Certified_Final_Tech_Specs_Volume_2B_-_GBR_Appendix_B.pdf

W911WN-13-R-0002

East Branch Lake East Branch Clarion River Elk County, Pennsylvania Dam Safety Modifications/Cutoff Wall

Certified Final Document Volume 2B – Geotechnical Baseline Report, Appendix B April 2013

Appendix B

Drawings

Drawing Index

038b-U1-10/100 Plan of Dam and Observations 038b-U1-10/101 Plan of Instrumentation (Right Side) 038b-U1-10/102 Plan of Instrumentation (Left Side) 038b-U1-10/103 Top of Rock Contours 038b-U1-10/104 Dam Profile Centerline – Sta. 5+25 - Sta. 26+00 038b-U1-10/105 Dam Profile Centerline – Sta. 5+25 - Sta. 15+00 038b-U1-10/106 Dam Profile Centerline – Sta. 15+00 - Sta. 26+00 038b-U1-10/107 Dam Section at 22+95 (Dogleg) 038b-U1-10/108 Dam Section Sta. 6+65 038b-U1-10/109 Dam Section Sta. 8+30 038b-U1-10/110 Dam Section Sta. 11+05 038b-U1-10/111 Dam Section Sta. 17+50 038b-U1-10/112 Dam Section Sta. 22+00 038b-U1-10/113 Close Up Plan at Grouted Void 038b-U1-10/114 Close Up Profile View at Grouted Void 038b-U1-10/115 Close Up Section at Grouted Void 038b-U1-10/116 Right Abutment Geology and A-Line Grouting 038b-U1-10/117 Borrow Area Plan 038b-U1-10/118 Section – Borrow Area 590’ U/S 038b-U1-10/119 Section – Borrow Area 960’ U/S

Drawing Development

Ground Surface – Based on combined topographic file prepared in 2009 for the creation of 3D model, based on digitized as-built drawings. A recent aerialphoto from the PAMAP Program Cycle 1 High Resolution Orthoimage (2003-2006) was overlain on the original ground surface to verify the ground surface data, as discussed in the 2009 3D Model Report. LiDAR was obtained from the Pennsylvania Spatial Data Access (PASDA) PAMAP Program and used to develop the existing ground surface conditions shown in plan and section views. Manual checks of the LiDAR data by LRP engineers showed good correlation to the as-built conditions.

Geology – Historic and recent borehole logs were used to identify stratigraphic units below the dam. The units were originally derived from a 3-D model developed using historical and recent (2008) boring data submitted to the Pittsburgh District in the 2009 Geotechnical Data Report – Subsurface Exploration and Model Development. The report sorted the geology into 26 units, primarily composed of sandstone, shale, with occasional layers of siltstone and conglomerate. It used computer program MVS (Mine Visualization Software) to create the shapes of these units (as solids) across the site. These solids were then exported and converted to surfaces (bottom of geologic unit) which USACE-LRP referenced into CAD as dtm files (using software InRoads). The surfaces along the dam axis profile were reviewed by a USACE-LRP geologist and adjusted with the understanding that locally, the bedding dips from upstream of the left abutment to the right abutment (dipping gently to the west). The surfaces were corrected to NAVD88 from NAVD29 by lowering elevations by

0.31 feet. In the spring of 2012, the geology was re-evaluated using additional borings from the 2011 Geotechnical Exploration and Phase II Environmental Site Investigation Summary and the

2012 Geotechnical Data Report. Symbols were assigned to the units based on the predominant rock type. The majority of the units are described as a sandstone (SS1-SS9) or shale (SH1-SH8) unit. The minor thin limestone beds were labeled as limestone units (L1-L5) which can generally be used as marker beds. The numbers are assigned vertically, so SH1 is the first shale unit encountered followed by SH2 and so on. Due to their fractured rusty state, only SS3 and SS4 units are shown on the drawings (see unit descriptions below). The remaining units do not appear to have any particular engineering significance.

Dam Foundation Geometry – Bottom of dam was defined based on digitized pre-construction topography, corrected to NAVD88 from NAVD29 by lowering elevations by 0.32 feet. Geometry of the cutoff trench was created using InRoads, based on as-built drawing 038b- U1-40/45.1 for Sta 6+39 to Sta 11+02. From Sta 11+02 to Sta 15+00, the base of the trench transitions from a cutoff to an inspection trench. The base of the cutoff trench was taken as the top of the grout cap (represented on the as-built drawing as typically 3 feet thick) – this was judged to be more appropriate than using the base of the trench excavation (bottom of grout cap) from a soil behavior standpoint. The existing grout curtain geometry was based on as-built drawing 038b-U1-40/45.1 and A- and B-Line grout logs. See tabulation in Appendix E for A-and B-Line grouting summary.

Dam Geometry – The dam geometry was defined based on as-built drawings combined with LiDAR data as described under the ground surface section. The LiDAR data was used to define the ground surface on the downstream face, dam crest and the portion of the upstream face that was exposed at the time that the LiDAR data was obtained. As noted in the 2009 Geotechnical Data Report – Subsurface Exploration and Model Development, the LiDAR data was combined with a representation of the submerged upstream dam face based on the typical sections shown on as-built drawing 038b-U1-40/46.2. The ground surface on the section was hand-checked (generally at 10-ft elevation increments) against the lidar-generated contours and found to match closely – within about 1 ft. Internal dam geometry (boundaries of random fill, impervious fill, random rock fill, rock slope protection and rock drain) were based entirely on typical sections on as-built drawing 038b-U1-40/46.2. Grain-size distributions of soils taken from samples in the random fill and impervious fill zones do not corroborate a real distinction between these zones (with the exception that the random fill zones contain layers of rock fill).

As-built drawing 038b-U1-40/46.2 was updated on 12Jan1968 with the following description:

‘Sections:- Random Rock Fill Added As-Built ’. The presence of this zone is corroborated by construction photos. Seasonal shutdown elevation defined based on notes in Foundation Report No 8- Embankment and Spillway.

Spillway Geometry – The spillway was defined based on as-built drawings 038b-U1- 40/48.1 and 038b-U1-40/50.2 for typical spillway geometry.

Piezometer Data – The locations and relevant elevations associated with the piezometers (e.g., top and bottom of sensing zones, tip elevation, etc.) were compiled from as-built drawings and installation reports by a LRP engineer and reviewed by a separate LRP engineer. The compilation included a tabulation of minimum and maximum readings and typical readings for reservoir levels El 1670 (normal summer pool), El 1650 (interim summer pool, which is near normal target winter pool El 1651) and El 1610. Readings at pool elevations 1610, taken on 10/28/10, and 1650, taken on 5/31/11were used to depict typical piezometric levels for all drawings. All elevations from historic data were converted from NAVD29 to NAVD88. See Appendix I for additional piezometer data.

Dye Testing Data – Dye testing data was compiled from the 1956 Final Report-Left

Abutment Drilling and Grouting, 1978 Instrumentation Report, the 1989 Evaluation Report, and from the 1998 Left Abutment Seepage Evaluation Report. Weir locations were determined from drawing 038b-U1-10/100 Plan of Dam and Observations. See the table in Appendix E.

Geotechnical Exploration Data - Lugeon values (depicted in green on the drawings) were based on pressure testing results found in the 2009 Geotechnical Data Report-Subsurface Exploration and 3D Model Development, 2011 Geotechnical Exploration and Phase II Environmental Site Investigation Summary Report, and 2012 Geotechnical Data Report.

Pressure test data was reviewed and evaluated by an LRP geologist by comparing the Lugeon values to the fractures in the borehole images (where available). The results of this evaluation and original pressure test sheets can be found in Appendix G. Fracture data (depicted as red and blue lines based on aperture size – blue represents apertures between 1/16 inch and 3/8 inch, red represents apertures greater than 3/8 inch) was taken from the 2011 Geotechnical Exploration and Phase II Environmental Site Investigation Summary Report and the 2012 Geotechnical Data Report. Fracture orientations and apertures were determined from borehole images. Borehole images, joint tables and stereonets can be found in Appendix F. Other data including drilling water losses, rod drops, artesian conditions and broken zones were retrieved from the boring logs (see Appendix D).

Borrow Area – The borings and data depicted in the borrow area were retrieved from the 2011 Geotechnical Exploration and Phase II Environmental Site Investigation Summary Report.

The contours in the area were developed from the results of the LiDAR scan. A wetland delineation was performed by the LRP Regulatory Division. The stream identified during delineation was incorporated into the plan view.

Grouted Void – Historical data in the grouted void region was extracted from the 1957 Emergency Repairs Final Report. This includes the location of the void as observed in boring logs from the Q-Series Borings and the location and takes from the compaction grouting pattern (see Appendices B and H). Observations from boring logs and the report narrative from the 1981 Cavity Exploration Report were included where relevant. The plan and profile views of the grouted void were taken from s built drawing 038b-U1-40/63 Those borings with significant grout takes were included on plan views to depict the estimated seepage pattern.

General Observations – A number of general observations such as the presence of sand boils and general conditions were obtained from periodic inspections and site visits.

Drawing descriptions

10/100 –A plan view of the dam and surrounding features. Identifies location of all instrumentation, exploratory borings, field observations, oil wells, and important construction features.

10/101 – A close-up view of drawing 10/100 from the right abutment to Sta. 15+80.

10/102 – A close-up view of drawing 10/100 from Sta. 15+80 to the left abutment.

10/103 – Plan view of the dam showing known and approximate top of rock locations for borings extending into rock and projected (interpreted) top of rock contours based on those borings.

Includes stereonets for the four sections of the dam: right abutment, valley, left abutment, spillway dogleg.

10/104 – Overview profile along the dam axis showing known and assumed top of rock, simplified geologic units, location of foundation soils, zones of the dam, and extents of previous grouting.

10/105 – Profile along the dam axis from Sta. 5+25 to Sta. 15+00, right side of the dam. Shows all borings and resulting data along the axis including logged soil and rock descriptions with notes, joint data, pressure test data, key stratigraphic units, and piezometer readings. Drawing also shows zones of the dam, location of foundation soils, the extent of the cutoff and inspection trench and grout cap, location of the 1957 grouted void and compaction grouting, area of historic grouting, and known and approximate top of rock.

10/106 – Profile along the dam axis from Sta. 15+00 to Sta. 26+00, left side of the dam. Shows all borings and resulting data along the axis including logged soil and rock with notes, joint data, pressure test data, key stratigraphic units, and piezometer readings. Drawing also shows zones of the dam, location of foundation soils, the extent of the inspections trench, area of historic grouting and approximate top of rock.

10/107 – Profile along the mouth of the spillway from dam axis at Sta. 22+95 to 520ft upstream.

Shows all borings and resulting data including logged soil and rock with notes, joint data, pressure test data, key stratigraphic units, and piezometer readings. Drawing also shows zones of the dam, location of foundation soils, and approximate top of rock.

10/108 – Section along Sta. 6+65 showing all geotechnical data including key stratigraphic units, logged soil and rock with notes, pressure test data, and piezometer readings.

10/109 – Section along Sta. 8+30 showing all geotechnical data including key stratigraphic units, logged soil and rock with notes, pressure test data, piezometer readings, the location of 1957 grouted void and the consolidation grouting zone.

10/110 – Section along Sta. 11+05 showing all geotechnical data including logged soil and rock with notes, pressure test data, and piezometer readings.

10/111 – Section along Sta. 17+50 showing all geotechnical data including logged soil and rock with notes, pressure test data, and piezometer readings.

10/112 – Section along Sta. 22+00 showing all geotechnical data including key stratigraphic units, logged soil and rock with notes, pressure test data, piezometer readings, and dye testing data.

10/113 –Close-up plan view at Sta. 8+30 showing the 1957 grouted void and relevant exploratory/grout holes and assumed seepage path.

10/114 –Profile view of the void at Sta. 8+30. Includes piezometer readings, soil identification, assumed shape of the grouted void, and key stratigraphic units.

10/115 – Section view of the void at Sta 8+30. Includes piezometer readings, soil identification, assumed shape of the grouted void, and key stratigraphic units.

10/116 – Profile along the dam axis on the right abutment showing the location of the grouted void in relation to A-line grout holes during original construction grouting from the grout cap in the cutoff trench. Grout holes show amount of grout injected per foot of hole and where there were connections during grouting. Shows borings with logged soil and rock notes, pressure test data, and key stratigraphic units.

10/117 – Close-up plan view of the spillway entrance and upstream borrow area. Includes location of holes drilled at the spillway and upstream of the spillway and location of wetlands/streams.

10/118 – Section 590 ft upstream of the dam showing borings with logged soil and rock data.

10/119 – Section 960 ft upstream of the dam showing borings with logged soil and rock data.

Unit Description

SS3: (sandstone 3) Determined from borings 1, 10, 18, 82, 95 and 98 (preconstruction), 77-

EBD-15, 77-EBD-16, 97-EBD-53, 97-EBD-56, 97-EBD-57, 08-EBD-72, E-39, E-40, E-52

through E-56 and 77-D-2. The unit is seen on the right abutment and the upper left abutment and dogleg. On the right abutment it extends from El. 1590 to El. 1615. On the left abutment the unit extends from El. 1635 to El. 1665. It consists of interbedded sandstone, sandy silt shale, and siltstone. The rock has many bedding fractures and high angle fractures from valley stress release (see Appendix F for fracture data). Several tests were performed on samples collected from rock in the SS3 unit. Some of the tests performed were unconfined compression tests, point load tests, and LA abrasion tests. There were ten SS3 samples tested for unconfined compressive strength across the dam. The unconfined compressive strengths ranged from 1,750 psi to 21,520 psi. See the table in Appendix E for all tests and test results. The unit can be seen on drawings 10/104, 10/105, 10/106, 10/107, 10/108, 10/112, 10/114, and 10/116.

L1: (Marker bed/limestone 1) Determined from borings 1, 10, 82 and 98 (preconstruction), 77- EBD-16, 97-EBD-53, 97-EBD-56, 97-EBD-57, E-40 and E-52. L1 is in the middle of the right abutment and near the top of the left abutment. It is encountered briefly at the dogleg near the dam. On the right abutment, the unit extends from El 1590 to El 1610. It extends from El 1638 to El 1644 on the left abutment and from El 1635 to El 1644 in the dogleg. L1 consists of fossiliferous sandstone with iron staining. Due to the small size of this unit, only one sample taken from the right abutment was tested for unconfined compressive strength (11,680 psi). See the table in Appendix E for all surrounding unit tests and test results. This unit can be seen on drawings 10/104, 10/105, 10/106, 10/107, 10/108, 10/109, 10/112, 10/114, and 10/116.

SS4: (sandstone 4) Determined from borings 1, 10, 82 and 98 (preconstruction), 77-EBD-15, 77-EBD-16, 97-EBD-51, 97-EBD-53, 97-EBD-56, 97-EBD-57, 08-EBD-72, E-29, E-39, E-40, E-51 through E-56 and 77-D-2. This is a thick unit encountered in the middle of the dogleg and right and left abutments. On the right abutment the unit extends from El 1565 to El. 1595. It extends from El. 1595 to El. 1640 on the left abutment and dogleg sections. The rock consists mainly of sandstone with iron staining. The rock has many bedding fractures and high angle fractures from valley stress release (see Appendix F for fracture data). Several tests were performed on samples collected from rock in the SS4 unit. Some of the tests performed were unconfined compression tests, point load tests, and LA abrasion tests. There were 24 SS4 samples tested for unconfined compressive strength across the dam. The unconfined compressive strengths ranged from 1,460 psi to 15,400 psi. See the table in Appendix E for all tests and test results. SS4 unit can be seen on drawings 10/104, 10/105, 10/106, 10/107, 10/108, 10/109, 10/111, 10/112, 10/114, 10/115, and 10/116.

STA. 6+65

038b-U1-10/108

STA. 15-26

038b-U1-10/106

038b-U1-10/112

038b-U1-10/111

038b-U1-10/110

038b-U1-10/109

STA. 6-15

038b-U1-10/105

STA. 22+95

038b-U1-10/107

LEGEND:

DETAIL 1 INCLINOMETER (NUMBERED)

YY-EBD-IX

12-EBD-90

12-EBD-88

E-59

E-58

E-51

E-50

E-57

E-47

E-46

E-45

E-44

E-43

E-41

E-49

E-48 m m m m

N

S

E

W

N

E

S

E

N

W

S

W

DETAIL 2

77-EBD-16

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

E A S T

B R A N C H

C

LA

R

IO

N

R

IV

E R

F L O

W

T W P . R

OAD

T -3

E-4

E-5

E-31

E-27

EB-2

EB-1

ED-20A

ED-20

E-35

E-27A

E-2

72-EBR-2

72-EBR-1

97-EBD-54

97-EBD-57

77-EBD-15

77-EBD-13A

72-EBD-8

77-EBD-1297-EBD-51

77-EBD-11

97-EBD-55

72-EBD-7

72-EBD-9

72-EBD-10

72-EBD-6

08-EBD-70

08-EBD-78

08-EBD-79

08-EBD-81

08-EBD-78A

08-EBD-80

72-EBD-4

77-EBD-19

77-EBD-22

77-EBD-21

08-EBD-74

08-EBD-76

72-EBD-3

72-EBD-2A

77-EBD-29

99-EBD-58

99-EBD-59

90-EBD-50

99-EBD-60

99-EBD-61

99-EBD-63

90-EBD-49

72-EBD-2

72-EBD-1

90-EBD-47

90-EBD-46

90-EBD-48

10-EBD-83

10-EBD-82

77-EBD-27

77-EBD-28

90-EBD-39

90-EBD-37

90-EBD-34

90-EBD-33

90-EBD-30

08-EBD-71

90-EBD-44

W E

IR

W E

IR

W E

IR

W E

IR

W E

IR

W E

IR

W E

IR

W E

IR

A

A

A

A

A

A

10+00

5+00

15+00

20+00

25+00

15+00

20+00

10+00

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

PITTSBURGH DISTRICT

P

IT

T S

B U

R G

H

A

X

C L

A R

IO

N R

IV

E R

E A

S T B

R A

N C

H D

A M

D A

M S

A F

E T

Y M

O D

IF

IC

A T

IO

N

E-55

E-52 m m m m

N

S

E

W

N

E

S

E

N

W

IP

P W

P :d m s b

U

.d g n

H

T S

D E

S Q b

U

.d g n

J

P R

E M

O Z

IC

B

C R

A T

T Y

D-77-3

D-77-1

D-77-2

DYE TEST 8 AUG 1979 - DYE DETECTED APPROX. 4 HOURS

DYE TEST 9 AUG 1979 - DYE DETECTED APPROX. 4 HOURS

DYE TEST 9 AUG 1979 - DYE DETECTED AT TRAP, 14 DAYS

DYE TEST 9 AUG 1979 - DYE DETECTED AT TRAP, 14 DAYS

DYE TEST 9 AUG 1979 - DYE DETECTED AT TRAP (VERY FAINT), 14 DAYS

D

Y E

TEST

DY

E

DETECTED

APPRO

X.

HO

URS

038b-U1-10/100

L

A N O

F D

A M A

N D O

B S

E R

V A

T

IO

N S

SPILLWAY STA. 10+00

DAM AXIS STA. 24+38 =

DYE PLACED IN OPEN BOREHOLE DETECTED AT WEIR #1 WITHIN 1.5 HOURS

DYE INTRODUCED DURING PRESSURE TESTING NOT DETECTED

DYE TEST 8 AUG 1979 - DYE DETECTED APPROX. 4 HOURS

SPOT, RAINFALL

INTERMITTENT WET

STA. 22+00

STA. 17+50

STA. 11+05

STA. 8+30

(RESERVIOR EL. 1661.8)

WAS AUDIBLE IN BOREHOLE

GROUNDWATER FLOW

DURING ADVANCEMENT,

P-53

HOLE E-27

ABANDONED IN

STEEL CASING

WEIR #1

WEIR #5

WEIR #4

WEIR #7

WEIR #10

WEIR #9

WEIR #6

WEIR #8A

E-XX

D-77-X

WET SPOT

ROCK GUTTER

I-8

I-9

I-60 I-61

I-XX

TRENCH

TOP OF CUT-OFF

AT TRAP 14 DAYS

1979 DYE DETECTED

DYE TEST 9 AUG

200’0 100’

SCALE: 1"=100’

NN

STA. 18+99

SPILLWAY DRAIN

STA. 17+44

SPILLWAY DRAIN

01/19/90

4"

01/19/90

2"-3"

01/19/90

2"-3"

01/19/90

4"

SPOT

PERSISTENT WET

OF ROCK DRAIN

UPSTREAM LIMITS

ACCESS ROAD STA. 69+89.47

DAM AXIS STA. 6+74.10 =

(RESERVIOR EL. 1602.3)

WAS AUDIBLE IN BOREHOLE

GROUNDWATER FLOW

DURING ADVANCEMENT,

EROSION PATHWAY

ESTIMATED LIMITS OF

OW01

XX/XX/XX

X"

RIGHT ABUTMENT AREA

ENLARGED PLAN OF

038b-U1-10/101 FOR

THIS SHEET. SEE SHEET

IN THIS AREA SHOWN ON

NOTE: NOT ALL BORINGS

RESERVOIR

I-59

NOTES:

PROPERTY LINE

OIL WELL (NUMBERED)

PIEZOMETER (NUMBERED)

GROUT LOSS DURING INSTALLATION

PIEZOMETER (NUMBERED) - REGISTERED

WASHED OUT DURING INSTALLATION

PIEZOMETER (NUMBERED) - SAND

DURING PEIZOMETER INSTALLATION

ARTESIAN CONDITIONS ENCOUNTERED

EXPLORATORY BORING (NUMBERED)

DYE HOLE (NUMBERED)

BOIL, DIAMETER AND DATE OBSERVED

ROCK GUTTER

ALIGNMENT PIN

A-#

SINKHOLE 2

TREES

ZONE OF DEAD

4SPRING

DOWNSTREAM

SPRING

UPSTREAM

(SEE AS-BUILT DWGS. FOR NUMBERING)

PRE-CONSTRUCTION BORING

SPRING - ARROW REFLECTS DRAINAGE DIRECTION

AND DRILL BITS ARE PRESENT).

AN INCREASED LIKELINESS THAT STEEL CASING, PIPES

DRILLING (AT DEPTH, WITHIN THESE ZONES, THERE IS

ZONES OF INTENSIVE GROUTING AND EXPLORATORY

HOLE P-78A

ABANDONED IN

STEEL CASING

(SEE DETAIL #1)

AREA #1

MEASUREMENTS

GEOLOGIC

(SEE DETAIL #2)

AREA #2

MEASUREMENTS

GEOLOGIC

PL

OUTLET OUTCROP

JOINTS AT

PL

PL

PL

PL

PL

PL

PL

PL

PL

PL

P L

P L

P L

P L

P L

U P

S T

R E

M

IM

IT

S

O F

E

D R

A

IN

YY-EBD-X

YY-EBD-X

YY-EBD-X

D E

C

:4

.0

:1

APPROXIMATELY 900 FEET D/S.

ZONE OF DEAD TREES OBSERVED IN RECENT YEARS BETWEEN STATIONS 16+50 AND 18+50, 12.

GROUTING. SEE GEOTECHNICAL BASELINE REPORT - APPENDIX D FOR THE BORING LOGS.

ESTIMATED LIMITS OF EROSION PATHWAY WERE DETERMINED FROM 1957 EMERGENCY 11.

SEE GEOTECHNICAL BASELINE REPORT - APPENDIX E FOR TABLES.

ARE NOT REPRESENTATIVE OF THE ACTUAL PATH OF DYE FROM ONE POINT TO THE OTHER.

ARROWS ARE SHOWN INDICATING DYE INTRODUCTION TO DYE DETECTION POINTS. THE ARROWS 10.

SPILLWAY DRAINS WHERE DYE WAS DETECTED.

PERPENDICULARLY ACROSS THE SPILLWAY IN ORDER TO GIVE A SECTION VIEW OF THE

THE SECTION-STA 22+00 TURNS AT APPROXIMATLY 680ft. DOWNSTREAM TO CUT 9.

GEOTECHNICAL BASELINE REPORT - APPENDIX D FOR BORING LOGS.

10 FT. LENGTH OF CASING AND A 1 FT. DRIVING SHOE WERE ABANDONED IN HOLE Q-6. SEE

PIECES OF GROUTING PIPE, UP TO 3 FEET LONG WERE FOUND DURING DRILLING OF E-25. A 8.

AND STEREONETS.

NEAR VERTICAL DIPS. SEE THE GEOTECHNICAL BASELINE REPORT - APPENDIX F FOR TABLES

SETS AS THE OUTLET WHICH ARE PARALLEL AND PERPENDICULAR TO THE DAM AXIS WITH

WAS ABOUT 1FT. WITH A MAXIMUM OF 2.5 FT. THE SPILLWAY HAS THE SAME MAJOR JOINT

APERTURE RANGED FROM 0-8IN., MOST WERE TIGHT OF INFILLED. THE AVERAGE CONTINUITY

MAJOR ORIENTATIONS OF N42°E AND N53°W DIPPING 89°E AND 87°SW RESPECTIVELY. JOINT

WERE BETWEEN EL. 1680-1700. THE STEREONET PLOT OF THE JOINTS (DETAIL 2) SHOWS TWO

UPSTREAM END OF THE SPILLWAY WEIR CREST. THE ELEVATION OF THE JOINTS MEASURED

ON 27 OCT. 2010, 26 JOINT MEASUREMENTS WERE TAKEN ON THE OUTCROP ABOVE THE 7.

THE GEOTECHNICAL BASELINE REPORT - APPENDIX F FOR TABLES AND STEREONETS.

WHICH ARE PARALLEL AND PERPENDICULAR TO THE DAM AXIS WITH NEAR VERTICAL DIPS. SEE

FT. WITH A MAXIMUM OF 2 FT. THE OUTLET HAS THE SAME MAJOR SETS AS THE SPILLWAY

RANGED FROM 0-6 IN., MOST WERE TIGHT OR INFILLED. THE AVERAGE CONTINUITY WAS 0.6

ORIENTATIONS OF N36°E AND N58°W DIPPING 88° AND 90° RESPECTIVELY. JOINT APERTURE

WEATHER ROCK. THE STEREONET PLOT OF THE JOINTS (DETAIL 1) SHOWS TWO MAJOR JOINT

1540-1550. MUCH OF THE OUTCROP SURFACE WAS WET AND COVERED IN VEGETATION AND

OUTLET TUNNEL. THE APPROXIMATE ELEVATION OF THE JOINTS MEASURED WERE BETWEEN EL.

ON 27 OCT. 2010, 51 JOINT MEASUREMENTS WERE TAKEN ON THE OUTCROP ABOVE THE 6.

OVERBURDEN - SEE DWGS. 038b-U1-10/105 AND 038b-U1-10/106.

STATION 11+05. FROM STATION 11+05 TO LEFT ABUTMENT, INSPECTION TRENCH EXTENDS INTO

CUT-OFF TRENCH WITH CONCRETE GROUT CAP EXTENDS THROUGH RIGHT ABUTMENT TO 5.

AT ELEVATION 1570 (APPROX.), AT A DISCHARGE RATE OF 0.25 GPM.

SPRING - ENCOUNTED PRIOR TO CONSTRUCTION OF DAM BETWEEN STATIONS 8+75 AND 9+00 4.

BY WAY OF A 6-INCH POROUS CONCRETE PIPE AT A RATE OF 3 GPM.

AT ELEVATION 1570 (APPROX.). SPRING REPORTEDLY DRAINED TO UPSTREAM FACE OF DAM

SPRING - ENCOUNTED PRIOR TO CONSTRUCTION OF DAM BETWEEN STATIONS 8+75 AND 9+00 3.

REOCCURRENCE OBSERVED.

ARE LARGE BOULDERS IN VICINITY AND THE AREA WAS CLEARED OF TREES IN 1993. NO

SINKHOLE - FIRST OBSERVED AUGUST 1996; FILLED IN WITH GRAVEL OCTOBER 1996. THERE 2.

ALL LOCATIONS OF SEEPS, WET SPOTS, BOILS, ETC., ARE APPROXIMATE.1.

K

E N

Z W

E

IL

E R

TRENCH

BOTTOM OF INSPECTION

BOLD TEXT Pz HAS GOOD CORRELATION/MATCHES POOL

SURVEY MONUMENT

12-EBD-92

12-EBD-91

12-EBD-89

12-EBD-87

12-EBD-86

12-EBD-84

ANGLED EXPLORATORY BORING

ASSOCIATED PHOTO IMAGE (NUMBERED) (SEE GBR APPENDIX J)

12-EBD-85

1540 90

E-56

E-54

(ABANDONED)

E-28

E-30

E-29

E-30E-30E-30

(ABANDONED)

E-28

E-30

E-29

E-53

E-39

E-42

E-32

E-40

E-33

08-EBD-69

08-EBD-75

08-EBD-77

08-EBD-68

08-EBD-67

08-EBD-66

08-EBD-65

08-EBD-73

08-EBD-72

97-EBD-52

97-EBD-56

97-EBD-53

77-EBD-14A

72-EBD-5

77-EBD-18

77-EBD-17

77-EBD-20

72-EBD-2B

99-EBD-62

99-EBD-64

90-EBD-45

90-EBD-41

90-EBD-40

90-EBD-42

90-EBD-43

77-EBD-25

90-EBD-3877-EBD-24

77-EBD-23

90-EBD-35

77-EBD-26

90-EBD-32

90-EBD-31

90-EBD-36

2I10-EBD-

1I10-EBD-

SPILLWAY OUTCROP

JOINTS AT

DAYS LATER (E-17 TO E-14)

1981 DYE TEST DYE DETECTED APPROX. 14

66I-64,I-

APPROX LOCATION OF CONSTRUCTION HAUL ROAD

ROCK GUTTER

038b-U1-10/110

STA. 6+65

038b-U1-10/108

038b-U1-10/109

STA. 6-16

038b-U1-10/119

STA. 11+05

STA. 8+30

C L

A R

IO

N R

IV

E R

ORIGINAL STREAM CHANNEL

O W

O W

O W

D-77-3

D

Y E

TEST

DY

E

DETECTED

APPRO

X.

HO

URS

0 50’

SCALE: 1"=50’

E-4

E-5

E-27

ED-20A

ED-20

E-27A

E-2

72-EBR-2

72-EBR-1

72-EBD-4

77-EBD-19

77-EBD-22

77-EBD-21

08-EBD-74

08-EBD-76

72-EBD-3

72-EBD-2A

99-EBD-58

99-EBD-59

90-EBD-50

99-EBD-60

99-EBD-61

99-EBD-63

90-EBD-49

72-EBD-2

72-EBD-1

90-EBD-47

90-EBD-46

90-EBD-48

10-EBD-83

10-EBD-82

77-EBD-27

77-EBD-28

90-EBD-39

90-EBD-37

90-EBD-34

90-EBD-33

90-EBD-30

08-EBD-71

90-EBD-44

W E

IR

W E

IR

W E

IR

A

15+00

10+00

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IT

T S

B U

R G

H

X

E A

S T B

R A

N C

H D

A M

D A

M S

A F

E T

Y M

O D

IF

IC

A T

IO

N

P W

P :d m s b

U

.d g n

H

T S

D E

S Q b

U

.d g n

B

C R

A T

T Y

038b-U1-10/101

01/19/90

4"

01/19/90

2"-3"

01/19/90

2"-3"

01/19/90

4"

OF ROCK DRAIN

UPSTREAM LIMITS

SPOT, RAINFALL

INTERMITTENT WET

ACCESS ROAD STA. 69+89.47

DAM AXIS STA. 6+74.10 =

HOLE E-27

ABANDONED IN

STEEL CASING

WEIR #9

WEIR #6

WEIR #8A

CUT-OFF TRENCH

NN

100’0 50’

SCALE: 1"=50’

(R

IG

H T S

ID

E

INSPECTION TRENCH

SPRING

UPSTREAM

(RESERVIOR EL. 1602.3)

WAS AUDIBLE IN BOREHOLE

GROUNDWATER FLOW

DURING ADVANCEMENT,

P L

A N O

F I

N S

T R

U M

E N

T A

T

IO

N

DOWNSTREAM SPRING

NOTES:

LEGEND:

E-47

E-46

E-45

E-44

E-43

8I-

59I-

U P

S T

R E

A

IN

.0

:1

D E

C

:4

EROSION PATHWAY

ESTIMATED LIMITS OF

14 DAYSDYE DETECTED AT TRAP

DYE TEST 9 A

UG 197

GROUTING. SEE GEOTECHNICAL BASELINE REPORT - APPENDIX D FOR THE BORING LOGS.

ESTIMATE LIMITS OF EROSION PATHWAY WERE DETERMINED BY 1957 EMERGENCY 11.

EMBANKMENT FILL WAS PLACED & COMPACTED.

FILL ACROSS THE CUTOFF TRENCH APPEARS TO HAVE BEEN REMOVED BEFORE

-66 (4 OCT. 1950), THE ROAD I-64 TO IUPSTREAM FROM CENTERLINE. FROM PHOTO

CUT & FILL). THE ROAD SLOPES UP TO EL. 1622 AT STA 8+10 APPROX. 130 FT.

CROSSES THE CENTERLINE AT STA. 8+40-8+75 FROM ABOUT EL. 1586-1605 (INCLUDING

APPROXIMATE LOCATION OF CONSTRUCTION HAUL ROAD ON RIGHT ABUTMENT. THE ROAD 10.

FALLING TO STATIC WATER LEVEL AT EL. 1558.6.

WATER HEARD RUSHING INTO 08-EBD-71 BORING DURING ADVANCEMENT AT EL. 1588.6 AND 9.

E-25.

PIECES OF GROUTING PIPE, UP TO 3 FEET LONG, WERE FOUND DURING DRILLING OF 8.

- RIGHT ABUTMENT EMBANKMENT AND FOUNDATION CONSOLIDATION FOR HOLE LOCATIONS.

Q-6 DURING EMERGENCY REPAIR WORK. SEE AS-BUIT DRAWINGS 038b-U1-40/59 GROUTING

DRILL ROD OR BIT LOST IN HOLES B-9, D-12, G-17, J-11, K-9, K-12, L-16, M-13, X-6, AND 7.

REPORT - APPENDIX D FOR BORING LOG.

SETTLEMENT. (FOR GENERAL NOTES ON DRILLING SEE THE GEOTECHNICAL BASELINE

TO FORM DUE TO THE ASPHALT PATCH ON TOP. THE HOLE LIKELY FORMED BY GROUT

GROUTED FROM THE BOTTOM UP IN ONE STAGE. IT IS UNSURE WHEN THE HOLE BEGAN

CORRESPONDS WITH HOLE E-26 DRILLED IN MARCH 2009. IT IS LIKELY E-26 WAS

CONSIDERABLE RAINFALL RECEIVED THROUGHOUT THE SPRING. THIS LOCATION

SUBSTANTIAL DISTANCE. THERE WAS SOME WATER IN THE HOLE LIKELY DUE TO THE

HOLE WERE CIRCULAR AND COULD NOT BE PENETRATED BY THE SHOVEL HANDLE ANY

INTO THE SOFT, WET SOIL AT THE BOTTOM OF THE HOLE. THE SIDE WALLS OF THE

10" IN DIAMETER AND 3’ DEEP. A WOODEN SHOVEL HANDLE WAS PUSHED ABOUT 4’ MORE

THE DAM CREST AT APPROX. STA. 8+32 OFFSET 5’ DOWNSTREAM. THE HOLE WAS APPROX.

ON 6 MAY 2011, DURING A DISTRICT VISIT TO THE DAM, A SHALLOW HOLE FORMED ON 6.

INTO OVERBURDEN - SEE DWGS. 038b-U1-10/105 AND 038b-U1-10/106.

STATION 11+05. FROM STATION 11+05 TO LEFT ABUTMENT, INSPECTION TRENCH EXTENDS

CUT-OFF TRENCH WITH CONCRETE GROUT CAP EXTENDS THROUGH RIGHT ABUTMENT TO 5.

9+00 AT ELEVATION 1570 (APPROX.), AT A DISCHARGE RATE OF 0.25 GPM.

SPRING - ENCOUNTED PRIOR TO CONSTRUCTION OF DAM BETWEEN STATIONS 8+75 AND 4.

OF DAM BY WAY OF A 6-INCH POROUS CONCRETE PIPE AT A RATE OF 3 GPM.

9+00 AT ELEVATION 1570 (APPROX.). SPRING REPORTEDLY DRAINED TO UPSTREAM FACE

SPRING - ENCOUNTED PRIOR TO CONSTRUCTION OF DAM BETWEEN STATIONS 8+75 AND 3.

1993. NO REOCCURRENCE OBSERVED.

THERE ARE LARGE BOULDERS IN VICINITY AND THE AREA WAS CLEARED OF TREES IN

SINKHOLE - FIRST OBSERVED AUGUST 1996; FILLED IN WITH GRAVEL OCTOBER 1996. 2.

ALL LOCATIONS OF SEEPS, WET SPOTS, BOILS, ETC., ARE APPROXIMATE.1.

K

E N

Z W

E

IL

E R

S

M

IS

S E

N D

A

CONSOLIDATION FOR ADDITIONAL HOLES IN THIS AREA

RIGHT ABUTMENT EMBANKMENT & FOUNDATION

INVESTIGATION PLAN AND 038b-U1-40/59 GROUTING

NOTE: SEE SHEET 038b-U1-10/30 EMERGENCY

OW01

XX/XX/XX

X"

E-XX

BOLD TEXT

PL PROPERTY LINE

OIL WELL (NUMBERED)

PIEZOMETER (NUMBERED)

GROUT LOSS DURING INSTALLATION

PIEZOMETER (NUMBERED) - REGISTERED

WASHED OUT DURING INSTALLATION

PIEZOMETER (NUMBERED) - SAND

DURING PEIZOMETER INSTALLATION

ARTESIAN CONDITIONS ENCOUNTERED

EXPLORATORY BORING (NUMBERED)

(SEE AS-BUILT DWGS. FOR NUMBERING)

PRE-CONSTRUCTION BORING

DYE HOLE (NUMBERED)

BOIL, DIAMETER AND DATE OBSERVED

DIRECTION

SPRING - ARROW REFLECTS DRAINAGE

WET SPOT

& 8+32 ALONG , 8+35 OFFSET 9’ D/S

FROM THE BOTTOM UP. (8+22.5, 8+27.5,

WITH 1" TO 1�" GAVEL THEN GROUTED

LARGE GRAVEL FILLED HOLES PACKED

POOL

Pz HAS GOOD CORRELATION/MATCHES

PRESENT).

CASING, PIPES AND DRILL BITS ARE

INCREASED LIKELINESS THAT STEEL

WITHIN THESE ZONES, THERE IS AN

EXPLORATORY DRILLING (AT DEPTH,

ZONES OF INTENSIVE GROUTING AND

YY-EBD-X

YY-EBD-X

YY-EBD-X

ROCK GUTTER

I-XX

INCLINOMETER (NUMBERED)

D-77-X

IXYY-EBD-

ANGLED EXPLORATORY BORINGS

APPENDIX J)

ASSOCIATED PHOTO IMAGE (NUMBERED) (SEE GBR

LCLC

12-EBD-8512-EBD-8512-EBD-85

E-42

E-41

E-40

E-39

E-26

E-17

E-14

12-EBD-87

12-EBD-86

12-EBD-87

12-EBD-86

12-EBD-87

12-EBD-86

12-EBD-8412-EBD-8412-EBD-84

08-EBD-69

08-EBD-75

08-EBD-77

08-EBD-68

08-EBD-67

08-EBD-66

08-EBD-65

08-EBD-73

08-EBD-72

77-EBD-18

77-EBD-17

77-EBD-20

72-EBD-2B

99-EBD-62

99-EBD-64

90-EBD-45

90-EBD-41

90-EBD-40

90-EBD-42

90-EBD-43

77-EBD-25

90-EBD-3877-EBD-24

77-EBD-23

90-EBD-35

77-EBD-26

90-EBD-32

90-EBD-31

90-EBD-36

2I10-EBD-

1I10-EBD-

OF ROCK DRAIN

UPSTREAM LIMITS

TRENCH

INSPECTION

038b-U1-10/112

038b-U1-10/111

STA. 15-26

038b-U1-10/106

038b-U1-10/107

STA. 22+95

77-EBD-16

COMPACTED.

FILL ACROSS THE CUTOFF TRENCH APPEARS TO HAVE BEEN REMOVED BEFORE EMBANKMENT FILL WAS PLACED &

-66 (4 OCT. 1950), THE ROAD I-64 TO ISTA 8+10 APPROX. 130 FT. UPSTREAM FROM CENTERLINE. FROM PHOTO

AT STA. 8+40-8+75 FROM ABOUT EL. 1586-1605 (INCLUDING CUT & FILL). THE ROAD SLOPES UP TO EL. 1622 AT

APPROXIMATE LOCATION OF CONSTRUCTION HAUL ROAD ON RIGHT ABUTMENT. THE ROAD CROSSES THE CENTERLINE 9.

1558.6.

WATER HEARD RUSHING INTO 08-EBD-71 BORING AT EL. 1588.6 AND FALLING THE STATIC WATER LEVEL AT EL. 8.

CONSOLIDATION FOR HOLE LOCATIONS.

REPAIR WORK. SEE AS-BUIT DRAWINGS 038b-U1-40/59 GROUTING - RIGHT ABUTMENT EMBANKMENT AND FOUNDATION

DRILL ROD OR BIT LOST IN HOLES B-9, D-12, G-17, J-11, K-9, K-12, L-16, M-13, X-6, AND Q-6 DURING EMERGENCY 7.

NOTES ON DRILLING SEE THE GEOTECHNICAL BASELINE REPORT - APPENDIX D FOR BORING LOGS.)

FORM DUE TO THE ASPHALT PATCH ON TOP. THE HOLE LIKELY FORMED BY GROUT SETTLEMENT. (FOR GENERAL

LIKELY E-26 WAS GROUTED FROM THE BOTTOM UP IN ONE STAGE. IT IS UNSURE WHEN THE HOLE BEGAN TO

RECEIVED THROUGHOUT THE SPRING. THIS LOCATION RESPONDS WITH HOLE E-26 DRILLED IN MARCH 2009. IT IS

SUBSTANTIAL DISTANCE. THERE WAS SOME WATER IN THE HOLE LIKELY DUE TO THE CONSIDERABLE RAINFALL

WALLS OF THE HOLE WERE CIRCULAR AND COULD NOT BE PENETRATED BY THE SHOVEL HANDLE ANY

SHOVEL HANDLE WAS PUSHED ABOUT 4’ MORE INTO THE SOFT, WET SOIL AT THE BOTTOM OF THE HOLE. THE SIDE

APPROX. STA. 8+32 OFFSET 5’ DOWNSTREAM. THE HOLE WAS APPROX. 10" IN DIAMETER AND 3’ DEEP. A WOODEN

ON 6 MAY 2011, DURING A DISTRICT VISIT TO THE DAM, A SHALLOW HOLE FORMED ON THE DAM CREST AT 6.

AND 038b-U1-10/106.

STATION 11+05 TO LEFT ABUTMENT, INSPECTION TRENCH EXTENDS INTO OVERBURDEN - SEE DWGS. 038b-U1-10/105

CUT-OFF TRENCH WITH CONCRETE GROUT CAP EXTENDS THROUGH RIGHT ABUTMENT TO STATION 11+05. FROM 5.

(APPROX.), AT A DISCHARGE RATE OF 0.25 GPM.

SPRING - ENCOUNTED PRIOR TO CONSTRUCTION OF DAM BETWEEN STATIONS 8+75 AND 9+00 AT ELEVATION 1570 4.

PIPE AT A RATE OF 3 GPM.

(APPROX.). SPRING REPORTEDLY DRAINED TO UPSTREAM FACE OF DAM BY WAY OF A 6-INCH POROUS CONCRETE

SPRING - ENCOUNTED PRIOR TO CONSTRUCTION OF DAM BETWEEN STATIONS 8+75 AND 9+00 AT ELEVATION 1570 3.

IN VICINITY AND THE AREA WAS CLEARED OF TREES IN 1993. NO REOCCURRENCE OBSERVED.

SINKHOLE - FIRST OBSERVED AUGUST 1996; FILLED IN WITH GRAVEL OCTOBER 1996. THERE ARE LARGE BOULDERS 2.

ALL LOCATIONS OF SEEPS, WET SPOTS, BOILS, ETC., ARE APPROXIMATE.1.

0 50’

SCALE: 1"=50’

NN

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

O W

D-77-1

D-77-2

0 50’

SCALE: 1"=50’

NN

DYE PLACED IN OPEN BOREHOLE DETECTED AT WEIR #1 WITHIN 1.5 HOURS

DYE TEST 9 AUG 1979 - DYE DETECTED APPROX. 4 HOURS

DYE INTRODUCED DURING PRESSURE TESTING NOT DETECTED

DYE TEST 9 AUG 1979 - DYE DETECTED AT TRAP, 14 DAYS

DYE TEST 9 AUG 1979 - DYE DETECTED AT TRAP, 14 DAYS

DYE TEST 9 AUG 1979 - DYE DETECTED AT TRAP (VERY FAINT), 14 DAYS

DYE TEST 8 AUG 1979 - DYE DETECTED APPROX. 4 HOURS

DYE TEST 8 AUG 1979 - DYE DETECTED APPROX. 4 HOURS

E-31

EB-2

EB-1

97-EBD-54

97-EBD-57

77-EBD-15

77-EBD-13A

72-EBD-8

77-EBD-1297-EBD-51

77-EBD-11

97-EBD-55

72-EBD-7

72-EBD-9

72-EBD-6

08-EBD-70

08-EBD-78

08-EBD-79

08-EBD-81

08-EBD-78A

08-EBD-80

10+00

5+00

15+00

20+00

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IT

T S

B U

R G

H

X

C L

A R

IO

N R

IV

E R

E A

S T B

R A

N C

H D

A M

D A

M S

A F

E T

Y M

O D

IF

IC

A T

P W

P :d m s b

U

.d g n

H

T S

D E

S Q b

U

.d g n

.0

:1

B

C R

A T

T

038b-U1-10/102

STA. 17+44

SPILLWAY DRAIN

ROCK GUTTER

100’0 50’

SCALE: 1"=50’

NN

SPILLWAY STA. 10+00

DAM AXIS STA. 24+38 =

(L E

F T S

ID

E

STA. 22+00

SPOT

PERSISTENT WET

STA. 17+50

SINKHOLE

P L

A N O

F I

N S

T R

U M

E N

T A

T

IO

N

HOLE P-78A

ABANDONED IN

STEEL CASING

E-55

E-54 E-53

E-52

E-51

E-29

E-50

E-30

E-57

E-28

ABANDONED

E-49

E-59

E-48

NOTES:

LEGEND:

60I- 61I-

D E

C

:4

(RESERVIOR EL. 1661.8)

WAS AUDIBLE IN BOREHOLE

GROUNDWATER FLOW

DURING ADVANCEMENT,

97-EBD-53

K

E N

Z W

E

IL

E R

S

M

IS

S E

N D

A

E-58

OW01

XX/XX/XX

X"

E-XX

BOLD TEXT

PROPERTY LINE

OIL WELL (NUMBERED)

PIEZOMETER (NUMBERED)

GROUT LOSS DURING INSTALLATION

PIEZOMETER (NUMBERED) - REGISTERED

WASHED OUT DURING INSTALLATION

PIEZOMETER (NUMBERED) - SAND

DURING PEIZOMETER INSTALLATION

ARTESIAN CONDITIONS ENCOUNTERED

EXPLORATORY BORING (NUMBERED)

(SEE AS-BUILT DWGS. FOR NUMBERING)

PRE-CONSTRUCTION BORING

DYE HOLE (NUMBERED)

BOIL, DIAMETER AND DATE OBSERVED

DIRECTION

SPRING - ARROW REFLECTS DRAINAGE

WET SPOT

PRESENT).

CASING, PIPES AND DRILL BITS ARE

INCREASED LIKELINESS THAT STEEL

WITHIN THESE ZONES, THERE IS AN

EXPLORATORY DRILLING (AT DEPTH,

ZONES OF INTENSIVE GROUTING AND

& 8+32 ALONG , 8+35 OFFSET 9’ D/S

FROM THE BOTTOM UP. (8+22.5, 8+27.5,

WITH 1" TO 1�" GAVEL THEN GROUTED

LARGE GRAVEL FILLED HOLES PACKED

POOL

Pz HAS GOOD CORRELATION/MATCHES

PL

YY-EBD-X

YY-EBD-X

YY-EBD-X

ROCK GUTTER

I-XX

D-77-X

ANGLED EXPLORATORY BORINGS

ASSOCIATED PHOTO IMAGE (NUMBERED) (SEE GBR APPENDIX J)

E-56

12-EBD-89

12-EBD-88

12-EBD-90

12-EBD-89

12-EBD-88

12-EBD-90

12-EBD-89

12-EBD-88

12-EBD-90

12-EBD-9212-EBD-9212-EBD-92

12-EBD-9112-EBD-9112-EBD-91

97-EBD-52

97-EBD-56

97-EBD-53

77-EBD-14A

72-EBD-5

STA. 6+65

STA. 22+95

038b-U1-10/107

STA. 15-26

038b-U1-10/106

038b-U1-10/112

038b-U1-10/111

STA. 6-15

038b-U1-10/105

038b-U1-10/109

038b-U1-10/110

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IT

T S

B U

R G

H

X

C L

A R

IO

N R

IV

E R

E A

S T B

R A

N C

H D

A M

D A

M S

A F

E T

Y M

O D

IF

IC

A T

IO

N

E A S T

B R A N C H

C

LA

R

IO

N

R

IV

E R

F L O

W

T W P . R

OAD

T -3

ELEV <1490.7

ELEV <1509.2

ELEV <1528.2

ELEV <1503.7

ELEV <1519.7

ELEV <1539.4

ELEV <1483.5

ELEV <1494.0

ELEV <1485.6

ELEV <1540.2

77-EBD-21/22

ELEV <1506.3

77-EBD-17/18

ELEV <1610.7

77-EBD-27/28

10+00

5+00

15+00

20+00

25+00

15+00

20+00

10+00

200’0 100’

SCALE: 1"=100’

NN

ZONE

DEAD TREE

NOTES:

LEGEND:

PROPERTY LINEPL

BORING

DETAIL 3

BORINGS E-50 TO E-52 & E-57

LEFT ABUTMENT JOINING

DETAIL 1

DETAIL 2

DETAIL 4

BORINGS E-39 TO E-42

RIGHT ABUTMENT JOINING

E-43, E-47, E-58 & E-59

VALLEY JOINING BORINGS

E-53 TO E-56

DOGLEG JOINING BORINGS

TRENCH

TOP OF CUT-OFF

ASSUMED TOP OF ROCK

PL

PL

PL

PL

PL

PL

PL

PL

PL

PL

PL

P L

P L

P L

P L

P L

U P

S T

R E

C K

A

IN

APPENDIX F FOR ALL JOINT DATA AND STEREONETS.

DETAILS 1-4). SEE GEOTECHNICAL BASELINE REPORT -

UNDER-REPRESENTED IN THE DRILLING DATA. (SEE

ORIENTATION OF THE BORINGS, THIS JOINT SET IS LIKELY

PARALLEL TO THE DAM AXIS. HOWEVER, DUE TO THE

THERE IS LIKELY A SECOND JOINT SET THAT IS

THE DAM, WITH STRIKE PERPENDICULAR TO THE DAM.

BEDDING, ONE MAJOR JOINT SET WAS IDENTIFIED BELOW

LEFT ABUTMENT AND SPILLWAY SECTION. OTHER THAN

FOUR AREAS OF THE DAM - RIGHT ABUTMENT, VALLEY,

WAS PLOTTED ON FOUR STEREONETS REPRESENTING THE

JOINTING DATA FROM THE 2011 - 2012 EXPLORATIONS 2.

PROFILE.

FOUNDATIONS) TO APPROXIMATE THE TOP-OF-ROCK

TO ACCOUNT FOR STRUCTURES AND THEIR

SURFACE TOPOGRAPHY (DROPPED 3 FEET TO ATTEMPT

AT THE TUNNEL OUTLET), WE USED EXISTING GROUND

DURING CONSTRUCTION (I.E., ALONG THE SPILLWAY AND

IN AREAS WHERE SUBSTANTIAL ROCK CUTS WERE MADE

ALTERNATIVES REFINEMENT.

PERMIT ESTIMATION OF EXCAVATION QUANTITIES FOR

ABOUT 500 FT DOWNSTREAM OF THE DAM TOE TO

DOWNSTREAM AREAS. THIS WAS DONE TO A POINT

SUCH INFORMATION IS AVAILABLE) TO UPSTREAM AND

UPSTREAM AND DOWNSTREAM OF THE DAM AXIS, WHERE

THE DAM AXIS AND AS CORROBORATED BY POINTS

IS RELATIVELY GOOD T/ROCK INFORMATION (E.G., ALONG

TOP-OF-ROCK PROFILE FROM LOCATIONS WHERE THERE

NOT AVAILABLE. WE PROJECTED THE CROSS-VALLEY

INFORMATION CRUCIAL TO DEFINING TOP-OF-ROCK WAS

WERE A CONSIDERABLE NUMBER OF LOCATIONS AT WHICH

AFTER THIS WAS DONE, IT WAS CLEAR THAT THERE

TOP-OF-ROCK ELEVATION.

SHOW BOTH THE BORING NUMBER AND THE ASSUMED

DOWNWARD. THE LOCATIONS AT WHICH THIS WAS DONE

ELEVATIONS AT THESE LOCATIONS WERE ADJUSTED

BOTTOMS OF THESE BORINGS, THE TOP-OF-ROCK

CONTOUR PLAN SHOWED TOP-OF-ROCK ABOVE THE

THAT DID NOT EXTEND INTO ROCK. WHERE THE INITIAL

CONTOURS WERE CHECKED AGAINST OTHER BORINGS

EXTENDED INTO ROCK. IN THE NEXT STAGE, THE

TOP-OF-ROCK ELEVATIONS FROM BORINGS THAT

SEVERAL STAGES. THE INITIAL STAGE USED ONLY

THE TOP-OF-ROCK CONTOUR PLAN WAS DEVELOPED IN 1.

TRENCH

BOTTOM OF INSPECTION

STA. 22+00

STA. 17+50

STA. 8+30

STA. 11+05

P W

P :d m s b

U

.d g n

H

T S

D B

A C

J

A N

:4 b

U

.d g n

:1

038b-U1-10/103

T O

P O

F R

O C

K C

O N

T O

U R

S

J

P R

E M

O Z

IC

B

C R

A T

T Y

K

E N

Z W

E

IL

E R

ELEV 1550.10

E-57

ELEV 1505.80

12-EBD-89

ASSUMED ELEV 1477.50

A8

ELEV 1481.30

ASSUMED ELEV 1483.00

ASSUMED ELEV 1483.20

ASSUMED ELEV 1480.50

A2

ASSUMED ELEV 1480.00

A4

ASSUMED ELEV 1482.50

A7

ASSUMED ELEV 1482.50

A9

1482.50

ELEV

E-27

ELEV 1481.50

1480.50

ELEV

ELEV 1480.30

08-EBD-74 ELEV 1479.50

08-EBD-76

ASSUMED ELEV 1484.50

A5

ASSUMED ELEV 1484.00

A13

ELEV 1485.90

E-44

ELEV 1488.80

E-45

ASSUMED ELEV 1485.00

A14

1485.00

ASSUMED ELEV

A3

ELEV 1486.30

77-EBD-29

ELEV 1490.20

ELEV 1494.70

ELEV 1493.20

ASSUMED ELEV 1494.60

A11

ASSUMED ELEV 1494.35

A12

ELEV 1491.70

D-77-3

ELEV 1491.90

E-43

ELEV 1493.90

E-46

1494.00

TRENCH ELEV

GT1

ELEV 1490.10

77-EBD-19/20

ELEV 1497.70

ASSUMED ELEV 1501.30

ELEV 1500.70

ELEV 1504.90

ASSUMED ELEV 1504.20

ASSUMED ELEV 1504.70

ASSUMED ELEV 1507.25

A1

ASSUMED ELEV 1504.75

A6

ASSUMED ELEV 1503.50

A10

ELEV 1502.70

E-31

ELEV 1506.00

P-70L

ELEV 1505.00

E-48

ELEV 1504.00

E-58

ELEV 1504.80

E-47

1505.10

ELEV

ELEV 1506.70

08-EBD-78A

ELEV 1509.00

ASSUMED ELEV 1508.00

A15

ELEV 1512.00

E-59

1512.50

ELEV

E-49

ELEV 1508.20

08-EBD-80

1517.10

ELEV

ELEV 1531.60

ELEV 1531.50

ELEV 1531.00

ELEV 1527.40

ELEV 1526.00

E-42

ELEV 1537.10

ELEV 1539.10

ELEV 1545.40

ELEV 1544.70

ELEV 1549.70

ELEV 1549.30

12-EBD-91

ELEV 1554.70

ASSUMED ELEV 1553.10

A16

ELEV 1558.20

ELEV 1559.70

ELEV 1562.40

ELEV 1558.50

ELEV 1561.30

E-41

ELEV 1576.90

ELEV 1576.10

ELEV 1577.60

E-50

ELEV 1584.70

ELEV 1591.30

ELEV 1594.70

ELEV 1593.70

ELEV 1592.70

ELEV 1597.20

77-EBD-11

ELEV 1601.90

ELEV 1601.90

77-EBD-23/24

1610 ELEV 1605.20

ELEV 1607.50

77-EBD-25/26

ELEV 1612.70

1620162

ELEV 1620.80

77-EBD-12

ELEV 1623.50

ELEV 1624.40

ELEV 1633.40

ELEV 1630.20

1632.00

ELEV

E-51

ELEV 1634.40

97-EBD-51

ELEV 1640.40

ELEV 1636.40

77-EBD-13/14

ELEV 1644.40

EB-2

ELEV 1646.20

77-EBD-15

ELEV 1649.40

ELEV 1648.70

ELEV 1647.80

E-40

1650.60

ELEV

E-52

ELEV 1658.00

ELEV 1663.30

E-53

1659.80

ELEV

D-77-2

ELEV 1665.90

ELEV 1667.70

ELEV 1668.30

E-54

ELEV 1669.30

E-55

ELEV 1665.40

97-EBD-54

ELEV 1675.00

ELEV 1672.90

E-56

1672.10

ELEV

77-EBD-161680

0 1680 168

ELEV 1677.90

ELEV 1687.50

ELEV 1687.70

0 1690

ELEV 1691.30

ELEV 1693.70

ELEV 1693.80

E-39

ELEV 1707.70

ELEV 1712.90

ELEV 1709.50

98 1720

ELEV 1728.70

ELEV 1742.50

97 ELEV 1747.90

ELEV 1748.60

231750

1750 1760

ELEV 1758.50

1770 ELEV 1790.70

GROUTING

RADIAL

P W

P :d m s b

U

.d g n

H

T S

D E

S Q b

U

.d g n

.0

:1

C

M

IL

L E

R

038b-U1-10/104

200’0 100’

SCALE: 1"=100’

D A

M P

R O

F

IL

E C

E N

T E

R L

IN

A T

O S

T A

U/S

D/S

UPSTREAM

DOWNSTREAM

SHALE

I-XX

26+00 25+00 24+00 23+00 22+00 21+00 20+00 19+00 18+00 17+00 16+00 15+00

14+00 13+00 12+00 11+00 10+00 9+00 8+00 7+00 6+00

B/INSPECTION TRENCH

ENCOUNTERED)

BOULDERS/COBBLES

COLLUVIUM (NUMEROUS

APPROX. T/OVERBURDEN OUTSIDE OF TRENCH

APPROX. T/ OVERBURDEN OUTSIDE OF TRENCH

B/ INSPECTION TRENCH

ENCOUNTERED THROUGHOUT)

AND SOME BOULDERS

DAM FILL (NUMEROUS COBBLES

BOULDERS)

COLLUVIUM (WITH

BEDROCK

(FALL 1950-SPRING 1951)

DURING EMBANKMENT CONSTRUCTION

EL. 1605 SEASONAL SHUTDOWN LEVEL

SURFACE

GROUND

ORIGINAL

ROCK

T/

SURFACE

ORIGINAL GROUND

1707–

T/DAM EL.

TUNNEL

WALL

CUTOFF TRENCH

T/ROCK IN

STA. 22+00

038b-U1-10/112

STA. 17+50

038b-U1-10/111

STA. 11+05

038b-U1-10/110

STA. 8+30

038b-U1-10/109

STA. 6+65

038b-U1-10/108

TRENCH WALL

T/ ROCK IN CUTOFF

BOULDERS/COBBLES ENCOUNTERED

COLLUVIUM NUMEROUS

(FACING DOWNSTREAM)

DAM PROFILE CENTERLINE - STA 5+25 TO STA 26+00

sh ss

NOTES:

LEGEND:

L1

GROUT LINES

SANDSTONE

D E

C

:4

GROUT CURTAINAPPROX. LIM

ITS OF 195

CURTAIN

1950 GROUT

LIMITS OF

APPROXIMATE

1955 GROUTING

GROUTING PLAN, PROFILE AND ELEVATION.

SEE DRAWING 038b-U1-40/57.1 SPILLWAY LEFT ABUTMENT

LEADING INTO THE RIGHT SPILLWAY GALLERY AT DEPTH 9.3 FT.

ABANDONED AFTER ENCOUNTERING A 6IN. STEEL SIDE DRAIN

A DRILL BIT AT DEPTH 142.6 FT. GROUTING HOLE G-5 WAS

1955-1956 GROUTING HOLE G-1 WAS ABANDONED AFTER LOSING 2.

APPENDIX B FOR UNIT DEVELOPMENT AND DESCRIPTIONS.

AND DESCRIBED. SEE 2012 GEOTECHNICAL BASELINE REPORT -

EXPLORATIONS. NEW UNIT SYMBOLS WERE GIVEN TO THE BEDS

RE-EVALUATED USING ADDITIONAL BORINGS FROM THE 2010-2012

WEST). IN THE SPRING OF 2012, THE GEOLOGY WAS

ABUTMENT TO THE RIGHT ABUTMENT, (DIPPING GENTLY TO THE

LOCALLY THE BEDDING DIPS FROM UPSTREAM OF THE LEFT

MODEL WERE ADJUSTED WITH THE UNDERSTANDING THAT

SUBMITTED TO USACE IN AUG. 2010. THE RESULTS OF THE 3D

DEVELOPED USING HISTORICAL AND RECENT (2008) BORING DATA

1. GEOLOGIC UNITS WERE ORIGINALLY DERIVED FROM A 3D MODEL

APPROXIMATE STRATOGRAPHIC CONTACT

APPROX. T/ROCK

K

E N

Z W

E

IL

E R

S

M

IS

S E

N D

A

L1

ASSOCIATED PHOTO IMAGE (NUMBERED) (SEE GBR APPENDIX J)

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IT

T S

B U

R G

H

X

C L

A R

IO

N R

IV

E R

E A

S T B

R A

N C

H D

A M

D A

M S

A F

E T

Y M

O D

IF

IC

A T

IO

N

G-6

G -5

A

G-4

G-3

G-8

G-1A

G-2

G-7

G-7

GROUTING

ZONE OF CONSOLIDATION

GROUTED VOID

E L

E V

A T

IO

N

L

SS3

SS4

SS4

SS3

L1

20° concrete sc cobbles sm cobbles sc-sm cobbles sm cobbles sm sc-sm sc-sm

/organics sm boulder cobbles sm

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IT

T S

B U

R G

H

C

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

X

C L

A R

IO

N R

IV

E R

E A

S T B

R A

N C

H D

A M

D A

M S

A F

E T

Y M

O D

IF

IC

A T

IO

N ss w/rust silty ss siltshale ss siltstone siltstone ss

BOREHOLE LEAKING

EL. 1690

ss silty ss fossil sh ss ss congl pebble sh shaley ss interbedded ss sandy sh w/ sh sh ss & sh interbedded sandy sh sandy sh sandy sh ss & sh interbedded ss & sh sandy sh sh sandy sh sandy sh sandy sh silty ss w/sh interbed interbed sandy sh w/ss sh sandy sh sh w/ss sandy sh shaly ss sandy sh limy siltstone fossil ss w/ ss congl sandy sh fossil ss fossil ss fossil ss rusty fossil ss siltstone

OB

SS

ss ss fossil rusty

P W

P :d m s b

U

.d g n

H

T S

D E

S Q b

U

.d g n

:1

B

C R

A T

T Y

S T

A T

IO

N

T

O S

T A

T

IO

N

038b-U1-10/105

SC-SM

GC-GM

SC-SM

GC-GM

SC

sc-sm

B/INSPECTION TRENCH

GC

gc sc gc sc gc sc gc sc gc sc gc cl sc

SC-SM

SC-SM

GC

cl

SC

SC

SC

SC-SM

cl

GROUTING

ZONE OF CONSOLIDATION

SC-SM

GC

SC

CL

gc

FRAGMENTS

& ROCK

SC-SM

SC

ml

GW

SC-SM

GC

SC-SM

SC-SM

GC-GM

SC-SM

gw

GW-GM

SM

STA. 11+05

038b-U1-10/110

STA. 8+30

038b-U1-10/109

STA. 6+65

038b-U1-10/108

FRAGMENTS

& ROCK

ml

ENCOUNTERED)

BOULDERS/COBBLES

COLLUVIUM (NUMEROUS

ALLUVIUM

SC-SM

GC-GM

sm

APPROX. T/OVERBURDEN OUTSIDE OF TRENCH

15+00 14+00 13+00 12+00 11+00 10+00 7+00 6+00

8+009+00

SC

ML

COBBLES)

BOULDERS/

COLLUVIUM (WITH

sm sw cl boulder

THROUGHOUT)

ENCOUNTERED

AND SOME BOULDERS

(NUMEROUS COBBLES

DAM FILL

ml sm ml sm ml cl ml ml sm ml

20°

COBBLES

W/

SC-SM

shale sw sp sm-sc s m s c w c o b b le s concrete sm ml gw sm ml gw-gm sm gw-gm gw-gm gw-gm ml ml ml gp gw gc organics ss cobbles sm w/ ml sp ml sm ml sm ml sm cobbles sc w/ sm ml sp ml

EL.1517

Pp 2.25 TSF sm sp-gp ml gp sm sm ml frag.

rock ml w/ cobbles sm w/ cobbles sm-sc w/ cobbles sm-sc w/ cobbles sm cobbles sm ml cobbles cobbles sm-sc cobbles gc cobbles sc cobbles sm cobbles sm-sc ml cobbles cobbles sm-sc cobbles sm-sc

SC-SM

roots cobbles & sm-sc cobbles sm cobblegw-gm sm sm cl ml cobble cobble sm cobble cobble sm cobble boulder cobble sm ml cobble sm cobble sm ml cobble sm cobble boulder silt shale boulder sm cobble & cobbles sm

& boulders sm cobbles cobbles gc-

80’0 40’

SCALE: 1"=40’

S T

A

S

T E

S T

A

S

T E

S T

A

S

T E

40’ (1)

45’ (2)

35’ (1)

45’ (2)

3.3’ (2)

10.6’ (1)

3’ (2)

10’ (1)

10’ (1)

7’ (2)

3’ (3)

R E

S

.7

R E

S

.2

T/DAM EL. 1707–

(RES. EL. > EL. 1600)

NOV. 2008

DRILLING, EL. 1670

PERCHED WATER DURING

POOR RECOVERY

OF GROUT CURTAIN

APPROXIMATE LIMITS

SURFACE

GROUND

ORIGINAL

UNABLE TO SAMPLE

HIGH BLOW COUNTS

BOULDER

SURFACE

GROUND

ORIGINAL

TRENCH WALL

CUTOFF

T/ ROCK IN

90%

100%

15gpm

15gpm

100%

(E-27)

100%

RE-GROUTING

PVC, SEALED BY

LOSS IN GROUTED

100% ss w/sh sh w/ss ss w/sh ls ss ss sh ss ss w/sh sh w/ss ss ss w/sh

100% sh

25%

100%

100%

100%

10%

10% gm gw

DAM PROFILE - STA. 5+25 TO STA. 15+00

MEASURED WATER LEVEL

D A

M P

R O

F

IL

CORE LOSS

CORE LOSS

CORE LOSS

CORE LOSS

CORE LOSS

SM

SC-

CORE LOSS

T/ ROCK

RES. 1650.0

5/31/2011 W.L. 1582.6

RES. 1650.0

5/31/2011 W.L. 1577.8

RES. 1650.0

5/31/2011 W.L. 1619.8

RES. 1650.0

5/31/2011 W.L. 1604.5

RES. 1650.0

5/31/2011 W.L. 1648.5

RES. 1650.0

5/31/2011 W.L. 1628.3

RES 1610.3

10/28/2010 W.L. 1583.1

RES 1610.3

10/28/2010 W.L. 1578.2

RES 1610.3

10/28/2010 W.L. 1604.4

RES 1610.3

10/28/2010 W.L. 1609.9

RES 1610.3

10/28/2010 W.L. 1622.6 gp

SC-SM

BOULDER

SC-SM

ml

TOOL DROP

EL. 1555.9

DURING DRILLING

PERCHED WATER

sc

(WITH BOULDERS)

COLLUVIUM

EL. 1519

Pp 2.0-2.5 TSF cobbles sm

W.L. 1544.6 shale

CORE LOSS

SM ORGANICS

ss w/sh sh sh w/ss ss w/sh siltstone siltstone w/ss siltstone

100%

LOSS

CORE

LOSS

CORE

shale sandy ss shaly sh w/ss

109 LUGEON VALUE FROM PRESSURE TEST

GROUT OBSERVED IN BORING

LIMESTONE

CONGLOMERATE

(FACING DOWNSTREAM)

limy fossil ss

COLLUVIUM (WITH

BOULDERS

COLLUVIUM (WITH

BOULDERS

EL. 1678

Pp 2.4 TSF

EL. 1662

Pp 2.0 TSF

EL. 1639

Pp 1.2-2.5 TSF EL. 1644

Pp 2.5 TSF

EL. 1612

Pp 1.7 TSF

EL. 1517–

1.5-2.5 TSF

EL. 1563

Pp 1.0 TSF

EL. 1600-EL. 1602

Pp 0.5-1.6 TSF

EL. 1687

Pp 1.0-2.5 TSF

EL. 1665

Pp 2.25 TSF

EL. 1483-EL. 1486

Pp 0.5-0.75 TSF

EL. 1508

Pp 2.25 TSF

EL. 1540

Pp 1.9 TSF

JOINTS WITH APERTURE > 9.5MM

0.2

0.7

0.3

2.1

0.7

7.2

1.1

NOTES:

LEGEND:

RES. 1610.3

10/28/2010 W.L. 1533.1 sh

TUNNEL

(30’ U/S)

E-27

4’D/S)

(BORING

12’ D/S

08-EBD-69

3’D/S)

(BORING

12’ D/S

08-EBD-68

5’D/S)

(BORING

12’ D/S

08-EBD-67

4’D/S)

(BORING

12’ D/S

08-EBD-66

9’ D/S

99-EBD-64

IN CUTOFF TRENCH)

PLOT GRAPH) SCREENED

LEVELS SEE TIME

MATCH RESERVOIR

RESPOND TO AND

(PIEZOMETER READINGS

RESERVOIR LEVEL

11’ D/S -

90-EBD-38

5’D/S)

(BORING

12’ D/S

08-EBD-65

58’ D/S

08-EBD-73

16’ D/S

08-EBD-72

26)I-25 & I-

24,I-(SEE

BEFORE BENTONITE

DURING INSTALLATION

BY GROUND WATER

SAND WASHED AWAY

I-7I-14I-12

I-11 I-10

I-6

I-5

13)I-

EL. 1551 (SEE

RECOVERED SOIL

WOOD IN DRILL

I-4

I-2 I-3

16)I-15 & I-(SEE

EL. 1569-EL. 1589

POOR RECOVERY

VERY WET SAMPLES

I-1

STA. 8+58,

LARGE JOINT

GROUTING

1949 RADIAL

RES 1650.0

5/31/2011 W.L. 1533.1

L

E L

E V

A T

IO

N M

A T

C H

L

IN

E S

W

G b

U

TIME PLOT GRAPH - 90-EBD-38

D E

C

:4

26.1

45.3

26.6

29.4

48.7

52.9

67.7

51.6

46.8 59.6

35.4

164.7

31.8 28.3

36.6

66.8

111.5

53.3

34.9

114.8

43.1

39.3 252.1

34.2

26.2 29.5

275.7

38.3

93.8

40.2

28.7

234.4

120.6

87.3

56.2

44.7

63.2

25.5

51.6

30.2

25.9

TRENCH WALL

T/ROCK IN CUTOFF

COBBLES

GW-

ROCK FRAG.

(FALL 1950-SPRING 1951)

CONSTRUCTION

LEVEL DURING EMBANKMENT

EL. 1605 SEASONAL SHUTDOWN

T/ROCK

60.4

56.7

51.3

86.8

52.4

RES 1610.3

10/28/2010 W.L. 1575.9

77-EBD-17

RES. 1650.0

5/31/2011 W.L. 1555.4

77-EBD-18

RES 1610.3

10/28/2010 W.L. 1546.9

77-EBD-18

GROUT CURTAINAPPROX. LIM

ITS OF 195

(RES. 1650.0)

05/31/2011

W.L. 1570.3

08-EBD-72

(RES. 1610.26)

10/28/2010

(147.1’)

W.L. 1562.89

08-EBD-72

APPROXIMATE STRATIGRAPHIC CONTACT

9 10

T/ ROCK

APPROX.

K

E N

Z W

E

IL

E R

K

G A

B

IG

I-38-40

11.9’ D/S

12-EBD-87

& organics sm cobbles sc-sm ml cobbles sm cobbles sc cobbles sm cobbles sc-sm

PIEZOMETER BENTONITE PLUG

PIEZOMETER SENSING ZONE (SAND)

11.7’ D/S

12-EBD-86

sc-sm cobbles gm-sm cobbles sc-sm cobbles sc-sm cobbles sm cobbles sc cobbles sc cobbles sm cobbles sm cobbles sc

& boulder sm cobble

& organics sc cobble sm sc-

TRENCH)

INSPECTION

OUTSIDE OF

FROM

(PROJECTED

ALLUVIUM

9.9’ D/S

12-EBD-84

cobbles sm sc-sm organics cobbles & sc-sm cobbles sm sm cobbles sc-sm

& organics cl-ml cobbles organics sc cobbles & cl cobbles sc-sm organics cl cobbles sc cl-ml

THE GEOTECHNICAL BASELINE REPORT - APPENDIX F.

APERTURE IS EXPRESSED IN MILIMETERS.