8.8
54.5
8
1
82.2-
-
-
-
-
-
ROCIq83.2
SP
3.0
93.0
4.0
12.4
DH 84-10
15
SOIL
17.0 -
SC
_
3.0
55,0
42.0
_
25
17
8
15.0
WASHED
17 5
10
SOIL
35.7 -
SW-SM
-
-
92.0
8.0
-
-
-
-
9.5
36.7
11
SOIL
143.2
42.2 -
SW
_
5.5
90.5
4.0
-
-
-
_
10.4
12
SOI
52.9 -
54.0
SW
-
8.0
89.0
3.0
_
-
_
_
13.2
66.4 -
13
OC
67.4
SP-SM
-
-
94.0
6.0
-
_
14.0
14
-* 1812.3
.2 -
-
-
OCK
8
SP-SM
91.5
8.5
-
-
-
-
13.1
+ DECOMPOSED BEDROCK
ALASKA POWER AUTHORITY
9USITNA KY0R0ELECT1*C PRO-ECT
WATANA DAM & RESERVOIF
LAB TEST SUMMARY
BORE HOLES DH84-4, 4A, 9,
awa.•�..00
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cm
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O O O O O O O Z m
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n
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r
co
r
co
=
CO
r
0
0
0
0
see@
1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX F - OBSERVATION DEVICES/GROUNDWATER
Ann- - - - -
OBSERVATION DEVICES/GROUNDWATER
NOTES
1. Typical instrumentation details for the installed piezometers are
shown in Exhibits F-1 and F-2. In addition to the details shown,
some boreholes were instrumented with 2"ID PVC standpipe with a 5
or 10 foot long slotted section. The larger diameter standpipe
enabled geophysical logging to be done later in the program.
2. In several boreholes, a redundant type piezometer system was
installed to enable year-round groundwater monitoring. The
pneumatic piezometers are not susceptible to freezing during the
winter months, which eliminates the need for an anti -freeze
mixture in the standpipe piezometers.
3. Shortly after installation all boreholes were purged with nitrogen
for the purpose of monitoring groundwater recharge and sampling
the groundwater.
50591/F
840726
METAL
3/4' PVC PIPE TELEPHONE BOX -
STEEL CASING
PNEUMATIC GROUND SURFACE
PIEZOMETER
.040 SLOT SIZE
1 1/24 PVC
HYDRO -TIP
1 1/4' PVC
PLUG
DETAIL
PIEZOMETER TIP
BOTTOM OF HOLE
OVERBURDEN
. 1. 1.
BEDROCK-i
ANGLE
BOREHOLE
9 O •Oo
GROUT
o'
3/411 PVC PIPE
BENTONITE PELLETS
PRESSURE CELL PIEZOMETER
PIEZOMETER TIP
.040 SLOT SIZE
FRAC. SAND
NOT TO SCALE
ALASKA POWER AUTHORITY
SU&TNA HVDROE-ECTFMC PROJECT
TYPICAL
DOUBLE INSTALLATION
NAItIA fl�tq EXHIBIT
F-1
METAL TELEPHONE BOX
PRESSURE CELL LEADS TAPED
TO OUTSIDE OF 3/4' PVC PIPE
3/4' PVC PIPE
PNEUMATIC PIEZOMETER
FRAC SAND
PIEZOMETER TIP
BENTONITE PELLETS
STEEL CASING
GROUND SURFACE
OVERBURDEN
BEDROCK
GROUT
PNEUMATIC PIEZOMETER
PIEZOMETER
TIP
ON[..I F
30REHOLE
NOT TO SCALE
TYPICAL
MULTI -LEVEL
PIEZOMETER
iwll uAutl EXHIBIT
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1984 GEOTECHNICAL EXPLORATION PROGRAM
WATANA DAMSITE
APPENDIX G - POINT LOAD TEST DATA
Notes
APPENDIX G
Point Load Test Results
1. All samples were tested according to the diametral pointload test
method, where L > 1.41).
2. Where healed fractures were visible in the sample, the load was
applied perpendicular to the plane of weakness. If failure
occurred along a healed fracture or other plane of weakness, it
was noted on the data sheets.
3. A brief discussion of the results is presented below.
Abbreviations
Lithology:
D -
QD -
AD -
A -
G -
Code:
Calculations
Diorite
Quartz Diorite
Altered Diorite
Andesite Porphyry
Granite
1 - Failure along a healed or tight fracture
2 - Failure by chipping of rock sample
3 - Plane of weakness; kaolin, alteration, etc.
Is = P/D2 where Is = Point load strength
P = Pressure at failure
D = Diameter of sample
in inches
The relationship of point load strength to uniaxial compressive
strength is
Tc = KIs where K = Conversion factor,
size correlation
(Bieniawski, 1974)
KHQ = 24.9
KNQ = 21.8
50604 G-1
840726
A total of 149 point load tests were measured on core samples recovered
during the 1984 drilling program. Table G-1 is a summary of the data
according to lithology, considering weathering/alteration characteristics;
just lithology; and for the total sample population. In addition, under
each of these categories, the summary is organized to compare the total
population with those samples which had no apparent planes of weakness.
The results of the point load testing of all samples indicate a mean
unconfined compressive strength of 15,315 psi with a standard deviation of
+ 7,745 psi. Subdividing the results into the two basic lithologies
indicates a mean value of 19,617 psi for the andesite porphyry and 14,995
psi for the diorite suite. These values defined in unconfined compressive
strength tests performed by Acres American (1982; andesite porphyry =
18,361 psi, diorite = 17,593 psi). The results are in general agreement
with previous work, and it is possible that the lower values for the diorite
suite is in part due to the number of weathered/altered samples tested.
In classifying the rock material for strength, tests show the intact rock to
be of medium to high strength (Bieniawski, 1973).
50604 G-2
840726
TABLE G-1 SUMMARY OF POINT LOAD TEST RESULTS
Lithology - Weath/Alteratior
Andesite Porphyry
Diorite
Fresh
Slight Weath
Quartz Diorite
Fresh
Slight Weath
Altered Diorite
Slight Weath
Moderate
Lithology
Andesite Porphyry
Diorite
Quartz Diorite
Altered Diorite
Diorite Suite
Total Samples
All Sam les
Samples with No Apparent
Planes of Weakness
n
Mean
n
n
Mean
n
6
19,617
3147
N/A
N/A
66
14,969
7800
45
19,163
5648
13
12,013
6610
7
14,324
5548
46
18,022
6303
36
19,942
5370
9
6,205
7661
5
9,871
8311
6
13,189
7129
N/A
N/A
3
8,718
N/A
N/A
N/A
6
19,617
3147
6
19,617
3147
79
14,863
7799
52
18,512
5872
55
16,087
7870
41
18,714
6679
9
11,699
6583
8
11,293
6950
143
14,995
7758
101
17,874
6522
149
15,315
7745
107
18,158
6420
50604
840726
G-3
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-1 Overburden Thickness 18.5 Ft.
Azimuth 2440 Total Depth 848.5 Ft.
Dip 560
Depth
Interval
Diameter
Pressure
Is
U-c
(Feet)
Lithology
Code
(Inches)
(Pounds)
(PSI)
(PSI)
35.7
- 36.1
A
2.40
5500
954.9
23,804.7
140.3
- 140.7
A
2.40
4600
798.6
19,909.4
177.6
- 178.0
A
2
2.40
>5000
>868.1
>21,640.6
198.7
- 199.1
A
2.40
4000
694.4
17,312.5
255.0
- 255.4
QD
1
2.40
3100
538.2
13,417.2
458.4
- 458.8
D
1
2.40
0
0
0
426.6
- 427.0
QD
1
2.40
0
0
0
511.0
- 511.4
D
2.40
800
138.9
3,462.5
558.1
- 558.5
D
1
2.40
300
52.1
1,298.4
623.5
- 623.9
D
2.40
2850
425.3
10,603.9
748.7
- 749.1
QD
2.40
4500
781.3
19,476.6
765.5
- 765.9
QD
2.41
1750
301.3
7,511.5
50604 G-4
840726
SUMM&RY OF POINT LOAD TEST RESULTS
Borehole Number DH84-2 Overburden Thickness 14.7 Ft.
Azimuth 0190 Total Depth 765.0 Ft.
Dip 600
Depth
Interval
Diameter
Pressure
Is
CJ�c
(Feet)
Lithology
Code
(Inches)
(Pounds)
(PSI)
(PSI)
22.9
- 23.7
D
2.38
5000
890.2
22,192.0
30.1
- 31.0
D
2.39
3200
560.2
13,966.1
46.9
- 47.4
D
2.38
3250
573.8
14,303.8
55.0
- 55.5
AD
2.37
1000
178.0
4,438.4
71.4
- 71.9
AD
1
2.38
2250
397.2
9,902.6
79.0
- 79.6
D
2.38
4500
794.4
19,805.3
87.0
- 87.7
D
1
2.38
1200
211.8
5,281.4
103.9
- 104.4
D
2.39
3100
542.7
13,529.7
118.7
- 119.3
D
2.37
4500
801.2
19,972.8
130.5
- 131.2
D
2
2.40
4750
824.7
20,558.6
142.0
- 142.7
D
2.38
4500
794.4
19,805.3
158.6
- 159.2
D
1
2.39
2750
481.4
12,002.2
166.1
- 166.7
D
2.40
5250
911.5
22,722.7
176.2
- 176.7
D
2.40
4600
798.6
19,909.4
191.0
- 191.5
D
2.39
4800
840.3
20,949.2
203.6
- 204.1
AD
2.39
900
157.6
3,928.0
204.6
- 205.1
A
2.38
3200
564.9
14,083.8
220.4
- 220.9
D
2
2.39
3000
525.2
13,093.3
243.3
- 244.0
D
2.38
3750
662.0
16,504.4
257.0
- 257.7
D
2
2.39
4250
744.0
18,548.8
266.3
- 267.0
D
1
2.39
2750
481.4
12,002.2
282.2
- 282.8
D
2.38
5100
900.4
22,446.0
295.4
- 296.0
D
2.38
5500
971.0
24,206.5
306.7
- 307.2
D
1
2.40
1000
173.6
4,328.1
322.1
- 322.7
D
1
2.38
1250
220.7
5,501.5
341.9
- 342.4
D
2.39
1600
280.1
6,983.1
374.3
- 374.8
D
1
2.40
4250
737.8
18,394.5
434.3
- 434.8
D
2.40
2500
434.0
10,820.3
466.0
- 466.5
D
1
2.39
2650
463.9
11,565.7
479.5
- 480.0
D
1
2.40
1000
173.6
4,328.1
492.6
- 493.0
D
2.40
5500
954.9
23,804.7
517.6
- 518.1
D
2.39
5000
875.3
21,822.1
537.9
- 538.4
D
1
2.39
1500
262.6
6,546.6
540.0
- 540.5
D
2.39
5000
875.3
21,822.1
565.6
- 566.0
D
2.39
6500
1137.9
28,368.7
50604 G-5
840 726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-2 Overburden Thickness 14.7 Ft.
Azimuth 0190 Total Depth 765.0 Ft.
Dip 600
Depth
Interval
Diameter
(Feet)
Lithology
Code
(Inches)
581.9
- 582.3
D
1
2.39
609.1
- 609.5
D
1
2.39
634.5
- 635.0
D
2
2.39
652.0
- 652.6
D
2.38
676.5
- 676.9
D
2.38
689.5
- 690.0
D
2.39
705.3
- 705.8
D
1
2.39
720.8
- 721.4
D
2.38
737.4
- 737.8
D
2.38
761.6
- 762.2
D
1
2.38
Pressure
Is
q-c
(Pounds)
(PSI)
(PSI)
0
0
0
1100
192.6
4,800.9
>4750
831.6
20,731.0
4100
723.8
18,044.8
1400
24.7.2
6,161.6
4700
822.8
20,512.8
1900
332.6
8,292.4
6250
1103.4
27,507.3
4750
838.6
20,905.6
500
88.3
2,200.6
50604 G-6
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-3 Overburden Thickness 8.5 Ft.
Azimuth 0250 Total Depth 132.2 Ft.
Dip 600
Depth
Interval
Diameter
Pressure
Is
c
Feet
Lithology
Code
(Inches)
(Pounds)
(PSI)
(PSI)
34.2
- 34.5
QD
2
2.40
4100
711.8
17,745.3
54.7
- 55.1
QD
2
2.38
4180
737.9
18,396.9
61.6
- 61.9
QD
2.39
5500
962.9
24,004.3
75.9
- 76.4
QD
2.40
4250
737.8
18,394.5
91.0
- 91.4
QD
2.40
6400
1111.1
27,700.0
108.5
- 108.9
QD
2.41
5550
955.6
23,822.2
117.5
- 117.9
QD
2.39
3250
569.0
14,184.4
129.9
- 130.3
QD
1
2.40
4300
746.5
18,610.9
50604 G-7
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-4 Overburden Thickness 116.9 Ft.
Azimuth 0500 Total Depth 378.0 Ft.
Dip 550
Depth
Interval
Diameter
Pressure
Is
7c
(Feet)
Lithology Code
(Inches)
(Pounds)
(PSI)
(PSI)
223.6
- 223.9
QD
2.38
5200
918.0
22,886.1
249.5
- 250.0
QD
2.39
6250
1094.2
27,277.6
281.7
- 282.2
QD
2.40
4300
746.5
18,610.9
315.1
- 315.6
QD
2.40
6000
1041.7
25,968.8
334.0
- 334.5
QD
1.75
850
277.5
6,050.6
365.7
- 366.1
QD
1.75
1950
636.7
13,880.8
50604 G-8
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-4A Overburden Thickness 72.4 Ft.
Azimuth 0400 Total Depth 698.5 Ft.
Dip 550
Depth
Interval
Diameter
(Feet)
Lithology
Code
(Inches)
181.4
- 181.9
QD
2.40
198.6
- 199.1
QD
2.40
216.8
- 217.3
QD
1
2.40
232.6
- 233.3
AD
2.40
273.9
- 274.5
QD
1
2.40
279.5
- 280.3
QD
2
2.40
343.5
- 343.9
QD
1
2.40
400.0
- 400.5
QD
2.40
436.8
- 437.3
QD
2.39
451.6
- 451.9
QD
2.39
495.1
- 495.6
QD
2.40
567.7
- 568.2
QD
2.40
612.2
- 612.6
QD
2.40
655.7
- 656.1
QD
1
2.40
692.1
- 692.7
QD
2.40
Pressure
Is
C-c
(Pounds)
(PSI)
(PSI)
0
0
0
1100
191.0
4,760.9
1500
260.4
6,492.2
4000
694.4
17,312.5
2100
364.6
9,089.1
5200
902.8
22,506.3
0
0
0
3200
555.6
13,850.0
1400
245.1
6,110.2
5000
875.3
21,822.1
7050
1224.0
30,513.3
4800
833.3
20,775.0
6000
1041.7
25,968.8
2200
381.9
9,521.9
4200
729.2
18,178.1
50604 G-9
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-5 Overburden Thickness 15.1 Ft.
Azimuth 0100 Total Depth 265.0 Ft.
Dip 600
Depth
Interval
Diameter
(Feet)
Lithology
Code
(Inches)
40.0
- 40.4
D
2.38
67.8
- 68.3
D
1
2.39
89.4
- 89.7
G
2.39
103.4
- 103.8
QD
2.39
119.3
- 119.7
QD
2.39
130.4
- 130.8
D
3
2.40
150.9
- 151.5
D
2
2.41
153.0
- 153.5
D
2.38
178.0
- 178.5
QD
2.39
202.5
- 202.9
AD
2.38
220.9
- 221.5
AD
2.40
257.5
- 258.0
QD
1
2.41
Pressure
Is
Tc
(Pounds)
(PSI)
(PSI)
5500
971.0
24,206.4
3200
560.2
13,966.1
2100
367.6
9,165.3
5750
1006.6
25,095.4
4200
735.3
18,330.6
0
0
0
>5700
>997.9
>24,877.2
4100
723.8
18,044.8
5100
892.8
22,258.5
3050
538.5
13,423.6
2050
355.9
8,872.7
3500
602.6
15,023.0
50604 G-10
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-6 Overburden Thickness 9.0 Ft.
Azimuth 0250 Total Depth 167.8 Ft.
Dip 600
Depth
Interval
Diameter
Pressure
Is
c
(Feet)
Lithology
Code
(Inches)
(Pounds)
(PSI)
(PSI)
59.5
- 60.2
D
2.37
5500
979.2
24,411.2
67.6
- 68.2
D
1
2.37
3300
587.5
14,646.7
69.6
- 70.2
D
2.38
3800
670.9
16,724.5
76.9
- 77.5
D
2.40
2700
468.8
11,685.9
85.5
- 86.0
D
2
•2.39
5950
1041.6
25,968.3
96.0
- 96.7
D
2.38
5900
1041.6
25,966.9
97.4
- 98.0
D
1
2.38
3100
547.3
13,643.6
106.0
- 106.6
D
1
2.37
4500
801.2
19,972.8
111.3
- 111.9
D
2.37
2200
391.7
9,764.5
117.9
- 118.4
D
1
2.40
1500
260.4
6,492.2
127.9
- 128.7
D
2.38
3100
547.3
13,643.6
134.8
- 135.4
D
1
2.39
0
0
0
135.4
- 136.0
D
2.39
5300
927.9
23,131.4
137.2
- 137.8
D
1
2.37
2500
445.1
11,096.0
149.6
- 150.0
D
2
2.39
4200
735.3
18,330.6
151.6
- 152.2
D
2
2.39
2750
481.4
12,002.2
164.2
- 164.8
D
2.38
2700
476.7
11,883.2
165.3
- 165.9
D
1
2.38
3700
653.2
16,284.3
50604 G-11
840 726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-7 Overburden Thickness 4.2 Ft.
Azimuth 0250 Total Depth 263.5 Ft.
Dip 600
Depth
Interval
Diameter
Pressure
Is
c
(Feet)
Lithology
Code
(Inches)
(Pounds)
(PSI)
(PSI)
28.7
- 29.1
QD
2.41
5400
929.7
23,178.3
42.2
- 42.5
QD
2.40
3550
616.3
15,364.8
56.3
- 56.8
QD
1
2.40
3550
616.3
15,364.8
78.5
- 79.0
QD
2.41
5600
964.2
24,036.8
85.9
- 86.3
QD
2.40
4850
842.0
20,991.4
97.6
- 98.0
QD
2.40
3300
572.9
14,282.8
117.3
- 117.7
QD
2.40
3500
607.6
15,148.4
136.4
- 136.8
QD
2.40
4800
833.3
20,775.0
141.3
- 141.7
QD
2.40
>5800
>1006.9
>25,103.1
166.8
- 167.4
QD
3
2.40
0
0
0
193.1
- 193.5
QD
1
2.39
850
148.8
3,709.8
216.1
- 216.5
QD
2.41
4800
826.4
20,603.0
225.7
- 226.1
QD
2.41
4050
697.3
17,383.7
249.0
- 249.4
QD
1
2.40
2000
347.2
8;656.3
252.6
- 253.0
QD
1
2.40
1700
295.1
7,357.8
263.0
- 263.5
QD
2
2.40
3500
607.6
15,148.4
50604 G-12
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-8 Overburden Thickness 8.5 Ft.
Azimuth 0120 Total Depth 100.0 Ft.
Dip 600
Depth
Interval
Diameter
Pressure
Is
C-c
(Feet)
Lithology Code
(Inches)
(Pounds)
(PSI)
(PSI)
40.6
- 41.0
D 1
2.38
3200
564.9
14,083.8
50.0
- 50.5
AD
2.38
2000
353.1
8,802.3
65.3
- 66.0
AD
2.39
6100
1067.9
26,623.0
76.0
- 76.8
D
2.38
3750
662.0
16,504.4
84.0
- 84.5
AD 2
2.37
2700
480.7
11,983.7
95.1
- 95.6
D
2.40
4400
763.9
19,043.8
99.0
- 99.5
D
2.38
3950
697.3
17,384.6
50604 G-13
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-9 Overburden Thickness 148.2 Ft.
Azimuth 2250 Total Depth 497.5 Ft.
Dip 550
Depth
Interval
Diameter
Pressure
Is
do
(Feet)
Lithology Code
(Inches)
(Pounds)
(PSI)
(PSI)
236.8
- 237.2
D 1
2.39
1100
192.6
4,800.9
291.6
- 292.1
D 1
2.39
0
0
0
355.8
- 356.4
D
2.39
5100
892.8
22,258.5
386.6
- 387.1
D
2.40
6700
1163.2
28,998.4
415.8
- 416.2
QD
2.42
5850
998.9
24,902.8
492.2
- 492.7
D
2.39
5250
919.1
22,913.2
50604 G-14
840726
SUMMARY OF POINT LOAD TEST RESULTS
Borehole Number DH84-10 Overburden Thickness 61.6 Ft.
Azimuth 2300 Total Depth 254.0 Ft.
Dip 550
Depth
Interval
Diameter
Pressure
Is
(Feet)
Lithology Code
(Inches)
(Pounds)
(PSI)
(PSI)
160.1
- 160.5
D
2.40
5000
868.1
21,640.6
191.4
- 191.8
QD 1
2.39
2350
411.4
10,256.4
219.1
- 219.5
QD
2.40
3300
572.9
14,282.8
237.0
- 237.4
A
2.39
4800
840.3
20,949.2
50604 G-15
840726