Text

Letter to Duke Energy from Cline, Site Characterization Report,Groundwater Protection Initiative, Oconee, Appendix E - Continued
	ML102010541
Person / Time
Site:	Oconee
Issue date:	04/20/2009
From:	Armstrong L, Cline M; S&ME
To:	Sullivan E; Duke Energy Corp, Office of Information Services
References
	FOIA/PA-2010-0209
	Download: ML102010541 (147)
	v • d • e

S&ME, Inc. 1. BORING AND SAMPLING IS IN ACCORDANCE

S8ME ENGINEERING

TESTING ENVIRONMENTAL SERVICES 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953 WITH ASTMD-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-9 Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 2 Boring Depth (fi): 43.3 Elevation (ft): 780.6 Driller: Jay Little, SC Cert No. Date Drilled: 10/8/07 I ~B1575 DaeDild]080 Logged By: Julie Petersen I Water Level: Stabilized Water Level at 33.32 ft bis Drilling Method: Mud Rotary Elev.

(Feet)

-780 I

Depth (Feet) I Lith-ology Well Construction Penetration Resistance (Blows/Foot)

AVEL FILL (F): Tan, Brown, and Reddish-Brown, Micaceous, Silty, Medium to Fine SAND, With White, Medium to Fine Sand Lenses and Rock Fragments to Fine SAND With Rock Fragments FILL (F): BIOTITE GNEISS Boulders Rock Fragments, Roots, and Wood

S&ME, Inc. 1. BORING AND SAMPLING IS IN ACCORDANCE 9751 Southern Pine Boulevard WITHIASTMD-1586.

ew ý1mm Charlotte, North Carolina 28273 2. PENETRA TION (N- VAL UE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-9 Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (ft): 43.3 Elevation (ft): 780.6 Driller: Jay Little, SC Cert No. Date Drilled: 10/8/07 B1575 Logged By: Julie Petersen Water Level: Stabilized Water Level at 33.32 ft bis Drilling Method: Mud Rotary Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction C 50 10

-745 FILL (F): Brown and Gray, Micaceous, Silty, Medium to Fine Sandy, CLAY ge, Tan, and Red, Coarse to Fine Sandy,

-740 Lithologic Description Obtained From GM-9R Boring Terminated at 43.30 ft bis

COMPLETION REPORT OF WELL No. GM-9 Sheet 1 of 2 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 33.32 ft bls LATITUDE: 34047'40.524r' DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'48.389' DRILLING METHOD: Mud Rotary TOP OF CASING ELEVATION: 780.36 DATE DRILLED: 10/8/07 DATUM: MSL LOGGED BY: Julie Petersen STRATA DESCRIPTION PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 28 ft bls GROUT Type: Neat Cement Interval: 0 to 24 ft bls SEAL Type: Bentonite Interval: 24 to 26 ft bls FILTERPACK Type: #1 Silica Sand Interval: 26 to 43.3 ft bls SCREENJ Diameter: 2" Type: 0.010 Slotted PVC 24.00 Interval: 28 to 43 ft bls 26.00 LEGEND FILTER PACK TOC TOP OF CASING GS GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GROUT FP FILTER PACK El TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Boulevard WELL No. GM-9 Charlotte, North Carolina 28273 ENGINEERING . TESTING

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 780.6 PROJECT LOCATION: Seneca, SC CHECKED BY: Julie Petersen STRATA z WELL - o o DESCRIPTION DETAILS WELL CONSTRUCTION DETAILS DESRIPIO

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(See Page 1) 35 FILL (F): Brown and Gray, Micaceous, Silty, Medium to Fine kSandy, CLAY FILL (F): Red and Gray, Silty, High Plasticity CLAY -40 FILL (F): Orange, Tan, and Red, Coarse to Fine Sandy, 42.50 738.10 CLAY 43.00 737.60 43.30 737.30 LEGEND U)

EFILTER PACK Toc TOP OF CASING GS GROUND SURFACE 0~

BENTONITE BS BENTONITE SEAL aD FP FILTER PACK CD CEMENT GROUT W TSC TOP OF SCREEN W,

CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH Y STATIC WATER LEVEL CG CEMENT GROUT 0£ W

CD COMPLETION REPORT OF cc 0 S 9751 Southern Pine Boulevard WELL No. GM-9 Charlotte, North Carolina 28273 0 ENINEE*EN. TESTING Sheet 2 of 2 ENVIRNM tL SERVICES

Site Name: ONS-GWPP Test Date: 10/15/2007 Well Label: GM-9 Aquifer Thickness: 14.68 feet Screen Length: 15. feet Casing Radius: 1. Inches Effective Radius: 2. Inches Gravel Pack Porosity: 30.00%

Corrected Casing Radius: 1.378 Inches Static Water Level: 33.32 feet Water Table to Screen Bottom: 9.68 feet Anisotropy Ratio: 1 Time Adjustment: 0. Seconds Test starts with trial 0 There are 86 time and drawdown measurements Maximum head is 4.362 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 10/15/2007 GM-9 01 01 Bouwer and Rice parameter A = 3.246 Bouwer and Rice parameter B = 0.6723 In(Re/Rw) = 3.009385e+000 Gravel Pack Porosity: = 30. %

Corrected Casing Radius: = 1.378 Inches Analysis starts at time 12. Seconds Analysis ends at time 12.25 minutes 55 Measurements analyzed from 5 to 59 Hydraulic Conductivity = 1.787e-004 cmnsec 1 Points not plotted because head ratio <= 0.0 Transmissivity = 0.6909 meters2/day These points are not included in the analysis 4 5 10 15 Adjusted Time (mrnutes)

Analysis by Julie Petersen of S&ME, Inc. o is 4362 feet 0 Seconds PERMEABILITY 1.79 x 10-4 cm/sec

S&ME, Inc. 1. BORING AND SAMPLING IS IN ACCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N- VALUE) IS THE NUMBER OF ENGINEERING o TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. ID. SAMPLER / FT.

Project: Oconee Nuclear Station Boring No. GM-9R Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 3 I

Boring Depth (ft): 80.3 Elevation (ft): 780.4 Driller: Jay Little, SC Cert No. Date Drilled: 10/2/07 B1575 Logged By: Courtney Withers/David Klemt Water Level: Stabilized Water Level at 30.43 ft his Drilling Method: Mud Rotary Elev.

(Feet)

-780 I

+

I Depth (Feet) T

-I-,

Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)

AVEL FILL (F): Tan, Brown, and Reddish-Brown, Micaceous, Silty, Medium to Fine SAND, With White, Medium to Fine Sand Lenses and Rock Fragments FILL (F): BIOTITE GNEISS Auger Refusal at 9.80 ft bls to Fine SAND With Rock Fragments Roller Cone Refusal at 22.20 ft bIs FILL (F): Brown, Fine Sandy, Silty, CLAY With Rock Fragments, Roots, and Wood

1. BORING AND SAMPLING IS INA CCORDANCE 9751 Southern Pine Boulevard WITH ASTM D-1586.

$&IYI ES&ME, Charlotte, Inc.

North Carolina 28273 2. PENETRATION (N- VALUE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. ID. SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-9R Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 3 Boring Depth (ft): 80.3 Elevation (ft): 780.4 Driller: Jay Little, SC Cert No. Date Drilled: 10/2/07 B1575 Logged By: Courtney Withers/David Klein Water Level: Stabilized Water Level at 30.43 ft bis Drilling Method: Mud Rotary Elev. Depth Lith- II Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) I ology Material Description Construction

-745 Fine Sandy, CLAY FILL (F): Orange, Tan, and Red, Coarse to Fine Sandy, CLAY

-740 45

-735 SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Slightly Clayey, Silty, Coarse to Fine SAND 50-

-730

-.. °iSOIL/SAPROLITE (M 1): Brown, Very Micaceous, Fine ASandy, SILT 55- _ SOIL/SAPROLITE (Ml): Dark Gray and White, Silty,

-725

- Coarse to Fine SAND SOIL/SAPROLITE (Ml): Dark Gray and Brown, Micaceous, Silty, Fine SAND 60-

-720 SOIL/SAPROLITE(Ml): Gray, Silty, Fine SAND WEATHERED ROCK (M2): When Sampled Becomes Tan, Silty, Fine SAND Roller Cone Refusal at 60.60 ft bis PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEISS With Intermittent Medium-Grained BIOTITE 65- HORNBLENDE GNEISS Intensely Fractured, Low

-715 ngle Joints With No Staining SOUND ROCK (D): Medium-Grained GRANITIC GNEISS With Intermittent BIOTITE HORNBLENDE GNEISS Slightly Fractured, Low 'IIIII Angle and High Angle Joints With Moderate to No Staining

/

S&ME, Inc. 1. BORING AND SAMPLING IS INA CCORDANCE 9751 Southern Pine Boulevard WITH ASTM D-1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N- VAL UE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-9R Location: Seneca, SC Number: 1264-07-234 Sheet No. 3 of 3 Boring Depth (ft): 80.3 Elevation (ft): 780.4 Driller: Jay Little, SC Cert No. Date Drilled: 10/2/07 B1575 Logged By: Courtney Withers/David Klem F Water Level: Stabilized Water Level at 30.43 ft hIs Drilling Method: Mud Rotary Elev. Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Construction

-710 Y j" Li PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEISS With Intermittent BIOTITE HORNBLENDE GNEISS Intensely Fractured, Low Angle and High Angle Joints With No Staining SOUND ROCK (D): Medium-Grained BIOTITE'

-\HORNBLENDE GNEISS Slightly Fractured,

-705 Horizontal and High Angle Joints With No Staining I SOUND ROCK (D): Medium-Grained GRANITIC I

\GNEISS; Unfractured PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained BIOTITE HORNBLENDE

\GNEISS; Intensely Fractured Low Angle and High

[Angle Joints With No Staining

/

i (WF): Medium-Grained PARTIALLY GRANITIC GNEISS WEATHERED/FRACTURED ROCK With ntermittent BIOTITE HORNBLENDE GNEISS ntensely Fractured, Low Angle Joints With No Staining Boring Terminated at 80.30 ft bls

4. .J........~ _______________________________________________________________________ L J

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Pro,ject S&ME Project No: 1264-07-234 4-Core Location: GM-9R 9 F11 18

) Coring - Augcr Refissal at 9.80 f bls 10 19 oae Loss - Soil

- 75%, RQD - 58%

11 20 lnsof Run #3, REC - 24%. RQD - 0%

tegin Mud Rotary at 20.40 R bls Loss - Soil 12 21 F ill Soil Recovered in Core 13 22 NIQ Core - Roller Cone Refusal at 22.20 fItbls (Stat Run #4)

CoreLoss - Soil Loss - Soil ore Loss - Soil 14 23 Core Loss - Soil EXPLANATION 15 24 Loss - Soil

- 56%. RQD - 43% Concrete fore Loss - Soil Granitic Gneiss 16 25 Biotite Hornblende Gneiss ind of Run 04, REC- 44%, RQD - 14%

Core Loss

- Soil 17 26 fore Loss - Soil Fracture Quatzf Frtagment - End of Run Contact Healed Joint 18 27 Page 1 of 4

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 tsam Core Location: GM-9R 27 - 36

'ore Loss - Soil 28 - 37 29 38 more Loss - Soil 30 39 End of Run #5, REC - 52%, RQD - 38%

31 - 40 32 41 EXPLANATION 33 42 Soil Concrete Granitic Gneiss 34 43 Biotite Hornblende m

Gneiss Core Loss 35 - 44

-ASoil

- Fracture

-End of Run Contact

-- Healed Joint 36 - 45 Page 2 of 4

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-9R 45 54 46 55 47 56 48 57 49 58 50 59 EXPLANATION 51 60 EE Concrete tgin Run #6 Granitic Gneiss 61 Biotite Hornblende Gneiss tensely Fractured and Weathered Core Loss 53 62 Fracture

)etaett tIntact

- End of Run Contact Healed Joint 54 63 Page 3 of 4

FIELD ROCK CORE LOG A&Mk M Mý Oconee Nuclear Station - Groundwater Protection Project WMANIMVEM S&ME Project No: 1264-07-234 Core Location: GM-9R 63 - 72 64~ 73 ontaci Intact ContacLt Intact 65 74 End of Run #6WREC - 94.3%. RQD - 35.5%

66- 75 nd of Run #8, REC - 100%, RQD -41.2%

67- 76 68- 77 High Angle Fraunire. Staining EXPLANATION ont1actItc 69 78

-o Maric Banding Contact Intact Concrete m

Granitic Gneiss 70- 79 U

Biotite Hornblende End of Ron #7, REC - 94%, RQD - 89%

Gneiss omg Maric Banding Core Loss 71- 80 of Run #9. REC - 100%. ROD - 46% Fracture inn Terminated at 80.30 0tbls

- End of Run Contact Healed Joint 72- OI Page 4 of 4

Sheet 1 of 3 COMPLETION REPORT OF WELL No. GM-9R PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 30.43 ft bls LATITUDE: 34047'40.463

LONGITUDE: 82053'48.364' DRILLING CONTRACTOR: S&ME, Inc.

DRILLING METHOD: Mud Rotary TOP OF CASING ELEVATION: 780.19 DATE DRILLED: 10/2/07 DATUM: MSL LOGGED BY: Courtney Witl0 STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 68.7 ft bis GROUT Type: Neat Cement Interval: 0 to 66 ft bis SEAL Type: K-packer Interval: 67.9 to 68.1 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter: 21 Type: 0.010 Slotted PVC Interval: 68.7 to 73.7 ft bls LEGEND FILTER PACK TOC TOP OF CASING FILL (F): Brown, Fine GS GROUND SURFACE BENTONITE BS BENTONITE SEAL Sandy, Silty, CLAY With Rock Fragments, CEMENT GROUT FP FILTER PACK El TSC TOP OF SCREEN Roots, and Wood CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL COMPLETION REPORT OF 5

FS&E M FNflNEERING . TESTING 9751 Southern Charlotte, NorthPine Boulevard Carolina 28273 WELL No. GM-9R

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 780.4 PROJECT LOCATION: Seneca, SC CHECKED BY: Courti Withers/[

STRATA z WELL 0 0 DETAILS I 0 z

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(See Page 1)

(Ml): Tan and White, Micaceous, Slightly Clayey, Silty, Coarse to Fine SAND 1-50 (Ml): Brown, Very Micaceous, Fine Sandy, SILT SOIL/SAPROLITE (Ml): Dark Gray and White, Silty, Coarse to Fine SAND SOIL/SAPROLITE (Ml): Dark Gray and Brown, Micaceous, Silty, Fine SAND SOIL/SAPROLITE (Ml): Gray, Silty, Fine SAND WEATHERED ROCK (M2): When Sampled 66.00 Becomes Tan, Silty, Fine SAND 67.90 PARTIALLY 68.10 WEATHERED/FRACT 68.70 ROCK (WF):

V*

Medium-Grained GRANITIC GNEISS ith Intermittent LEGEND Medium-Grained 73.20 73.70 FILTER PACK TOC TOP OF CASING GS GROUND SURFACE 75.00 BENTONITE BS BENTONITE SEAL CEMENT GRO UT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / B ACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATEIR LEVEL CG CEMENT GROUT COMPLETION REPORT OF

S&ME 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-9R

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 780.4 PROJECT LOCATION: Seneca, SC CHECKED BY: Courtney Withers/C STRATA o zo0 WELL -

F--

I.

-j O . DETAILS W ,,.X WELL CONSTRUCTION DETAILS DESCRIPTION L

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GRANITIC GNEISS I I With Intermittent 7T-80 - 80.30 700.12 BIOTITE HORNBLENDE GNEISS; Slightly Fractured, Low Angle and High Angle Joints With Moderate to No Staining PARTIALLY WEATHERED/FRACT RED ROCK (WF):

Medium-Grained GRANITIC GNEISS With Intermittent BIOTITE HORNBLENDE GNEISS; Intensely Fractured, Low Angle and High Angle Joints With No Staining SOUND ROCK (D):

Medium-Grained BIOTITE HORNBLENDE GNEISS; Slightly Fractured, Horizontal and High Angle Joints With No Staining SOUND ROCK (D):

Medium-Grained GRANITIC GNEISS Unfractured PARTIALLY WEATHERED/FRACT RED ROCK (WF):

Medium-Grained BIOTITE HORNBLENDE GNEISS; Intensely Fractured Low Angle and High Angle Joints With No Staining PARI ALLY WEATHERED/FRACT RED ROCK (WF):

Medium-Grained GRANITIC GNEISS With Intermittent BIOTITE HORNBLENDE LEGEND GNEISS; Intensely

ýractured, Low Angle Joints With No D FILTER PACK TOC TOP OF CASING U)

Staining (continued) E BENTONITE GS BS GROUND SURFACE BENTONITE SEAL 0 ] CEMENT GROUT FP FILTER PACK 0 TSC TOP OF SCREEN

]CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT 0

W 0 emu* COMPLETION REPORT OF O 9751 Southern Pine Boulevard WELL No. GM-9R SCharlotte, North Carolina 28273 0 ENGINEERING

TESTING Sheet 3of 3 0 ENVIRONMENTAL SERVICES

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234

6&ME Boring Number: GM-9R Sample No: I Depth (ft-bls): 3.6-5.1 Blow Count: 4*5*5 Sample No: 2 Depth (ft-bIs): 8.6 - 10.1 Blow Count: 50/5 Sample No: 3 Depth (ft-bls): 13.6 - 15.1 Blow Count: 50/1 Sample No: 4 Depth (ft-bls): 20.4 - 21.9 Blow Count: 7

50/2 Sample No: 5 Depth (ft-bIs): 35.4 - 36.9 Blow Count: 2*3*4 Sample No: 6 Depth (ft-bls): 37.7 - 39.2 Blow Count: 4*6 *9 Page 1 of 2

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project `E S&ME Project No: 1264-07-234 Boring Number: GM-9R Sample No: 7GM-" 4 2 Depth (ft-bls): 42.7 - 44.2 Blow Count: 7 *7*9 fl lz Sample No: 8 Depth (ft-bls): 47.7 - 49.2 Blow Count: 4" 4" 8 Sample No: 9 Depth (ft-bls): 52.7 - 54.2 Blow Count: 12

12

18 Sample No: 10 Depth (ft-bls): 57.7 - 59.2 Blow Count: 10

23

50/3 Page 2 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234

SW14 Core Location: GM-9R Page 1 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234

'IV&-mumE Core Location: GM-9R CLASSIFICATION:

9.80' to 47.00': FILL - Granitic Gneiss Boulders and Soil 60.60' to 80.30': Medium-Grained Granitic Gneiss With Intermittent Biotite Hornblende Gneiss Page 2 of 2

PROJECT NAME AND NO.: ONS - GWPP BOREHOLE NO.: GM-9R LOCATION: Seneca, SC TEST INTERVAL: 66.9 to 71.9 bgs TEST DATE: 10/4/2007 TEST INTERVAL: 713.5 to 708.5 EL TESTED BY: Jay Little/David Klemm GROUND ELEV (ft MSL): 780.4 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD

REFERENCE:

Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q) Pressure (psi mud Lugeons Permeability Permeability (gpm) Gauge Effective (fit/see) (cm/sec) 1 0.29 30 45 2 7.84E-07 2.4E-05 2 0.32 40 55 2 7. I E-07 2.2E-05 3 0.86 50 65 5 1.6E-06 4.9E-05 4 0.8 40 55 5 1.8E-06 5.4E-05 5 0.58 30 45 5 1.6E-06 4.8E-05 AVERAGE 4 1.3E-06 3.9E-05 SELECTED VALUES Rock Description of Tested Interval:

Moderately Fractured Granitic Gneiss With Intermittent Biotite Homblende Gneiss 3.77 TEST INTERPRETATION 66.9 33.72 EFFECTIVE PRESSURE(psi) FLOW (gpm) 0 20 40 60 80 0 0.2 0.4 0.6 0.8 I

Ml z t3 I- 3 5-I- 4 MEM I

5 -II I.8 I 0.6-0.4 5 0'8~5 0.2 0i 0 20 40 60 s0 Effeotitv Diftrrcnfiat Prcssurc (psi)

Packer Test GM-9R Test 2 Redo Permeability Calculations Page I of 4

PERMEABILITY CALCULATIONS FOR EACH STEP OF TEST

iME CALCULATED PERMEABILITY FOR STEP I Gauge Pressure, h2. 30 psi 69.3 feet of water 3

30 0.29 gpm 0.001 fl /sec 30 0.0 psi (per tables) 30 0.0 psi 0.0 feet of water 30 33.7 'feet 30 33.7 feet 30 103.0 feet 44.6 psi 30 Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 61.1 feet 0.29 X = (H/Tu)* 100 168.7 Tu/A 12.2 40 40 Value for Zone I analysis 40 Value for Zone I analysis 40 40 Value for Zone 2 and 3 analysis 40 Cu for Zone I 40 64 Cs for Zones 2 and 3 40 - ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec 0.32 Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 7.84E-07 ft/sec 2.39E-05 cm/sec 50 50 50 Calculate a, the total open area of the test sectton: 3.9 square feet 50 Is Q/a *(estimated porosity)> 10?? True, Test Valid 50 50 50 40 psi 92.4 feet of water 3

Flow Rate, Q: 0.32 gpm 0.001 fl /sec Head loss per TEN foot section of pipe: 0.0 psi 0.86 Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, ht: 33.7 feet 40 33.7 feet 40 126.1 feet 54.6 psi 40 40 3 Zones I and 2 are unsaturated, 3 is saturated To = U-D+H 84.1 feet X = (H/Tu)* 100 149.9 % 0.8 Tu/A 16.8 Determine Conductivity Coefficient 30 Value for Zone I analysis 30 Value for Zone I analysis 30 40 Value for Zone 2 and 3 analysis 30 Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fi/sec 0.5 8 Calculate K if Zone 2 and using single packer (Method 1) fl/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 7.07E-07 ft/sec 2.15E-05 cm/sec Is this step valid?

If(Q/a)* (estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-9R Test 2 Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2l 50 psi 115.5 feet of water Flow Rate, Q: 0.86 gpm 0.002 f&3/sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, ht: 33.7 feet Value ofh1 : 33.7 feet Effective Head, H where H = hf+h2-L: 149.2 feet 64.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+4 H 107.2 feet X = (H/Tu)*100 139.1 %

Tu/A 21.4 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) - f/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.6 IE-06 ft/sec 4.89E-05 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2: 40 psi 92.4 feet of water 3

Flow Rate, Q: 0.80 gpm 0.002 ft /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, h1 : 33.7 feet Value ofh]: 33.7 feet Effective Head, H where H = hJ+h2-L: 126.1 feet 54.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 84.1 feet X = (H/Tu) *100 149.9 %

Tu/A 16.8 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone 1 and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.77E-06 ft/sec 5.39E-05 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-9R Test 2 Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2. 30 psi 69.3 feet of water 3

Flow Rate, Q: 0.58 . gpm 0.001 fW/sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hi: 33.7 feet Value of h1: 33.7 feet Effective Head, H where H = hl+h2-L: 103.0 feet 44.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 61.1 feet X = (H/Tu)* 100 168.7 %

Tu/A 12.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.57E-06 fl/sec 4.78E-05 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-9R Test 2 Redo Permeability Calculations Page 4 of 4

PROJECT NAME AND NO.: ONS - GWPP BOREHOLE NO.: GM-9R LOCATION: Seneca, SC TEST INTERVAL: 71.9 to 76.9 bgs TEST DATE: 10/4/2007 TEST INTERVAL: 708.5 to 703.5 EL TESTED BY: Jay Little/David Klemm GROUND ELEV (ft MSL): 780.4 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD

REFERENCE:

Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q) Pressure (psi) Lugeons Permeability Permeability (Spm) Gauge Effective (f/tsec) (cm/sec) 1 0.03 40 55 0 6.63E-08 2.OE-06 2 0.04 50 65 0 7.5E-08 2.3E-06 3 0.05 60 75 0 8.1E-08 2.5E-06 4 0 50 65 0 O.OE+00 0.OE+O0 5 0.02 40 55 0 4.4E-08 1.3E-06 AVERAGE 0 5.3E-08 1.6E-06 SELECTED VALUES Rock Description of Tested Interval:

Moderately Fractured Granitic Gneiss With Intermittent Biotite Homblende Gneiss TEST INTERPRETATION EFFECTIVE PRESSURE(psi) FLOW (gpm) 0 20 40 60 80 0 0.01 0.02 0.03 0.04 0.05 0.06 It

+ .~-

2

-I - I- In z 2 -- -I 3 -- I-

- I-I-

I- 3 -I I

LU 4 4 5 5 0.06 0.05 0 0.041 0,03 0. 3

_=0.02 0.O 0 20 40 60 80 Effective Differential Pressure (psi)

Packer Test GM-9R Test 1 Redo Permeability Calculations Page I of 4

PERME'AlB'itlTY CALCULA'TIOýNS FOR EACH STEP OF TEST

6&AME-CALCULATED PERMEABILITY FOR STEP I Gauge Pressure, h2. 40 psi 92.4 feet of water 3

Flow Rate, Q: 0.03 gpm 0.000 fl /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hl: 33.7 feet Value of h1: 33.7 feet Effective Head, H where H = hl+h2-L: 126.0 feet 54.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 79.1 feet 0.03 X = (HITu)* 100 159.4 %

Tu/A 15.8 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec rcm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec 0.04 Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 6.63E-08 ft/sec 2.02E-06 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2. 50 psi 115.5 feet of water 3

Flow Rate, Q: 0.04 gpm 0.000 ft /sec Head loss per TEN foot section of pipe: 0.0 psi 0.05 Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, h1 : 33.7 feet Value of hb: 33.7 feet Effective Head, H where H = hl+h2-L: 149.1 feet 64.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 102.2 feet X = (H-l/Tu)* 100 145.9 0 Tu/A 20.4 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec 0.02 Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 7.47E-08 ft/sec 2.28E-06 cm/sec

.Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-9R Test I Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2: 60 psi 138.6 feet of water 3

Flow Rate, Q: 0.05 gpm 0.000 fl /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet ofwater Distance from pressure gauge to bottom of test section, hI: 33.7 feet Value ofhl: 33.7 feet Effective Head, H where H = hla+h2-L : 172.2 feet 74.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 125.3 feet X = (H/Tu)*100 137.5 %

Tu/A 25.1 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fl/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) fl/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 8.08E-08 ft/sec 2.46E-06 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? Trne, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2: 50 psi 115.5 feet of water 3

Flow Rate, Q: 0.00 gpm 0.000 fl /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, h1: 33.7 feet Value ofh1 : 33.7 feet Effective Head, H where H = hJ+h2-L: 149.1 feet 64.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 102.2 feet X = (H/Tu)*100 145.9 %

Tu/A 20.4 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fl/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 0.OOE+00 ft/sec 0.OOE+00 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-9R Test I Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2, 40 psi 92.4 feet of water 3

Flow Rate, Q: 0.02 gpm 0.000 fl /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hi: 33.7 feet Value ofh1 : 33.7 feet Effective Head, H where H = hI+h2-L : 126.0 feet 54.6 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 79.1 feet X = (H/Tu)* 100 159.4 %

Tu/A 15.8 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 4.42E-08 ft/sec 1.35E-06 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-9R Test I Redo Permeability Calculations Page 4 of 4

Site Name: ONS-GWPP Test Date: 10/15/2007 Well Label: GM-9R Aquifer Thickness: 48.27 feet Screen Length: 5. feet Casing Radius: 1. Inches Effective Radius: 1.5 Inches Static Water Level: 30.43 feet Water Table to Screen Bottom: 43.27 feet Anisotropy Ratio: 1 Time Adjustment: 0. Seconds Test starts with trial 0 There are 90 time and drawdown measurements Maximum head is 2.053 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 10/15/2007 GM-9R 1 -

01

'i Bouwer and Rice parameter A = 2.7 1 o4-00 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.314058e+000 Analysis starts at time 6. Seconds Analysis ends at time 24. minutes 51 Measurements analyzed from 3 to 53 Hydraulic Conductivity = 6.857e-005 cm/sec 1 Points not plotted because head ratio <= 0.0 Transmissivity = 0.8717 meters2/day I These points are not included in the analysis 0 10 15 20 25 30 35 40 Adjusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is 2.053 feet at 0 Seconds PERMEABILITY 6.86 x 10 5 cm/sec

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: jSample No.: Depth:

GM-9R I SS-7 42.7 to 44.2 ft bls Sample

Description:

F: Orange, Tan, and Red, Silty, Clayey, Medium to Fine Sand (SC) 100%

80% -

70% --- -

a.

20%

10%

40% - - - -

20%--

10%--

0% 1A A 100 10 N 1 0.1 Lo 0.01 0.001

(.0 Particle Size (mm) q C!

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 0.8% 56.0% 16.9% 26.3%

Adjusted for 0% 56% 17% 27%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234

S&ME Boring No. GM-9R W) ).N Boring Depth: 42.7 to 44.2 ft bls ...... I, 7.i, CIU: ti.

% Sand: 56% Par,it,t,i .., u .

Sill 1.tlQ2j-4i)l1i4

% Silt: 17% -. / * @.0 CL*tY,:ctV 1).)11

% Clay: 27%

Estimated Specific 50 Yield: 5%

SANIY. AY

.\ SILTY CLAY 40)

Sill (perce.l.

stu N FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

_ _,_JL=I A0. PAOSITY M

2s.5 a

01 iu!I Ig3Ii1i i& !

Estimated Porosity: 46%

Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-9R SS-6 I 37.7 to 38.2 ft bls Sample

Description:

F: Red and Gray, Silty, Clay, With Medium to Fine Sand (CL) 100% 6 - -

90% - ,, ,_

80% -- "-- _

70% -

60% -i-., - - __ .E 40%

30% -,.

20%

10%

0% -- AL 100 10 1 0.1 u 0.01 0.001

(' 01 Particle Size (mm) q R

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 0.1% 27.6% 22.6% 49.6%

Adjusted for 0% 28% 23% 50%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP I&" l S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234

$S&1,ft=ME Boring No. GM-9R 0 ) Y Boring Depth: 37.7 to 38.2 ftbls .. ,,, .. ,biI

v* EXI'.,\N..fI, )N, hInfotv.I0 / ,atnd ;ponrewt

% Sand: 28% 4,Z

. / _* 711 C -, 01"14[ll

% Silt: 23% CLAY 0

% Clay: 50% 60 Estimated Specific Yield: 1%*

Y 1SANDY CLAY ALTY CLAY 4t)

Estimated Value

-, ~

Sill size (percenl)

FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

POAOSITY 33 25 a

IO I 15 d0 1 X= _j it b.

31 cc LZ US

. a W3 dw 151, c3c Estimated Porosity: 49%**

- Based on Table of Selected Values of Porosity, Specific Yield and Specific Retention, USGS Water Supply Paper 2220.

Variation of Porosily, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-9R SS-10 57.7 to 59.2 ft bls Sample

Description:

M2: Tan, Micaceous, Silty, Coarse to Fine Sand (SM) 100%

90%

80%

70%

60%

fi (L

50% 0.

40% p 30% 0.

20%

10%

0%

100 10 N 1 0.1 0.01 ,,. ' 0.001 Particle Size (mm) oR

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 4.6% 80.3% 13.2% 1.9%

Adjusted for 0% 84% 14% 2%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix I.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP & M =

S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP AS & M S&ME PROJECT NO.: 1264-07-234 Boring No. GM-9R 100 EX'IAN..\rI( )N Boring Depth: 57.7 to 59.2 ft bls l lhov1' Ill --

aU,d poJifi ýw.id 4,Itl+r,lll .lI lt )'+ '~

% Sand: 84% " Hit .,-,

Pa ._.'1,.n / ij

% Silt: 14% . " - 11 qLAY

% Clay: 2% h0 V/.

Estimated Specific Yield: 30% SANQ CL.AY SILT CLA4 N Y-\ "*'CL/\CL"

~/0*

-V:,, .*

Silt sizc (percent)

FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

45 2 cI 45: .. .. . .... EN ... ..

21-II SPECIFIC R£TENT" d

Estimated Porosity: 42%

Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)

S&ME, Inc. 1. BORING AND SAMPLING IS INACCORDANCE 9751 Southern Pine Boulevard WITH ASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N- VALUE) IS THE NUMBER OF ENGINEERING ° TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. ID. SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-10 Location: Seneca, SC Number: 1264-07-234 Sheet No. I of I Boring Depth (ft): 30.0 Elevation (ft): 735.3 Driller: Jay Little, SC Cert No. Date Drilled: 10/25/07 B1 575 Logged By: Scott Dacus [Water Level: Stabilized Water Level at 6.00 ft bls Drilling Method: 4'/4" H.S.A.

Elev. I Depth oLoith- D Mti Description0c Well Penetration Resistance (Blows/Foot)

Material

-735 PRE-DUG HOLE FOR UTILITY CLEARANCE:

FILL 5- IIIIIII11

-730 Y

FILL (F): Brown, Micaceous, Clayey, Silty, Medium to Micceos, edim to Fine Sandy, SILT 10-

-725 SOIL/SAPROLITE (M 1): Reddish-Orange, Micaceous, 15-

-720 Clayey, SILT 20-

-715 m SOIL/SAPROLITE (Ml): Orange, Micaceous, Clayey, SILT With Manganese Nodules 25-

-710 6 'i Ii f !

SOIL/SAPROLITE (MI): White, Brown, and Gray,

\Micaceous, Silty, Medium to Fine SAND /-

7 /

/ 2 SOIL/SAPROLITE (M 1): Orange, Micaceous, Clayey, 30 SILT With Manganese Staining and White, Medium to Fine Sand Seam at 29.90 ft bls Lithologic Information Obtained From GM-I OR

/

Boring Terminated at 30.00 ft bls

Sheet 1 of 2 COMPLETION REPORT OF WELL No. GM-10 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 6.00 ft bls LATITUDE: 34047'38.220

DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'40.225

DRILLING METHOD: 41/4" H.S.A. TOP OF CASING ELEVATION: 737.89 DATE DRILLED: 10/25/07 DATUM: MSL LOGGED BY: Scott Dacus STRATA WELL 0 z0

-0 DETAILS s. <

WELL CONSTRUCTION DETAILS DESCRIPTION O io

>- C,, ow w 1 Lu-I

- .J PROTECTIVE CASING 0.00 1 GS 735.271 Diameter:

0 PRE-DUG HOLE Type:

FOR UTILITY Interval:

CLEARANCE: FILL RISER CASING Diameter: 2"

-35 Type: Sch. 40 PVC FILL (F): Brown, Interval: 0 to 13.8 ft bis Micaceous, Clayey, Silty, Medium to Fine AND GROUT SOIL/SAPROLITE

-10 9.80 725.47 Type: Neat Cement (Ml): Red, Tan, and Interval: 0 to 9.8 ft bls Brown, Micaceous, Medium to Fine 11.80 723.47 Sandy, SILT SEAL Type: Bentonite Interval: 9.8 to 11.8 ft bis SOIL/SAPROLITE -15 (M1):

Reddish-Orange, Micaceous, Clayey, FILTERPACK SILT Type: #1 Silica Sand Interval: 11.8 to 28.8 ft bls

-20 SCREEN Diameter: 2" SOIL/SAPROLITE (Ml): Orange, Type: 0.010 Slotted PVC Micaceous, Clayey, Interval: 13.8 to 28.8 ft bls SILT With -25 oo Manganese Nodules 28.30 706.97 LEGEND SOIL/SAPROLITE 28.80 706.47 (Ml): White, Brown, and Gray, Micaceous, -30 30.00 705.27 D FILTER PACK TOC TOP OF CASING Silty, Medium to Fine E BENTONITE GS BS GROUND SURFACE BENTONITE SEAL SAND FP FILTER PACK

]CEMENT GROUT SOIL/SAPROLITE TSC TOP OF SCREEN (Ml): Orange, CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN Micaceous, Clayey, TD TOTAL DEPTH SILT With STATIC WATER LEVEL CG CEMENT GROUT

amm1 COMPLETION REPORT OF x

Z

$ S i E ENGINEERING - TESTING 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-10 0 ENVIRONMENTAL SERVICES Sheet 1 of 2

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 735.3 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA WELL 0 z0 0 T- 0 o" I- DETAILS (9 >" WELL CONSTRUCTION DETAILS DESCRIPTION (i 0-) ___ "'

-- ',-j ___ ___ __

(See Page 1)

I' .4 I.

Manganese Staining and White, Medium to Fine Sand Seam at 29.90 ft bls 4-on LEGEND E FILTER PACK TOC TOP OF CASING GS GROUND SURFACE I BENTONITE BS BENTONITE SEAL z

a-w 0 ] CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN cC TD TOTAL DEPTH

- STATIC WATER LEVEL CG CEMENT GROUT w

z SEWCOMPLETION REPORT OF tw

$ SuM ENGINEERING - TESTING 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-1 Sheet 2 of 2 2 ENVIRONMENTAL SERVICES

Site Name: ONS-GWPP Test Date: 11/8/2007 Well Label: GM- 10 Aquifer Thickness: 27.8 feet Screen Length: 15. feet Casing Radius: 1. Inches Effective Radius: 3. Inches Gravel Pack Porosity: 30.00%

Corrected Casing Radius: 1.844 Inches Static Water Level: 6. feet Water Table to Screen Bottom: 22.8 feet Anisotropy Ratio: I Time Adjustment: 0. Seconds Test starts with trial 0 There are 53 time and drawdown measurements Maximum head is 3.068 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 11/08/2007 GM-10 Bouwer and Rice parameter A = 3.3 Bouwer and Rice parameter B = 0.6772 ln(Re/Rw) = 3.007095e+000 Gravel Pack Porosity: = 30. %

Corrected Casing Radius: = 1.844 Inches Analysis starts at time 36. Seconds Analysis ends at time 1.75 minutes 24 Measurements analyzed from 13 to 36 I 01 I

I e-OG2

-Hydraulic Conductivity =1 .827e-003 cm/sec Transmissivity = 13.38 meters2/day 1 2 3 4 Adtusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is 30OM feet at 0 Seconds PERMEABILITY 1.83 x 10-3 cm/sec

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITH ASTM D-1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N- VAL UE) IS THE NUMBER OF ENGINEERING - TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-10R Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 3 Boring Depth (ft): 88.0 Elevation (ft): 735.3 Driller: Jay Little, SC Cert No. Date Drilled: 10/22/07 1 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 7.59 ft bls Drilling Method: 41/4/'"H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction

-735 PRE-DUG HOLE FOR UTILITY CLEARANCE:FILL

-730 FILL (F): Brown, Micaceous, Clayey, Silty, Medium to

,Fine SAND r SOIL/SAPROLITE (Ml): Red, Tan, and Brown, Micaceous, Medium to Fine Sandy, SILT 10-

-725 SOIL/SAPROLITE (Ml): Reddish-Orange, Micaceous, 15-

-720 Clayey, SILT 20-

-715 SOIL/SAPROLITE (Ml): Orange, Micaceous, Clayey, SILT With Manganese Nodules 25-

-710 SO1L/SAPROLITE (M1): White, Brown, and Gray,

\Micaceous, Silty, Medium to Fine SAND

-705 30

/

\ SOIL/SAPROLITE (MI): Orange, Micaceous, Clayey, SILT With Manganese Staining and White, Medium to AFine Sand Seam at 29.90 ft bls I SOIL/SAPROLITE (M l): Tan and White, Micaceous, Silty, Medium to Fine SAND U ~ U- ~ - - L-

S&ME, Inc. 1. BORING AND SAMPLING IS INACCORDANCE 9751 Southern Pine Boulevard WITH ASTMAD-1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N-VALUE) IS TIHE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. IHAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1:4 IN. I.D. SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-10R Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 3 Boring Depth (ft): 88.0 Elevation (ft): 735.3 Driller: Jay Little, SC Cert No. Date Drilled: 10/22/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 7.59 ft bis Drilling Method: 4%" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction P 50 lO 0

-700 M

18 24 40-

-695 SOIL/SAPROLITE (Ml): Black and Orange, Silty, Medium to Fine SAND With Manganese Staining 45-

-690 SOIL/SAPROLITE (Ml1): Tan and White, Micaceous, 50- Silty, Medium to Fine SAND

-685 17 SOIL/SAPROLITE (M l): Black and Tan, Micaceous, 55- Silty, Medium to Fine SAND

-680 Auger Refusal at 61.20 ft bis 60- Resume Auger Drilling at 61.40 ft bis

-675 ROCK LENSE: Medium-Grained GRANITIC GNEISS WEATHERED ROCK (M2): When Sampled Becomes i

Black and Tan, Micaceous, Silty, Medium to Fine SAND

-670 Auger Refusal at 70.00 ft bis w

S&ME, Inc. 1. BORING AND SAMPLING IS IN ACCORDANCE 9751 Southern Pine Boulevard WITH ASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N-VALUE) IS THE NUMBER OF ENGINEERING - TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-10R Location: Seneca, SC Number: 1264-07-234 Sheet No. 3 of 3 Boring Depth (ft): 88.0 Elevation (ft): 735.3 Driller: Jay Little, SC Cert No. Date Drilled: 10/22/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 7.59 ft bis Drilling Method: 41/V" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction 0 50 10C

-665 WEATHERED ROCK (M2): When Sampled Becomes Black and Tan, Micaceous, Silty, Medium to Fine SAND; Mostly Core Loss

-660 WEATHERED ROCK (M2): Few Small Pieces of Medium-Grained GRANITIC GNEISS Recovered; Mostly Core Loss due to Soil Seams i i i i i i i i i

-655 PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEISS Intensely Fractured, Low Angle, High Angle and Horizontal Joints With Slight to No Staining n in i

-650 Boring Terminated at 88.00 ft bls

FIELD ROCK CORE LOG Am*dW MLýl Oconee Nuclear Station - Groundwater Protection Project WmAmmill"m S&ME Project No: 1264-07-234 Core Location: GM-10R 70 NQ Core - Auger Refiusal at 70.001 Il bhn 79 -

ore Loss Horizontal Fracture, No S taining Felsic Rich Core Loss od of Run #2, REC - 13.6%. RQD - 0%

71l - Horizontal Fracture, No S tatrning 80 -

orirontat Fracture, No Staining

-- Horizontal Fractures, No Staining orirontal Fractures, No Staining 72 81 -

orizontal Fracture, No Staining, Muscovite in Fracture 73 82 -

Horizontal Fractures, No Staining 74 Core Less 83 - End of Run #3, REC - 94%, RQD -65%

High Angle Fracture. Slight Staining 75 j End of Run #l. REC- 40 ý2%. RQD - 27.4% 84 Horizontal Fractures, No Staining Horizontal Fraciturs. No Staining Horizontal Fractures, No Staining EXPLANATION 76 85 -

Horizontal Fractures. No Staining Concrete

-- Core Los, Vertical Fracture Moderately Healed Granitic Gneiss 77 86 - High Angle Fracture, No Staining Biotite Hornblende Gneiss Horizontal Fracture. No Staining Core Loss 78 87 -

Fracture

-- End of Run Horizontal Fractures. No Staining 9Core Loss Contact End of Run 04.REC - 90.6%, RQD - 34.4% Healed Joint 79 OO Coring Terminated at 88.10 fl bls Page 1 of I

COMPLETION REPORT OF WELL No. GM-1 OR Sheet 1 of 3 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 7.59 ft bls LATITUDE: 34047'38.229

DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'40.175' DRILLING METHOD: 41/4" H.S.A. TOP OF CASING ELEVATION: 737.91 DATE DRILLED: 10/22/07 DATUM: MSL STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 83 ft bis GROUT Type: Neat Cement Interval: 0 to 80 ft bls SEAL Type: K-packer Interval: 82.43 to 82.63 FILTERPACK Type:

Interval:

SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 83 to 88 ft bls wi LEGEND II E FILTER PACK TOC GS TOP OF CASING GROUND SURFACE PllLy, IVIUUIII LU FIIV BENTONITE BS BENTONITE SEAL SAND FP FILTER PACK ISOIL/SAPROLITE CEMENT GROUT TSC TOP OF SCREEN CUTTINGS / BAC KFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH

. STATIC WATER LEVEL COMPLETION REPORT OF S ay.. 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-10R

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 735.3 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA z WELL "1- 0 0 z

DETAILS 0 -J

-j w

(See Page 1)

Manganese Staining and White, Medium to Fine Sand Seam at 29.90 ft bls SOILISAT31=L I *

(M2): When Sampled Becomes Black and LEGEND Tan, Micaceous, Silty, Medium to Fine D FILTER PACK TOC TOP OF CASING SAND, Mostly Core GS GROUND SURFACE BENTONITE BS BENTONITE SEAL

] CEMENT GRO UT FP FILTER PACK TSC TOP OF SCREEN

]CUTTINGS / B1ACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATE R LEVEL CG CEMENT GROUT COMPLETION REPORT OF

S&ME 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-10R

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 735.3 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA WELL CONSTRUCTION DETAILS (See Page 1)

LEGEND U)

E FILTER PACK TOC TOP OF CASING GS GROUND SURFACE 0~

BENTONITE BS BENTONITE SEAL CEMENT GROUT FP FILTER PACK LU TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN Er TD TOTAL DEPTH UJ STATIC WATER LEVEL CG CEMENT GROUT w

z 0

COMPLETION REPORT OF zf 9751 Southern Pine Boulevard WELL No. GM-1 OR I Charlotte, North Carolina 28273 0 ENGINEERING

TESTING Sheet 3 of 3 2 ENVIRONMENTAL SERVICES

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project 6&"ME S&ME Project No: 1264-07-234 Boring Number: GM-10R Sample No: 1 Depth (ft-bls): 8.5-10 Blow Count: 1*3*4 Sample No: 2 Depth (ft-bls): 13.5-15 Blow Count: 1*5*7 Sample No: 3 Depth (ft-bls): 18.5 - 20 Blow Count: I *2 *2 Sample No: 4 Depth (ft-bls): 23.5 - 25 Blow Count: 2*2*2 Sample No: 5 Depth (ft-bls): 28.5 - 30 Blow Count: 2 *3*4 Sample No: 6 Depth (ft-bls): 36.5 - 38 Blow Count: 7

8

10 Page 1 of 2

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 al E Boring Number: GM-10R Sample No: 7 Depth (ft-bls): 38.5 - 40 Blow Count: 9

11* 13 Sample No: 8 Depth (ft-bls): 43.5 - 45 Blow Count: 5

7

10 Sample No: 9 Depth (ft-bls): 48.5 - 50 Blow Count: 9

14

33 Sample No: 10 Depth (ft-bls): 53.5 - 55 Blow Count: 12

16

22 Page 2 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234

6W Core Location: GM-10R CLASSIFICATION:

70.00' to 75.00': Soil 75.00' to 80.00': Medium-Grained Granitic Gneiss With Soil Seams 80.00' to 88.00': Medium-Grained Granitic Gneiss Page 1 of 1

I ALC1ULATION OF PERMEIABILITY BIYITHEý FALLING HEAD METHOD,<

k(06en Hole ini Uniform Material)'-,,.

Site Name: ONS - GWPP Date: 10/24/2007 Boring I.D. GM-10R Test Interval: 70' to 75' (Weathered Rock)

Total Depth of Hole: 75 ft 2286.59 cm Length of Open Hole: 5 ft 152.44 cm Transformation Ratio m= I Performed by: Scott Dacus Time (sec) Head (cm) Permeability (cm/sec) Calculations 0 984.09 60 975.88 2.45E-05 d2 .In for 1

120 971.13 1.43E-05 D H-180 967.59 1.07E-05 Kh =

In 240 964.79 8.50E-06 8" L (t2 - 0 H2 300 962.38 7.32E-06 360 960.30 6.3 1E-06 Where:

420 958.48 5.58E-06 Kh is the Horizontal Coefficient of Permeability (crm/sec) 480 956.80 5.13E-06 HI is the Piezometric Head for time; t = ti (cm) 540 955.24 4.76E-06 H2 is the Piezometric Head for time; t = t2 (cm) 600 953.81 4.39E-06 D is the Diameter of the Standpipe (cm) 900 947.50 3.89E-06 d is the diameter of the Open Length (cm),

1200 941.98 3.42E-06 m is the Transformation Ratio, Where 1500 936.89 3.17E-06 m=-K/ Kh is the Horizontal Permeability 1800 932.10 3.OOE-06[ , K, is the Vertical Permeability 2400 923.72 2.65E-06 L is the Open Length of Hole (cm) 3000 916.80 2.20E-06 3600 911.22 1.79E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 6.56E-06 Graph of Field Data Head vs Time 990.00 980.00 970.00 -.-. - - - -_--------_---__---------

960.00----

2 950.00 ------------- - --------------- ---------

c~940.00 ----------- ----------- ------ ----

I 930.00 920.00 910.00 -

900.00 ,

0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

ALCULATIONOF.PERMEABILITYB THE FALLINGHEAD METHOD' (tOpen Hole ini Uniforrn MyateriaD)

Site Name: ONS - GWPP Date: 10/23/2007 Boring I.D. GM-IOR Test Interval: 33.5' to 36.5' (Soil Saprolite)

Total Depth of Hole: 36.5 ft 1112.8 cm Length of Open Hole: 3 ft 91.46 cm Transformation Ratio m= I Performed by: Scott Dacus Time (sec) Head (cm) Permeability (cm/sec) Calculations 0 486.40 60 482.87 3.07E-05 d2 . Info 120 480.73 1.86E-05 d Inl 1 D) HD for __

180 478.84 1.66E-05 K In 240 477.16 1.47E-05 8"L.(t 2 -t) H2 300 475.58 1.40E-05 360 474.18 1.24E-05 Where:

420 472.87 1.16E-05 K, is the Horizontal Coefficient of Permeability (cm/sec) 480 471.65 1.09E-05 1-1 is the Piezometric Head for time; t = t (cm) 540 470.49 1.03E-05 112 is the Piezometric Head for time; t = t2 (cm) 600 469.42 9.54E-06 D is the Diameter of the Standpipe (cm) 900 464.73 8.45E-06 d is the diameter of the Open Length (cm),

1200 460.79 7.15E-06 m is the Transformation Ratio, Where 1500 457.38 6.25E-06 m K-/ Kh is the Horizontal Permeability 1800 454.27 5.74E-06 I K, is the Vertical Permeability 2400 448.81 5.08E-06 L is the Open Length of Hole (cm) 3000 444.02 4.51 E-06 3600 439.76 4.06E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 1.12E-05 Graph of Field Data Head vs Time 490.00 480.00 470.00___

"a 460.00

" 450.00 440.00 430.00 A 0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (Open Hole in Uniform Material) WEI Site Name: ONS - GWPP Date: 10/24/2007 Boring I.D. GM-b R Test Interval: 70' to 80' (Weathered Rock)

Total Depth of Hole: 80 ft 2439.02 cm Length of Open Hole: loft 304.88 cm Transformation Ratio m= 1 Performed by: Scott Dacus Time (sec) Head (cm) Permeability (cm/see) Calculations 0 1132.38 15 1094.97 2.34E-04 d .-In 2mL for __

30 1072.93 1.41E-04 D H 45 1059.42 8.81E-05 Kh =

In 60 1050.18 6.09E-05 8 .L (t2 - t 1 H 75 1043.48 4.46E-05 90 1038.45 3.36E-05 Where:

Kh is the Horizontal Coefficient of Permeability (cm/sec)

Hl is the Piezometric Head for time; t = tý (cm)

H, is the Piezometric Head for time; t = t2 (cm)

D is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),

m is the Transformation Ratio, Where m = K,/'-K. K1 is the Horizontal Permeability K, is the Vertical Permeability L is the Open Length of Hole (cm)

Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec)

I.OOE-04 Graph of Field Data Head vs Time 1140.00 1120.00 1100.00 "e 1080.00

- 1060.00 1040.00 2 1020.00 020 40 60 80 100 Time (sec)

Site Name: ONS-GWPP Test Date: 11/8/2007 Well Label: GM-I1R Aquifer Thickness: 85.41 feet Screen Length: 5. feet Casing Radius: 1. Inches Effective Radius: 1.5 Inches Static Water Level: 7.59 feet Water Table to Screen Bottom: 80.41 feet Anisotropy Ratio: I Time Adjustment: 0. Seconds Test starts with trial 0 There are 68 time and drawdown measurements Maximum head is 1.961 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method Oconee Nuclear Station Bouwer and Rice Graph 11/08/2007 GM-10R 1 - _Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.524647e+000 Analysis starts at time 0. Seconds Analysis ends at time 1.5 minutes 26 Measurements analyzed from 1 to 26 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 01 1e-002 Hydraulic Conductivity = 1.545e-003 cm/sec Transmissivity 34.76 meters2/day 5 10 15 20 25 30 35 Achusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is1961 fee ato Seconds PERMEABILITY 1.55 x 10-3 cm/sec

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-10R I SS-4 23.5 to 25 ft bls Sample

Description:

Ml: Orange, Clayey, Silt, With Medium to Fine Sand (ML) 100%-

90% - - - -

80%

70%

60% U)-

50% _ a.

40%--

30% - .

20%

10%

0%

100 10 C 1 0.1 0 0.01 0.001 Particle Size (mm) q 00

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 0.0% 23.7% 62.1% 14.2%

Adjusted for 0% 24% 62% 14%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP a g M S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234 Boring No. GM-10R 0 100 EXPI.ANAtFI( )N Boring Depth: 23.5 to 25 ft bls rtd,,,,

hlnl'.tj.I Itl ; 't tl

% Sand: 24% 'V -* q~md k. .,a,, ......

PnitJ-AI~th2.

" Sill 0. )2 3-I.I0 b 4

% Silt: 62% - CA Cl.a 11.0114

% Clay: 14% 7- 6r Estimated Specific Yield: 9%

SA\NDY CL.AY SI'.TI CLAY 41-**)

D 5IL Sill si/e (Ifercrfnto FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield, Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

I 4 14-r POAQSITY 35.

30-5:.

n

-j Z

.4 a 10 U L2 Estimated Porosity: 45%

Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (alter Bear, 1972)

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-10R I SS-6 36.5 to 38 ft bls Sample

Description:

Ml: Tan and White, Silty, Medium to Fine Sand (SM) 100%

90% -

80% .... .

70% -

60% ---

60% ... a.

o'A 40%

30% a.-

20%

30% -__!_ -

10% . [i" 0% A A 100 10 1 0.1 i 0.01 0.001 Particle Size (mm) qC

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 0.6% 70.0% 26.2% 3.2%

Adjusted for 0% 70% 26% 3%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP A aNm S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234 *S&ME Boring No. GM-10R Boring Depth: 36.5 to 38 ft bls

% Sand: 70%

% Silt: 26%

% Clay: 3%

Estimated Specific Yield: 26%

Sih .size (percent)

FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

I

.d 4 .

4.

z57 W In1 z

UIZid* us ",,,

W U.*

Et "s 8 /j Estimated Porosity: 43%

Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITH ASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N- VALUE) IS THE NUMBER OF ENGINEERING ° TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1 4 11 11) NAMPLER / FT Project: Oconee Nuclear Station Boring No. GM-11 Location: Seneca, SC Sheet No. I of 2 Number: 1264-07-234 Boring Depth (ft): 40.0 Elevation (ft): 720.4 Driller: Jay Little, SC Cert No. Date Drilled: 9/25/07 II B1575 [_________

Logged By: Scott Dacus Water Level: Stabilized Water Level at 30.19 ft bis Drilling Method: 41/4" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction 720 ,,GRASS and FILL (F): Reddish-Brown, Clayey, SILT Sandy, SILT With Roots Sandy, SILT Fine SAND 30- SO1L/SAPROLITE (MI): Light Brown and White, Silty, Medium to Fine SAND

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITH ASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N-VALUE) IS THE NUMBER OF ENGINEERING - TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN.!fD.AAMPIER / FT Project: Oconee Nuclear Station Boring No. GM-11 Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (ft): 40.0 Elevation (ft): 720.4 Driller: Jay Little, SC Cert No. Date Drilled: 9/25/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 30.19 ft bls Drilling Method: 4/4" H.S.A.

Elev. Depth Lith- Material Description

_escriptio (Feet) (Feet) I ology [ Material 35- SOIL/SAPROLITE (M l): Light Brown and White,

-685 Micaceous, Silty, Medium to Fine SAND. Layers of Brown, Very Micaceous, SILT at 40.42 ft and 40.48 ft bls 4(1 Lithologic Description Obtained From GM-RI R Boring Terminated at 40.00 ft bis

COMPLETION REPORT OF WELL No. GM-1I Sheet 1 of 2 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 30.19 ft bls LATITUDE: 34047'35.017'"

DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'30.619' DRILLING METHOD: 41/" H.S.A. TOP OF CASING ELEVATION: 723.31 DATE DRILLED: 9/25/07 DATUM: MSL LOGGED BY: Scott Dacus STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 28.5 ft bls GROUT Type: Neat Cement Interval: 0 to 23 ft bls SEAL Type: Bentonite Interval: 23 to 26.5 ft bls FILTERPACK Type: #1 Silica Sand Interval: 26.5 to 40 ft bis SCREEN Diameter: 21 Type: 0.010 Slotted PVC 23.00 Interval: 28.5 to 38.5 ft bls 26.50 LEGEND FILTER PACK TOC TOP OF CASING GS GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GRO UT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BiACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATE R LEVEL CG CEMENT GROUT COMPLETION REPORT OF GSNME ENGINEERING

TESTING 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-11

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 720.4 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA. WL - Zo ESTRTA O I

- WELL.~

DETAILS 0 d <z0 WELL CONSTRUCTION DETAILS DESCRIPTION W-w- -J (See Page 1)

SOIL/SAPROLITE -35 (Ml): Light Brown and White, Micaceous, Silty, Medium to Fine SAND. Layers of Brown, Very Micaceous, SILT at

ý40.42 ft and 40.48 ft

-40 I..,.-..., 38.00 38.50 40.00 682.37 681.87 680.37 bls

-j LEGEND a-D FILTER PACK TOC TOP OF CASING I BENTONITE GS BS GROUND SURFACE BENTONITE SEAL z L CEMENT GROUT FP FILTER PACK 0W9 M

TSC TOP OF SCREEN o ]CUTTINGS I BACKFILL BSC BOTTOM OF SCREEN 0 TD TOTAL DEPTH y STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF x WELL No. GM-11 2

z

$A E ENGINEERING

TESTING 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Sheet 2 of 2 0 ENVIRONMENTAL SERVICES

Site Name: ONS-GWPP Test Date: 11/15/2007 Well Label: GM-i1 Aquifer Thickness: 13.31 feet Screen Length: 10. feet Casing Radius: 1. Inches Effective Radius: 3. Inches Gravel Pack Porosity: 30.00%

Corrected Casing Radius: 1.844 Inches Static Water Level: 30.19 feet Water Table to Screen Bottom: 8.31 feet Anisotropy Ratio: I Time Adjustment: 0. Seconds Test starts with trial 0 There are 41 time and drawdown measurements Maximum head is 2.402 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 11/15/2007 GM-1 1 Bouwer and Rice parameter A = 2.475 Bouwer and Rice parameter B = 0.4678 ln(Re/Rw) = 2.433947e+000 Gravel Pack Porosity: = 30. %

Corrected Casing Radius: = 1.844 Inches Analysis starts at time 21. Seconds 23 MeasurementsULme

/'Uldalysis ends5 at analyzed fron I .9 minute18 to 30 1 Points not plotted because he.ad ratio <= 0.0 01 These points are not included in the analysis it 1 e-002.

Hydraulic Conductivity = 3.762e-003 cm/sec Transmissivity = 13.19 meters2/day 0 S2 3 Adjusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is 2 402 feet at 0 Seconds PERMEABILITY 3.76 x 10-3 cm/sec

1. BORING AND SAMPLING IS IN ACCORDANCE S'ME ENGINEERING

TESTING 9751 Southern Pine Boulevard S&ME, Inc.

Charlotte, North Carolina 28273 Telephone: 704-523-4726 WITH ASTMD-1586.

2. PENETRATION (N- VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRJVF 1 4IN/fli .'A MP/FR/1FT Project: Oconee Nuclear Station Boring No. GM-11R Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 2 Boring Depth (ft): 70.2 Elevation (ft): 720.5 Driller: Jay Little, SC Cert No. Date Drilled: 9/20/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 28.97 ft his Drilling Method: 41/4" H.S.A.

Elev Depth Lith- Material D-sc-ip.ionWell Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Descripton Construction 0 50 100

-720 -\GRASS and TOPSOIL With GRAVEL FILL (F): Reddish-Brown, Clayey, SILT

- jc~

5-FILL (F): Light Brown, Micaceous, Medium to Fine Sandy, SILT With Roots M

715

-710 10- 14I 5

I 777001 15t5tR5t5i FILL (F): Reddish-Brown, Micaceous, Medium to Fine 15--

Sandy, SILT

-705 FILL (F): Light Brown, Micaceous, Silty, Medium to Fine SAND 25-695 FILL (F): Reddish-Brown, Silty, Medium to Fine SAND With Manganese Staining 30- S SOIL/SAPROL1TE (Ml): Light Brown and White, Silty,

-690 Medium to Fine SAND 35-

"' fl SOIL/SAPROLITE (M1): Light Brown and White,

"4.. Micaceous. Silty. Mediumto Fine SAND. Layers of f

1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

$U E S&ME, Inc.

Charlotte, North Carolina 28273 2. PENETRATION (N-VALUE) IS THE NUMBER OF ENGINEERING - TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVF 1 4 IN I D) SAMPIER 1 FT Project: Oconee Nuclear Station Boring No. GM-iIR Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (ft): 70.2 Elevation (ft): 720.5 Driller: Jay Little, SC Cert No. Date Drilled: 9/20/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 28.97 ft bls Drilling Method: 41/4" H.S.A.

Elev. (eet) Logy Material Description Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) o _ogy _ Mat____ ______ _ ______Construction 0 50 100 Brown, Very Micaceous, SILT at 40.42 ft and 40.48 ft bls

-680 40-M1 ii I v* 1 I 9 wil SOIL/SAPROLITE (Ml): White, Yellow, and Brown,

-675 Micaceous, Silty, Medium to Fine SAND 32 50/

WEATHERED ROCK (M2): When Sampled Becomes, 3 White, Yellow, and Brown, Micaceous, Silty, Medium to

-670 Fine SAND Auger Refusal at 50.60 ft bis /

SOUND ROCK (D): Medium-Grained GRANITIC GNEISS With Intermittent Medium-Grained BIOTITE HORNBLENDE GNEISS Moderately Fractured, Low Angle and High Angle Joints With Moderate to No Staining

-665 Z

-660 I'll

0

,9 o-C, z0 0

T 0 -655 0

u w

0 Boring Terminated at 70.20 ft bls

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project 4 -.~kfm S&ME Project No: 1264-07-234 Core Location: GM-11R 50 59

'4QCore- Auger Refusalat 50.601 ft bis lorizonralFracture, Slight Staining Core Loss 51 HighAngleFracture. Staining 60 -

Horizontal Fracture, No Stainiug Horizontal Fractures, Staining End of Run #2, REC -95.4%, RQD - -5.6%

Quane scanswith large biotite, chlorite grains 52 - 61-Horizontal Fracture, Less Staining Core Loss Horizontal Fracture, Slight Staining 53 - 62 -

Horizontal Fracture, No Staining High Angle and Horizontal Fracture, Iren and Manganese Staining 54 - 63 End of Run #3, REC - 100%. RQD - 70%

Core Loss Horizontal Fracture, Slight Staining Horizontal Fracture, Staining Horizontal Fracture, No Staining 55 64 Endof Run #1, REC - 77.8%. RQD - 59.0%

EXPLANATION Horizontal Fractures. Staining 56 - 65 -

Concrete Horizontal Fractures. No Staining, Maie Lonse Granitic Gneiss 57 - 66 Biotite Homblende Horizontal Fracture, No Staining Gneiss Horizontal Fracture, No Staining Core Loss 58 - 67 -

Fracture Horizontal Fractures, No Staining

- End of Run

....-. Contact Healed Joint 59 68 Page 1 of 2

FIELD ROCK CORE LOG Abdpý E&M 4ýM MM Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-11R 68 nd of Rtoi#4, REC - 95.4%, RQD - 79,2%

igh Angle Fracture, ComoplertelyHealed with QwrLr, & Pyrite 69 70 ridof Rimn#,REC -lOO%,ýRQD-l100%

orion Troonnaroi at 70.20 fl bin 71 EXPLANATION Concrete Granitic Gneiss Biotite Hornblende Gneiss Core Loss Fracture

- End of Run Contact Healed Joint Page 2 of 2

COMPLETION REPORT OF WELL No. GM-11R Sheet 1 of 2 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Walter Level at PROJECT LOCATION: Seneca, SC 28.97 ft bls LATITUDE: 34047'35.052

DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'30.574"l DRILLING METHOD: 41/4 H.S.A. TOP OF CASI NG ELEVATION: 723.48 DATE DRILLED: 9/20/07 DATUM: MSL LOGGED BY: Scott Dacus STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 61.5 ft bls GROUT Type: Neat Cement Interval: 0 to 58 ft bls SEAL Type: K-packer Interval: 60.8 to 61 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 61.5 to 66.5 ft bls LEGEND FILTER PACK TOC TOP OF CASING GS GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF Swum ENGINEERING . TESTING 9751 Southern Pine Boulevard 97Charlotte, North Carolina 28273 WELL No. GM-11R

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 720.5 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA z WELL I 0 0 z

DETAILS >

£0

-j LU

-j w

(See Page 1) 58.00 60.80 61.00 61.50 66.00 66.50 68.20 70.20 LEGEND E FILTER PACK TOC GS TOP OF CASING GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACIKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF

S&ME

.. 1-C-.1 - -Tlk-9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-11R

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234

$6&ME Boring Number: GM-11R Sample No: 1 Depth (ft-bls): 4 - 5.5 Blow Count: 3*3*3 Sample No: 2 Depth (ft-bls): 9 -10.5 Blow Count: 2*2*3 Sample No: 3 Depth (ft-bls): 14- 15.5 Blow Count: 3*6*8 Sample No: 4 Depth (ft-bls): 19- 20.5 Blow Count: 4*3*3 Sample No: 5 Depth (ft-bls): 24 - 25.5 Blow Count: 5*6*8 Sample No: 6 Depth (ft-bhs): 29 - 30.5 Blow Count: 4*5*8 Page I of 2

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project ~"WEE S&ME Project No: 1264-07-234 Boring Number: GM-I1R Sample No: 7 Depth (ft-bls): 34 - 35.5 Blow Count: 4*6*9 Sample No: 8 Depth (ft-bls): 39 - 40.5 Blow Count: 6*5*6 Sample No: 9 Depth (ft-bhs): 44 - 45.5 Blow Count: 7

15

17 Sample No: 10 Depth (ft-bIs): 49 - 50.5 Blow Count: 20

39

50/3 Page 2 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 4-Core Location: GM-11R CLASSIFICATION:

50.60' to 70.20': Medium-Grained Granitic Gneiss With Intermittent Biotite Hornblende Gneiss Page 1 of I

IC-A-LCULATION OF PERMEABILITY BYJTHEFALLINGRHEAD METHODWt 1(Open Hole in Uniform Material) Its "I-t]

Site Name: ONS - GWPP Date: 9/21/2007 Boring I.D. GM-1 IR Test Interval: 50.6' to 55.6' (Weathered/Sound Rock)

Total Depth of Hole: 55.6 ft 1695.12 cm Length of Open Hole: 5 ft 152.44 cm Transformation Ratio m= I Performed by: Scott Dacus Time (see) Head (cm) Permeability (cm/sec) Calculations 0 615.03 60 588.32 1.30E-04 120 578.90 4.73E-05 Kh =.InHd (l2rL H, for )4 180 571.22 3.91E-05 240 563.84 3.81 E-05 - 8.L.(t 2 -t H)

/2 300 557.23 3.46E-05 360 551.01 3.29E-05 Where:

420 544.79 3.32E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 541.19 1.94E-05 H, is the Piezometric Head for time; t = t, (cm) 540 537.04 2.25E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 531.92 2.81 E-05 D is the Diameter of the Standpipe (cm) 900 503.48 3.22E-05 d is the diameter of the Open Length (cm),

1200 474.30 3.50E-05 m is the Transformation Ratio, Where 1500 451.31 2.91 E-05 M= Kh is the Horizontal Permeability Iv K, is the Vertical Permeabilit)

L is the Open Length of Hole (cm)

Spreadsheet assumes 3" ID Pipe: NO Hole. OD = 3" MEAN PERMEABILITY (cm/sec) 4.01E-05 Graph of Field Data Graph of Field MEAN 4.01E-05 Head vs Time 650.00 600.00 550.00 - ---------

S500.00 __________

X 450.00 ---

400.00 350.00 .10 6 0 200 400 600 800 1000 1200 1400 1600 Time (sec)

CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (Open Hole in Uniform Materia)1)

Site Name: 0 NS - GWPP Date: 9//20/2007 Boring I.D. CM-1IR Test Interval: 3 5' to 38' (Soil/Saprolite)

Total Depth of Hole: 318ft 1158.54 cm Length of Open Hole: 3 ft 91.46 cm Transformation Ratio m= I Performed by: S cott Dacus Time (sec) Head (cm) Permeability (em/sec) Calculations 0 490.46 60 455.82 3.08E-04 d2.l<2rn for __

120 427.35 2.71 E-04 Kh =*. In 12 180 402.80 2.49E-04 8"L (t 2 - t) H2 240 381.13 2.33E-04 300 361.74 2.19E-04 360 344.15 2.1OE-04 Where:

420 328.14 2.OOE-04 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 313.57 1.91 E-04 H, is the Piezometric Head for time; t = t (cm) 540 300.00 1.86E-04 H2 is the Piezometric Head for time; t = t2 (cm) 600 287.41 1.80E-04 D is the Diameter of the Standpipe (cm) 900 236.59 1.64E-04 d is the diameter of the Open Length (cm),

1200 200.15 1.41 E-04 m is the Transformation Ratio, Where 1500 173.05 1.22E-04 K/K- Kh is the Horizontal Permeability m

1800 152.53 1.06E-04 = nt vI K, is the Vertical Penneability L is the Open Length of Hole (crm)

Spreadsheet assumes 3" ID Pipe; NO Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 1 .99E-04 Graph of Field Data Data Graph of Field MEAN 1.99E-04 Head vs Time 600.00 500.00 400.00 3200.00 ..........

100.00 0.00 5 1 0 500 1000 1500 2000 Time (sec)

CALCULATION OF PERMEABILITY BY THE FALLING HEADMETHOD (O~pen Hole in Uniform Material)'

Site Name: ONS - GWPP Date: 9/21/2007 Boring I.D. GM-I IR Test Interval: 50.6' to 60.61 (Weathered/Sound Rock)

Total Depth of Hole: 60.6 ft 1847.56 cm Length of Open Hole: loft 304.88 cm Transformation Ratio m= I Performed by: Scott Dacus Time (sec) Head (cm) Permeability (cm/sec) Calculations 0 680.82 60 653.32 7.17E-05 d 2. In for 120 641.83 3.09E-05 kD Hl4 180 630.79 3.02E-05 Kh In 240 620.18 2.95E-05 8 L. (t 2 - t) H 2 300 610.03 2.87E-05 360 600.18 2.83E-05 Where:

420 590.73 2.76E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 581.52 2.73E-05 Hi is the Piezometric Head for time; t = t1 (cm) 540 572.50 2.72E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 563.84 2.65E-05 D is the Diameter of the Standpipe (cm) 900 523.90 2.55E-05 d is the diameter of the Open Length (cm),

1200 489.27 2.38E-05 m is the Transformation Ratio, Where 1500 458.99 2.22E-05 m = -/K Kh is the Horizontal Permeability 1800 432.41 2.07E-05 I- K, is the Vertical Permeability 2400 391.31 1.74E-05 L is the Open Length of Hole (cm) 3000 358.05 1.54E-05 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD 3" MEAN PERMEABILITY (cm/sec) 2.83E-05 Graph of Field Data Head vs Time 700.00 650.00 600.00 E 550.00

" 500.00 450.00 400.00 350.00 -----

300.00 .

0 500 1000 1500 2000 2500 3000 3500 Time (sec)

PROJECT NAME AND NO.: ONS - GWPP BOREHOLE NO.: GM-iIR LOCATION: Seneca, SC TEST INTERVAL: 61.0 to 67.0 bgs TEST DATE: 9/24/2007 TEST INTERVAL: 659.5 to 653.5 EL TESTED BY: Adam Jennings/Scott Dacus GROUND ELEV (ft MSL): 720.5 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD

REFERENCE:

Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q) Pressure (psi) Lugeons Permeability Permeability (gpm) Gauge Effective (ft/sec) (cm/sec) 1 5.46 30 43 38 1,35E-05 4.1E-04 2 5.83 40 53 33 1.2E-05 3.6E-04 3 6.77 50 63 32 1.1E-05 3.5E-04 4 5.65 40 53 32 1.1E-05 3.5E-04 5 4.47 30 43 31 1.1 E-05 3.4E-04 AVERAGE 33 1.2E-05 3.6E-04 SELECTED VALUES[-

Rock Description of Tested Interval:

Moderately Fractured Granitic Gneiss With Intermittent Biotite Homblende Gneiss TEST INTERPRETATION EFFECTIVE PRESSURE(psi) FLOW (gpm) 0 20 40 60 80 0 4 6 8 I I-2 I-

-3 3 Cit

-4 H 4 I-

~IE I 5 _________im Sr 7 6.77 6

5 P<4. i IJ * [ I I 11 0 20 40 60 80 Effective Differential Pressure (psi)

Packer Test GM-1 IR Redo Permeability Calculations Page I of 4

PERMEABI1LITY CA-LCULATIONS FOR, EACH STEP OF TEST , . .. ME CALCULATED PERMEABILITY FOR STEP 1 Gauge Pressure, h2: 30 psi 69.3 feet of water 3

Flow Rate, Q: 5.46 gpm 0.012 ft /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.7 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, h,: 32.2 feet Value ofhj: 32.2 feet Effective Head, H where H = hl,+h2-L : 99.9 feet 43.3 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 62.2 feet X = (H/Tu)* 100 160.8 %

Tu/A 10.3 Determine Conductivity Coefficient H/r - Value for Zone I analysis A/H Value for Zone 1 analysis A/r 48 Value for Zone.2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.35E-05 ft/sec 4.12E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2: 40 psi 92.4 feet of water Flow Rate, Q: 5.83 gpm 0.013 fl3/sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L : 0.7 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, h,: 32.2 feet Value ofh1 : 32.2 feet Effective Head, H where H = hJ+h2-L: 123.0 feet 53.3 psi -

Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 85.3 feet X = (H/Tu)* 100 144.3 %

Tu/A 14.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) fl/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) - ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.17E-05 ft/sec 3.58E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-11 R Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2. 50 psi I15.5 feet of water 3

Flow Rate, Q: 6.77 gpm 0.015 ft /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.7 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, hj: 32.2 feet Value ofh,: 32.2 feet Effective Head, H where H = hl+h2-L : 146.1 feet 63.3 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+IH 108.3 feet X = (H/Tu)* 100 134.9 %

Tu/A 18.0 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.1 5E-05 ft/sec 3.50E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2: 40 psi 92.4 feet of water Flow Rate, Q: 5.65 gpm 0.013 flA/sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.7 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, h1 : 32.2 feet Value of h1: 32.2 feet Effective Head, H where H = hJ+h2-L: 123.0 feet 53.3 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 85.3 feet X = (H/Tu)'100 144.3 %

Tu/A 14.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.14E-05 ft/sec 3.47E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-I IR Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2. 30 psi 69.3 feet of water 3

Flow Rate, Q: 4.47 gpm 0.010 ft /sec Head loss per TEN fool section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.7 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, hl: 32.2 feet Value ofhj: 32.2 feet Effective Head, H where H = hl+h2-L 99.9 feet 43.3 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 62.2 feet X = (H/Tu)* 100 160.8 %

Tu/A 10.3 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fi/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.11 E-05 ft/sec 3.37E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-1 IR Redo Permeability Calculations Page 4 of 4

Site Name: ONS-GWPP Test Date: 9/27/2007 Well Label: GM-I IR Aquifer Thickness: 42.56 feet Screen Length: 5. feet Casing Radius: 1. Inches Effective Radius: 1.5 Inches Static Water Level: 28.94 feet Water Table to Screen Bottom: 37.56 feet Anisotropy Ratio: 1 Time Adjustment: 0. Seconds Test starts with trial 0 There are 60 time and drawdown measurements Maximum head is 4.36 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 09/27/2007 GM-11 R Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.263588e+000 Analysis starts at time 3. Seconds Analysis ends at time 2.1 minutes 31 Measurements analyzed from 2 to 32 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 01 Ol o

Hydraulic Conductivity = 1.065e-003 cm/sec Transmissivity = 11.94 meters2/day I. . . . . . '. . . . 1 . . . ...

I1 . ..1I

. . 11.

. . 11. . . . . .. . . . . .. . . .. . . .

0 1 2 3 4 5 Adjusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is 436 feet at 0 Seconds PERMEABILITY 1.07 x 10-3 cm/sec

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-11R I SS-10 [ 49 to 50.5 ft bls Sample

Description:

M2: White, Yellow, and Brown, Micaceous, Silty, Medium to Fine Sand (SM) 100%

90%

80%

70%

60% ..

50%,a.

40% . 2 30% a.

20% *l 10%

0% , I_

100 10 1 0.1 0.01 ,, 0.001 Particle Size (mm) R C!

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 0.4% 81.9% 15.4% 2.4%

Adjusted for 0% 82% 15% 2%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234 $S&ME Boring No. GM-11R 11 EXILANAI(

Boring Depth: 49 to 50.5 ft bls hi v.IjI I wll

% Sand: 82% '8 P.riI,....1)....

Sill 0.062 --IIMI4

% Silt: 15% 0/

% Clay: 2%

Estimated Specific Yield: 30% . l \ * .

Yi:,- ,SAND/CLAY SILTY CLAY 40'

"*))* / L,\Y t\ 'CL) -Si- '

/7 SANDY Sill size (percenl)

FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

I I

. a ====

2.

a iift Aii ccN jj d A 'PCFI ETHX cc83 L Estimated Porosity: 42%

Variation of Porosity, Specific Yield, and Speciflic Retention with Grain Size (after Bear, 1972)

S&ME, Inc. 1. BORING AND SAMPLING IS IN ACCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N-VALUE) IS THE NUMBER OF ENGINEERING o TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-12 Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 1 Boring Depth (ft): 23.0 Elevation (ft): 695.1 Driller: Jay Little, SC Cert No. Date Drilled: 9/26/07 SB1575 Logged By: David Klemm Water Level: Stabilized Water Level at 7.91 ft bis Drilling Method: 41/4" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction C y, Medium to Fine

-690

.Coarse to Fine SAND With Quartz Gravel SOIL/SAPROLITE (Ml): Brown, Silty, Fine SAND

-685 10- With Tan, Silty, Fine SAND From 10.10 ft to 10.40 ft bls, and White, Silty, Fine SAND at 13.70 ft bls and From 19.00 ft to 19.20 ft bls

-680 15-SOIL/SAPROLITE (Ml): Brown, Micaceous, Silty,

-675 20- \Medium to Fine SAND SOIL/SAPROLITE (M1): White, Silty, Medium to Fine SAND With Quartz Rock Fragments I.. L

. I . .1 1 Lithologic Descriptions Obtained From GM-12R Boring Terminated at 23.00 ft bls

Sheet 1 of 1 COMPLETION REPORT OF WELL No. GM-12 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 7.91 ft bls LATITUDE: 34047'30.943

DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82 053'33.023" DRILLING METHOD: 41/4" H.S.A. TOP OF CASING ELEVATION: 698.02 DATE DRILLED: 9/26/07 DATUM: MSL LOGGED BY: David Klemm STRATA WELL T- , 0z 0- DETAILS uw wD WELL CONSTRUCTION DETAILS DESCRIPTION F- - W U)0 W FILL (F): Orange and 0 17.1 0.00 [ GS 1695.09 PROTECTIVE CASING Diameter:

Type:

Brown, Silty, Medium Interval:

to Fine SAND 2.00 693.09 4.00 691.09 RISER CASING Diameter: 2" 5

Type: Sch. 40 PVC Interval: 0 to 5 ft bis FILL (F): Gray, Silty, Coarse to Fine SAND With Quartz GROUT Gravel Type: Neat Cement

-10 Interval: 0 to 2 ft bls SOIL/SAPROLITE (M1): Brown, Silty, Fine SAND With Tan, Silty, Fine SEAL SAND From lO.10ft Type: Bentonite to 10.40 ft bis, and White, Silty, Fine Interval: 2 to 4 ft bls

-15 SAND at 13.70 ft bls and From 19.00 ft to 19.20 ft bls FILTERPACK Type: #1 Silica Sand Interval: 4 to 20 ft bls 19.50 675.59 SOIL/SAPROLITE (Ml): Brown, -20 20.00 675.09 Micaceous, Silty, SCREEN Medium to Fine Diameter: 2" SAND 23.00 672.09 Type: 0.010 Slotted PVC SOIL/SAPROLITE (Ml): White, Silty, Interval: 5 to 20 ft bls Medium to Fine SAND With Quartz Rock Fragments I-U) LEGEND FILTER PACK TOC TOP OF CASING U) GS GROUND SURFACE BENTONITE BS BENTONITE SEAL 0 CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT 0

ZI of (lE 9751 Southern Pine Boulevard COMPLETION WELL No. GM-12 REPORT OF 0# S E E ENGINEERING

TESTING Charlotte, North Carolina 28273 Sheet 1 of 1 ENVIRONMENTAL SERVICES

Site Name: ONS-GWPP Test Date: 9/27/2007 Well Label: GM-12 Aquifer Thickness: 17.09 feet Screen Length: 15. feet Casing Radius: 1. Inches Effective Radius: 3. Inches Gravel Pack Porosity: 30.00%

Corrected Casing Radius: 1.844 Inches Static Water Level: 7.91 feet Water Table to Screen Bottom: 12.09 feet Anisotropy Ratio: I Time Adjustment: 0. Seconds Test starts with trial 0 There are 43 time and drawdown measurements Maximum head is 4.041 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 09/27/2007 GM-12 1 --

Bouwer and Rice parameter A = 2.955 Bouwer and Rice parameter B = 0.6276 ln(Re/Rw) = 2.745825e+000 Gravel Pack Porosity: = 30. %

Corrected Casing Radius: = 1.844 Inches Analysis starts at time 3. Seconds Analysis ends at time 0.75 minutes 15 Measurements analyzed from 2 to 16 1 Points not plotted because head ratio <= 0.0 01 These points are not included in the analysis IE T

1e0-02 Hydraulic Conductivity = 4.253e-003 cm/sec Transmissivity 19.14 meters2/day

'11 '1 2 31 5 0 4 Adjusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is 4 041 feet at 0 Seconds PERMEABILITY 4.25 x 103 cm/sec

S&ME,' Inc. 1. BORING AND SAMPLING IS INA CCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N- VAL UE) IS THE NUMBER OF ENGINEERING - TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

Project: Oconee Nuclear Station Boring No. GM-12R Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 2 Boring Depth (ft): 54.3 Elevation (ft): 695.2 Driller: Jay Little, SC Cert No. Date Drilled: 9/24/07 1 B1575 Logged By: David Klemm Water Level: Stabilized Water Level at 7.49 ft bis Drilling Method: 4/4" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction 50 101

-695 y, Medium to Fine

-690 Quartz Gravel SOIL/SAPROLITE (M1): Brown, Silty, Fine SAND 10- With Tan, Silty, Fine SAND From 10.10 ft to 10.40 ft

-- 685 bls, and White, Silty, Fine SAND at 13.70 ft bls and From 19.00 ft to 19.20 ftbls

-680 15-SOIL/SAPROLITE (M1): Brown, Micaceous, Silty,

-675 20- \Medium to Fine SAND SOIL/SAPROLITE (Ml): White, Silty, Medium to Fine SAND With Quartz Rock Fragments

-670 25-Auger Refusal at 27.30 ft bls PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEISS Intensely Weathered and Fractured, Low Angle Joints With No Staining

-665 SOUND ROCK (D): Medium-Grained GRANITIC GNEISS; Unfractured PARTIALLLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEIS$

- .L~ ~. - -

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITH ASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N- VALUE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. I.D. SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-12R Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (ft): 54.3 Elevation (ft): 695.2 Driller: Jay Little, SC Cert No. Date Drilled: 9/24/07 B1575 Logged By: David Klemm Water Level: Stabilized Water Level at 7.49 ft bls Drilling Method: 41/4" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction 0 50 100 660

/

Intensely Weathered and Fractured, Low Angle Joints WittJ

\No Staining I DII1"

/

/ SOUND ROCK (D): Medium-Grained GRANITIC GNEISS. Unfractured SOUND ROCK (D): Medium-Grained GRANITIC

-ii GNEISS With Intermittent Seams of Medium-Grained BIOTITE HORNBLENDE GNEISS Moderately

-655 Fractured, Low Angle Joints With No Staining SOUND ROCK (D): Medium-Grained BIOTITE HORNBLENDE GNEISS With Intermittent Medium-Grained GRANITIC GNEISS Moderately Fractured, Low Angle Joints With No Staining

-650 SOUND ROCK (D): Medium-Grained GRANITIC

>1 GNEISS; Moderately Fractured, Low Angle Joints

/

>1 With No Staining 645 >1

'II

>1

/

>1

~~1 ii . . . . . . . I Boring Terminated at 54.30 ft bls

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project 4-M, S&ME Project No: 1264-07-234 Core Location: GM-12R 27 36 10 Core - Auger Refusal at 27.30 A Is

'eatheed Rock FraIgnents 28 37 -

ow Angle Fractures - Weathered 29 38 -

mt Mafie Schist, Mica on Fracture Surfaces oow Angle Fractures - Weathered 30 39 -

my Maric Schist, Mica on Fracture Surfaces nd of Ron # I. REC - 87%, RQD - 36%

31 40 td of Run #3. REC - 96.6%, RQD - 78.2%

oow Angle Fractures, Slight Staining, Moderate Weatherinp 32 41 -

EXPLANATION 33 42 EE Concrete ow Angle Fractures, Slight Weathering Granitic Gneiss 34 43 -

Biotite Hornblende Gneiss eow Angle Fractures, Slight Weatheronn Core Loss 35 44 nd of Run #2, REC - 84.8%/. RQD - 50.2% Fracture

-End of Run Contact nowAngle Fractures, Moderate to Severe Weathering antact ntact Healed Joint 36 45 -

Page 1 of 2

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 4-di Core Location: GM-12R 45 nd of Run #4, REC - 95.4%, RQD - 84.6%

46 -

47 48 49 -

50 -

nd of Run #5, REC - 100%, RQD - 100%

EXPLANATION 51 Concrete Granitic Gneiss 52 -

U Biotite Homblende Gneiss Core Loss 53 -

Fracture

-End of Run Contact Healed Joint 54 -

Endof Run #6. REC - 00%., ROD - 100%

Coring Terminated at 5430 ft bls Page 2 of 2

Sheet 1 of 2 COMPLETION REPORT OF WELL No. GM-12R PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 7.49 ft bls LATITUDE: 34047'30.895

DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'33.004' DRILLING METHOD: 41/4" H.S.A. TOP OF CASING ELEVATION: 698.18 DATE DRILLED: 9/24/07 DATUM: MSL LOGGED BY: David Klemm STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 37 ft bis GROUT Type: Neat Cement Interval: 0 to 35 ft bls SEAL Type: K-packer Interval: 36.2 to 36.5 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 37 to 42 ft bis LEGEND D FILTER PACK TOC GS TOP OF CASING GROUND SURFACE BENTONITE BS BENTONITE SEAL L CEMENT GRO UT FP FILTER PACK TSC TOP OF SCREEN

]CUTTINGS / BiACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATE R LEVEL CG CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Boulevard WELL No. GM-12R Charlotte, North Carolina 28273 ENGINEERING - TESTING

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 695.2 PROJECT LOCATION: Seneca, SC CHECKED BY: David Klemm STRATA WELL -r 0z DESCRIPTION DETAILS I_- J Z_

WELL CONSTRUCTION DETAILS

__q_ _ _ W W (See Page 1)

Medium-Grained 35 &

GRANITIC GNEISS Unfractured

.. 36.20 36.40 659.02 658.82 PARTIALLLY 37.00 658.22 WEATHERED/FRACTI ROCK (WF):

Medium-Grained -40 GRANITIC GNEISS Intensely Weathered 41.50 653.72 and Fractured, Low 42.00 653.22 Angle Joints With No Staining pUUNL KULK (U)): 44.50 650.72 Medium-Grained -45 GRANITIC GNEISS Unfractured (continued)

SOUND ROCK (D):

Medium-Grained GRANITIC GNEISS jith Intermittent -50 Seams of Medium-Grained BIOTITE 77.

HORNBLENDE GNEISS; Moderately Fractured, 54.30 640.92 Low Angle Joints With No Staining SOUND ROCK (D):

Medium-Grained BIOTITE HORNBLENDE GNEISS With Intermittent Medium-Grained GRANITIC GNEISS Moderately Fractured, Low Angle Joints With No Staining SOUND ROCK (D):

Medium-Grained GRANITIC GNEISS Moderately Fractured, Low Angle Joints With No Staining LEGEND D FILTER PACK TOC TOP OF CASING GS GROUND SURFACE

BENTONITE BS BENTONITE SEAL E9 CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN gf CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH

- STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF z-of 9751 Southern Pine Boulevard WELL No. GM-12R o! wS m Charlotte, North Carolina 28273 O ENGINEERING - TESTING Sheet 2 of 2 ENVIRONMENTAL SERVICES

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Boring Number: GM-12R Sample No: I Depth (ft-bls): 13.4 - 14.9 Blow Count: 2

2

3 Sample No: 2 Depth (ft-bls): 8.4 - 9.9 Blow Count: 4

4* 3 Sample No: 3 Depth (ft-bls): 13.4 - 14.9 Blow Count: 2 2

3 Sample No: 4 Depth (ft-bls): 18.4- 19.9 "s Blow Count: 4*6*6 Sample No: 5 Depth (ft-bls): 23.4 - 24.9 Blow Count: 16

8

21 Sample No: 6 Depth (ft-bls): 27.3 - 27.4 NO Blow Count: 50/1 Page 1 of I

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-12R CLASSIFICATION:

27.30' to 37.60': Medium-Grained Granitic Gneiss 37.60' to 47.60': Medium-Grained Granitic Gneiss With Intermittent Biotite Hornblende Gneiss 47.60' to 54.30': Medium-Grained Granitic Gneiss With Intermittent Biotite Homblende Gneiss Page 1 of I

rALcUL*AtiN RMEABILIYY THE FALLING` HEAD.METHOD...

Site Name: ONS - GWPP Date: 9/20/2007 Boring I.D. GM-12R Test Interval: 27.3' to 30.3' (Partially Weathered/Fractured Rock)

Total Depth of Hole: 30.3 ft 923.78 cm Length of Open Hole: 3 ft 91.46 cm Transformation Ratio m= I Performed by: David Klemm Time (sec Head (cm) Permeability (cm/sec) Calculations 0 366.46 2 )

3 349.70 3.94E-03 d -In for 6 330.21 4.82E-03 D H-D 9 316.46 3.58E-03 Kh = In 12 306.89 2.58E-03 8 L. (t2 - t) H2 15 300.24 1.84E-03 18 295.64 1.30E-03 Where:

21 292.53 8.89E-04 Kh is the Horizontal Coefficient of Permeability (cm/sec) 24 290.27 6.5 1E-04 H, is the Piezometric Head for time; t = t1 (cm) 27 288.63 4.78E-04 H2 is the Piezometric Head for time; t = t2 (cm) 30 287.29 3.92E-04 D is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),

m is the Transformation Ratio, Where

=m K Kh is the Horizontal Permeability K, is the Vertical Permeability L is the Open Length of Hole (cm)

Spreadsheet assumes 3" ID Pipe; NQ Hole, OD 3" MEAN PERMEABILITY (cm/sec) 2.05E-03 Graph of Field Data Head vs Time 390.00 370.00 350.00 -~ ~----.- ------ - ___

" 330.00 310.00 ------

290.00 270.00 250.00 ..

0 5 10 15 20 25 30 35 Time (sec)

CALCULATION OF PERMEABILITY BY THE-FALLNG HEAD METHOD (Open:,Holk in Uniform Material)

Site Name: ONS - GWPP Date: 9/20/2007 Boring I.D. GM-I 2R Test Interval: 15' to 18' (Soil/Saprolite)

Total Depth of Hole: 18 ft 548.78 cm Length of Open Hole: 3 ft 91.46 cm Transformation Ratio m= I Performed by: David Klemm Time (sec) Head (cm) Permeability (cm/sec) Calculations 0 211.28 60 178.48 7.09E-04 d .*n (2mL) 120 158.99 4.86E-04 DD 180 145.67 3.68E-04 Kh = L*tIn H2 240 136.19 2.83E-04 8"L. (t2 - tl H 300 129.24 2.20E-04 360 124.05 1.72E-04 Where:

Kh is the Horizontal Coefficient of Permeability (cm/sec)

H1 is the Piezometric Head for time; t = t1 (cm)

H2 is the Piezometric Head for time; t = t2 (cm)

D is the Diameter of.the Standpipe (cm) d is the diameter of the Open Length (cm),

mr is the Transformation Ratio, Where m Vh/K,' Kh is the Horizontal Permeability K, is the Vertical Permeability L is the Open Length of Hole (cm)

Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 3.73E-04 Graph of Field Data 1

Head vs Time 220.00 200.00 180.00 "o 160.00 -

140.00 120.00 100.00 0 50 100 150 200 250 300 350 400 Time (sec)

Cý,AL-CULATION OFPERMEAkBILITY1 BY THE, FALLING HEAD METTHOD (Open Hole in Uniform Material)

Site Name: ONS - GWPP Date: 9/21/2007 Boring I.D. GM-12R Test Interval: 27.3' to 35.3' (Partially Weathered/Fractured and Sound Rock))

Total Depth of Hole: 35.3 ft 1076.22 cm Length of Open Hole: 8 ft 243.9 cm Transformation Ratio m= I Performed by: David Klemm Time (sec) Head (cm) Permeability (cm/sec) Calculations 0 396.19 3 391.59 4.82E-04 d 2. In 2or 6 378.84 1.36E-03 DD 9 375.18 4.OOE-04 Kh = _*.In ft 12 371.04 4.58E-04 82L.(t2 -t H 15 367.99 3.40E-04 18 365.49 2.81E-04 Where:

21

363.38 2.38E-04 Kh is the Horizontal Coefficient of Permeability (cm/sec) 24 361.52 2.12E-04 H, is the Piezometric Head for time; t = t (cm) 27 359.94 1.81 E-04 H2 is the Piezometric Head for time; t = t2 (cm) 30 358.51 1.65E-04 D is the Diameter of the Standpipe (cm) 45 353.35 1.19E-04 d is the diameter of the Open Length (cm),

m is the Transformation Ratio, Where

[m= ] Kh is the Horizontal Permeability K. is the Vertical Permeability L is the Open Length of Hole (cm)

Spreadsheet assumes 3" ID Pipe; NQ Hole, OD 3" MEAN PERMEABILITY (cm/sec) 3.86E-04 Graph of Field Data Head vs Time 400.00 395.00 390.00 ------ ---- - ---- --

385.00 E 380.00

.' 375.00 370.00 - --- ...........

365.00 360.00 -- --

355.00 - - ---..--.. --- ---

350.00 0 10 20 30 40 50 Time (sec)

PROJECT NAME AND NO.: ONS - GWPP BOREHOLE NO.: GM-12R LOCATION: Seneca, SC TEST INTERVAL: 37.0 to 42.0 bgs TEST DATE: 9/25/2007 TEST INTERVAL: 658.2 to 653.2 EL TESTED BY: Jay Little/Julie Petersen GROUND ELEV (ft MSL): 695.2 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHIOD

REFERENCE:

Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q) Pressure (psi) Lugeons Permeability Permeability (gpm) Gauge Effective (ft/sec) (cm/sec) 1 2.53 30 36 25 8.41E-06 2.6E-04 2 3.45 40 46 27 9.OE-06 2.7E-04 3 4.34 50 56 28 9.4E-06 2.9E-04 4 3.45 40 46 27 9.OE-06 2.7E-04 5 2.78 30 36 28 9.2E-06 2.8E-04 AVERAGE 27 9.0E-06 2.7E-04 SELECTED VALUE _

Rock Description of Tested Interval:

Moderately Fractured Granitic Gneiss With Intermittent Biotite Hornblende Gneiss TEST INTERPRETATION EFFECTIVE PRESSURE(psi) FLOW (gpm) 0 10 20 30 40 50 60 0 2 3 4 5 I I 2 1' 1 z z 2 EI -

3 i 3 I -

wU 4 4 5 99 5 5

J i 4. 14

~--

a 30:1 41 2

A5 o=

0 0 20 30 40 50 60 Effective Differential Pressure (psi)

Packer Test GM-12R Test 2 Redo Permeability Calculations Page I of 4

PERMEABILITY CALCULATIONS FOR EACH STEP OF TEST,* TEST * *

.' 4 * " * ' 1*6&MEI CALCULATED PERMEABILITY FOR STEP I Gauge Pressure, h2. 30 psi 69.3 feet of water Flow Rate, Q: 2.53 gpm 0.006 ftr/sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, h,: 14.5 feet Value of h1 : 14.5 feet Effective Head, H where H = hl+h2-L : 83.8 feet 36.3 psi Determine Saturation Zone:

Select Zone 1,2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 52.8 feet X = (HF/u)* 100 158.7 %

Tu/A 10.6 Determine Conductivity Coefficient H/r - Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone 1 and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 8.41 E-06 ft/sec 2.56E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2. 40 psi 92.4 feet of water Flow Rate, Q: 5 3.45 gpm 0.008 ft /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hn: 14.5 feet Value ofh1 : 14.5 feet Effective Head, H where H = h l+h2-L : 106.9 feet 46.3 psi Determine Saturation Zone:

Select Zone 1,2, or 3 3 Zones I and 2 are unsaturated. 3 is saturated Tu = U-D+1H 75.9 feet X = (Hi/Tu)* 100 140.8 %

Tu/A 15.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone 1 analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) fl/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 8.99E-06 ft/sec 2.74E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity)> 10?? True, Test Valid Packer Test GM-12R Test 2 Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2. 50 psi 115.5 feet of water Flow Rate, Q: 4.34 gpm 0.010 flr/sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.4 psi 1.0 feet of water Distance from pressure gauge to bottom of test section, h1 : 14.5 feet Value ofh1 : 14.5 feet Effective Head, H where H = hJ+h2-L: 129.0 feet 55.9 psi Determine Saturation Zone:

Select Zone I, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+li 98.0 feet X = (H/Tu)* 100 131.6 %

Tu/A 19.6 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 forZone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fl/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) fl/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 9.37E-06 ft/sec 2.86E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2, 40 psi 92.4 feet of water 3

Flow Rate, Q: 3.45 gpm 0.008 fl /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hl: 14.5 feet Value ofhl: 14.5 feet Effective Head, H where H = h+h2-L : 106.9 feet 46.3 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D3+1 75.9 feet X = (H/Tu)*100 140.8 %

Tu/A 15.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 8.99E-06 ft/sec 2.74E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-12R Test 2 Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEPS5 Gauge Pressure, h2: 30 psi 69.3 feet of water 3

Flow Rate, Q: 2.78 gpm 0.006 ft /sec Head loss per TEN foot section of pipe: 0.0 psi (per tables)

Head Loss, L: 0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hj: 14.5 feet Value of h1: 14.5 feet Effective Head, H where H = hI+h2-L: 83.8 feet 36.3 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated To = U-D+H 52.8 feet X = (H/Tu)* 100 158.7 %

Tu/A 10.6 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Ca from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fl/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 9.24E-06 fl/sec 2.82E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 3.9 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-12R Test 2 Redo Permeability Calculations Page 4 of 4

Site Name: ONS-GWPP Test Date: 9/27/2007 Well Label: GM-12R Aquifer Thickness: 39.51 feet Screen Length: 5. feet Casing Radius: 1. Inches Effective Radius: 1.5 Inches Static Water Level: 7.49 feet Water Table to Screen Bottom: 34.51 feet Anisotropy Ratio: 1 Time Adjustment: 0. Seconds Test starts with trial 0 There are 69 time and drawdown measurements Maximum head is 5.95 feet Minimum head is -1.6e-002 feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 09/27/2007 GM-12R Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.232935e+000 Analysis starts at time 0. Seconds Analysis ends at time 2.5 minutes 36 Measurements analyzed from 1 to 36 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 01 Hydraulic Conductivity = 8.298e-004 cm/sec Transmissivity 8.634 meters2/day 0 1 2 3 4 6 r Adlusted Time (minutes)

Analysis by Julie Petersen of S&ME, Inc. Ho s595 feet al 0 Seconds PERMEABILITY 8.30 x 10-4 cm/sec

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N- VALUE) IS THE NUMBER OF ENGINEERING o TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1 4 IN 1D. SAMPLER / FT Project: Oconee Nuclear Station Boring No. GM-13 I

Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 2 Boring Depth (ft): 46.2 Elevation (ft): 736.3 Driller: Jay Little, SC Cert No. Date Drilled: 11/5/07 B1575 j Logged By: Scott Dacus Water Level: Stabilized Water Level at 37.16 ft bis Drilling Method: 41/4" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction FOR UTILITY CLEARANCE: FILL FILL (F): Red and Brown, Micaceous, Silty, CLAY FILL (F): Gray and Brown, Micaceous, Silty, CLAY With Roots SOIL/SAPROLITE (MI): Orange, White, and Brown, i:!i Micaceous, Silty, SAND

.)

30- *.***.

1*

.;° ,

1* , SOIL/SAPROLITE (MI): White, Tan, and Brown, r*;*

i**

Micaceous, Silty, SAND I**'.,

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N- VALUE) IS THE NUMBER OF ENGINEERING o TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 flR!IVE1 4I IN1 lAA,fAPlrR)1 T Project: Oconee Nuclear Station Boring No. GM-13 Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (ft): 46.2 Elevation (ft): 736.3 Driller: Jay Little, SC Cert No. Date Drilled: 11/5/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 37.16 ft bis Drilling Method: 41/4" H.S.A.

Elev.

(Feet) Depth I(Feet) Lith-ology Material Description Well Penetration Resistance (Blows/Foot)

IConstruction o 50 100

-700 40-

-695 45-

. - . -i i - . - .1 . . . . . I . I . . .

Lithologic Description Obtained From GM-13R Roller Cone Refusal at 46.20 ft bis

Sheet 1 of 2 COMPLETION REPORT OF WELL No. GM-13 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 37.16 ft bls LATITUDE: 34O47'32.366" DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'36.494' DRILLING METHOD: 41/%' H.S.A. TOP OF CASING ELEVATION: 739.10 DATE DRILLED: 11/5/07 DATUM: MSL LOGGED BY: Scott Dacus PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 30.8 ft bls GROUT Type: Neat Cement Interval: 0 to 26.8 ft bls SEAL Type: Bentonite Interval: 26.8 to 28.8 ft bls FILTERPACK Type: #1 Silica Sand Interval: 28.8 to 45.8 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 30.8 to 45.8 ft bls 26.80 LEGEND 28.80 E FILTER PACK TOC GS TOP OF CASING GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GRC UT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS /BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATE.RLEVEL CG CEMENT GROUT COMPLETION REPORT OF SA &Sjt 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-13

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 736.3 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA _WELL - o Z T ETIS z p:

DESCRIPTION 0 DETAILS o- , WELL CONSTRUCTION DETAILS DECRPTO M .- - ( -J ____________

(See Page 1)

SOIL/SAPROLITE 35 (Ml): White, Tan, and Brown, Micaceous, Silty, SAND (continued)

-40

-45 45.30 690.95 45.80 690.45 46.20 690.05 LI.

LEGEND E FILTER PACK TOC TOP OF CASING GS GROUND SURFACE (r, BENTONITE BS BENTONITE SEAL z CEMENT GROUT FP FILTER PACK 0 TSC TOP OF SCREEN r ]CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN LL TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Boulevard t0_: # S MEi Charlotte, North Carolina 28273 ENGINEERING - TESTING Sheet 2 of 2 ENVIRONMENTAL SERVICES

Site Name: ONS-GWPP Test Date: 11/15/2007 Well Label: GM-13 Aquifer Thickness: 13.64 feet Screen Length: 15. feet Casing Radius: 1. Inches Effective Radius: 3. Inches Gravel Pack Porosity: 30.00%

Corrected Casing Radius: 1.844 Inches Static Water Level: 37.16 feet Water Table to Screen Bottom: 8.64 feet Anisotropy Ratio: 1 Time Adjustment: 0. Seconds Test starts with trial 0 There are 46 time and drawdown measurements Maximum head is 1.768 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 11/15/2007 GM-13 Bouwer and Rice parameter A = 2.522 Bouwer and Rice parameter B = 0.4746 ln(Re/Rw) = 2.657951e+e00 Gravel Pack Porosity: = 30n %

Corrected Casing Radius: = 1.844 Inches Analysis starts at time 15. Seconds Analysis ends at time 1.3 minutes 22 Measurements analyzed from 6 to 27 01 _2 Points not plotted because head ratio <= 0.0 These points are not included in the analysis ft*

Hydraulic Conductivity = 5.048e-003 cm/sec Transmissivity = 18.13 meters2/day 1 2 Adjusted Time (mrnutes)

Analysis by Julie Petersen of S&ME, Inc. Ho is1 168 feet a10 Seconds PERMEABILITY 5.05 x 10-3 cm/sec

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITH ASTM D- 1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N- VAL UE) IS THE NUMBER OF ENGINEERING TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1 4 IN 11) SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-13R Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 2 Boring Depth (ft): 68.2 Elevation (f1): 736.3 Driller: Jay Little, SC Cert No. Date Drilled: 10/30/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 33.56 ft bis Drilling Method: 4/" H.S.A.

Elev. Depth LitWell Penetration Resistance (Blows/Foot)

(Feet) (Feet) (etI(Fe) ogyMaterial ooyConstructionDescriptionPetrioRssane(lw/o) o 50 10oc PRE-DUG HOLE FOR UTILITY CLEARANCE: FILL

-735 kAAA3k3q FILL (F): Red and Brown, Micaceous, Silty, CLAY 5-

-730 H 10 10-

-725 FILL (F): Brown, Micaceous, Clayey, SILT With Rock Fragments 15-

-720 H 16 20-

-715 I

FILL (F): Gray and Brown, Micaceous, Silty, CLAY With Roots 14 25-0 (9 -710 SOIL/SAPROLITE (Ml): Orange, White, and Brown, Micaceous, Silty, SAND 20 0~

30-

-705 z

SOIL/SAPROLITE (M1): White, Tan, and Brown, Micaceous, Silty, SAND Y

H 15 35-

S&M.E, Inc. 1. BORING AND SAMPLING IS NACCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N-VALUE) IS THE NUMBER OF ENGINEERING o TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN ID. SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-13R Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (1t): 68.2 Elevation (ft): 736.3 Driller: Jay Little, SC Cert No. Date Drilled: 10/30/07 B1575 f Logged By: Scott Dacus _ _ Water Level: Stabilized Water Level at 33.56 ft bls jDrilling Method: 4%" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction 4__

-700 40-

-695 SOUND ROCK (D): Medium-Grained GRANITIC GNEISS; Slightly Fractured Low Angle Joints With No Staining 45-Roller Cone Refusal at 46.10 ft bis

-690 50-

-685

-680 SOUND ROCK (D): Medium-Grained GRANITIC GNEISS With Intermittent Medium-Grained BIOTITE HORNBLENDE GNEIS$ Moderately Fractured, High Angle and Low Angle Joints With Moderate to No Staining

-675

-670 Boring Terminated at 68.15 ft bis

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project 4-p MM S&ME Project No: 1264-07-234 Core Location: GM-13R 46 NQ Cone - Au ger Refusal at 46.10 A bls 55 55Quartz Scam 47 56 End of Rou S.2, REC - 96.8%. RQD - 96.8%

Horizontal Fracaturus, Weathering, Mariks in Fracturts 48 57 49 58 Horizontal Fr:actures. No Staining, Slight Weatherin, End or Run #. 3, REC - 100%, RQD -98.54%

50 59 Horizontal Fr actures. No Staining, Slight Weathering Quartz RicE 51 Enodor Run # 1, REC - 95%, RQD - 95% 60 Firacturo, Mingralizatior Angle H igh Horizontal Fr;aitu-os, Slight Staining EXPLANATION 52 61 Concrete Horizontal Fr;actures, No Staining Granitic Gneiss 53 62 Biotite Homblende Horizontal Fr;actirg, No Staining Gneiss Quartz Scam High Angle FIroaiurc. No Stoining Contact Intact Core Loss 54 63 6End of Run # , REC-89%a.RQD - 68%

Fracture Quartz Seam

- End of Run Contact Healed Joint 64 Page 1 of 2

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project 6&ME S&ME Project No: 1264-07-234 Core Location: GM-13R 64 ntensely Fractured Mafie Zone lorimontal Fracture, No Staining 65 lonotal Fracture. Mafics in Fracture 66 67 nteneily Fractured Mafic Zone 68 ondof Run #5. REC - 100%. ROD - 86.2%

niongTerminated at 68. 1 5 ft bis 69 EXPLANATION Concrete n

Granitic Gneiss U Biotite Hornblende Gneiss Core Loss

- Fracture

- End of Run Contact

-- Healed Joint Page 2 of 2

COMPLETION REPORT OF WELL No. GM-13R Sheet 1 of 2 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 33.56 ft bls LATITUDE: 34047'32.417" DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'36.511" DRILLING METHOD: 41/4%'H.S.A. TOP OF CASING ELEVATION: 739.18 DATE DRILLED: 10/30/07 DATUM: MSL LOGGED BY: Scott Dacus STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 58.15 ft bls GROUT Type: Neat Cement Interval: 0 to 55 ft bls SEAL Type: K-packer Interval: 57.58 to 57.78 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 58.15 to 68.15 ft bls LEGEND FILTER PACK TOC TOP OF CASING GS GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Boulevard WELL No. GM-13R Charlotte, North Carolina 28273.

ENGINEERING . TESTING

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 736.3 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA T WELL 0 z

z DETAILS W w 0 Uj Ji w

-j w

(See Page 1) 55.00 681.33 57.58 678.75 57.78 678.55 58.15 678.18 67.65 668.68 68.15 668.18 LEGEND E FILTER PACK TOC GS TOP OF CASING GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GROUT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATER LEVEL CG CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Boulevard WELL No. GM-13R Charlotte, North Carolina 28273 ENGINEERING , TESTING

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project S4klE1 S&ME Project No: 1264-07-234 Boring Number: GM-13R Sample No: 1 Depth (ft-bls): 8.5 - 10 Blow Count: 3*4*6 Sample No: 2 Depth (ft-bls): 13.5 - 15 Blow Count: 4

4 *6 Sample No: 3 Depth (ft-bls): 18.5 - 20 Blow Count: 4*7 *9 Sample No: 4 Depth (ft-bls): 23.5 - 25 Blow Count: 4*6*8 Sample No: 5 Depth (ft-bls): 28.5 - 30 Blow Count: 5

8

12 Sample No: 6 Depth (ft-bhs): 33.5 - 35 Blow Count: 7 *9

6 Page 1 of2

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project ISME S&ME Project No: 1264-07-234 Boring Number: GM-13R Sample No: 7 Depth (ft-bls): 38.5 - 40 Blow Count: 2

6

12 Sample No: 8 Depth (ft-bis): 43.5 - 45 Blow Count: 10

14

8 Page 2 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 4-Core Location: GM-13R CLASSIFICATION:

46.10' to 56.60': Medium-Grained Granitic Gneiss 56.60' to 68.15': Medium-Grained Granitic Gneiss With Intermittent Biotite Homblende Gneiss Page 1 of I

CA LCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD.

(Open Hole in Uniform Material)

Site Name: ONS - GWPP Date: 10/31/2007 Boring I.D. GM-13R Test Interval: 46.1' to 51.1' (Sound Rock)

Total Depth of Hole: 51.1 ft 1557.93 cm Length of Open Hole: 5 ft 152.44 cm Sc1 Transformation Ratio m=

Performed by: Scott Dacus Time (sec Head (cm) Permeability (cm/sec) Calculations 0 685.46 60 627.26 2.60E-04 d 2 lfl(2rnLjJ for )

120 609.97 8.18E-05 Kh = In __

180 603.23 3.25E-05 240 597.13 2.97E-05 K2 8.L. (t 2 -t 1 ) H2 300 591.55 2.75E-05 360 586.16 2.68E-05 Where:

420 581.07 2.551E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 576.25 2.44E-05 H, is the Piezometric Head for time; t = 1 (cm) 540 571.68 2.33E-05 1-12 is the Piezometric I-lead for time; t = t2 (cm) 600 567.41 2.19E-05 D is the Diameter of the Standpipe (cm) 900 549.42 1.89E-05 d is the diameter of the Open Length (cm),

1200 532.74 1.80E-05 m is the Transformation Ratio, Where 1500 515.00 1.98E-05 K=

K/- ,, Kh is the Horizontal Permeability 1800 500.34 1.69E-05 =Ar h lI K, is the Vertical Permeability 2400 477.80 1.35E-05 L is the Open Length of Hole (cm) 3000 454.05 1.49E-05 3600 431.62 1.48E-05 Snreadsheet assumes 3" ID Pioe: NO Hole. OD = 3" MEAN PERMEABILITY (cm/sec) 3.94E-05 Graph of Field Data Head vs Time 700.00 650.00 600,00.....-__

550.00 I 500.00 - ............... .....

450.00 -

400.00 ...

0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

CALCLeATION OF ERMEAtBILITYB)HE 'FALLING A 1T .,CA" Site Name: C)NS - GWPP Date: I 1/5/2007 Boring I.D. C3M-13R Test Interval: 43.5' to 46.2' (Soil/Saprolite)

Total Depth of Hole: 46.2 ft 1408.54 cm Length of Open Hole: 2 .7 ft 82.32 cm Transformation Ratio m= I Performed by: S cott Dacus Time (sec) Head (em) Permeability (cm/see) Calculations 0 632.07 60 623.45 6.21 E-05 m d 2.lfIn(2rnLJ for 120 617.96 3.99E-05 Kh = IInH 180 613.57 3.22E-05 8.L.(t 2 -tl) H 2 240 610.00 2.63E-05 300 606.52 2.58E-05 360 603.08 2.57E-05 Where:

420 599.70 2.54E-05 K, is the Horizontal Coefficient of Permeability (cm/sec) 480 596.43 2.46E-05 H, is the Piezometric Head for time; t = tq (cm) 540 593.26 2.41 E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 590.12 2.40E-05 D is the Diameter of the Standpipe (cm) 900 576.07 2.18E-05 d is the diameter of the Open Length (cm),

1200 563.54 1.99E-05 m is the Transformation Ratio, Where 1500 552.04 1.86E-05 = Kh-/K Am Kh is the Horizontal Permeability 1800 541.34 1.77E-05 K, is the Vertical Penneability 2400 521.34 1.70E-05 L is the Open Length of Hole (cm) 3000 503.84 1.54E-05 3600 491.46 1.12E-05 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cmlsec) 2.54E-05 Graph of Field Data Head vs Time 640.00 620.00 600.00 580.00

560.00 540.00 520.00 500.00.-- -------

480.00 - .I. ..

0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

LC',ALCULATIONý OF` PRMEABILITY B H ~LN EDMTO Site Name: ONS - GWPP Date: 10/31/2007 Boring I.D. GM-13R Test Interval: 46.1' to 56.11 (Sound Rock)

Total Depth of Hole: 56.1 ft 1710.37 cm Length of Open Hole: loft 304.88 cm Transformation Ratio m= I Performed by: Scott Dacus Time (sec Head (cm) Permeability (cm/sec) Calculations 0 732.47 2 L 60 679.33 1.31E-04 d' 2 . In for 1 D H4 120 668.05 2.91E-05 180 660.43 2.OOE-05 Kh In E 240 652.77 2.03E-05 8" L.(t -0 H2 300 645.79 1.87E-05 360 640.40 1.46E-05 Where:

420 636.31 1.11E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 632.77 9.69E-06 H, is the Piezometric Head for time; t = t1 (cm) 540 629.15 1.00E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 625.82 9.21 E-06 D is the Diameter of the Standpipe (cm) 900 607.29 1.05E-05 d is the diameter of the Open Length (cm),

1200 586.49 1.21 E-05 m is the Transformation Ratio, Where 1500 569.09 1.05E-05 m = K, Kh is the Horizontal Permeability 1800 556.83 7.57E-06 I K, is the Vertical Permeability 2400 530.79 8.33E-06 L is the Open Length of Hole (cm) 3000 501.49 9.87E-06 3600 475.61 9.21E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 2.01E-05 Graph of Field Data Head vs Time 750.00 700.00 650.00 U 600.00

"* 550.00 500.00 -"____

450.00 400.00 .

0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

PROJECT NAME AND NO.: ONS -GWPP BOREHOLE NO.: GM-13R LOCATION: Seneca, SC TEST INTERVAL: 51.9 to 57.9 bgs TEST DATE: 11/1/2007 TEST INTERVAL: 684.4 to 678.4 EL TESTED BY: Adam Jennings/Scott Dacus GROUND ELEV (ft MSL): 736.3 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD

REFERENCE:

Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q) Pressure (psi) Lugeons Permeability Permeability (gpm) Gauge Effective (ft/sec) (em/sec) 1 6.33 30 45 42 1.50E-05 4.6E-04 2 6.43 40 55 35 1.2E-05 3.8E-04 3 7.97 50 65 37 1.3E-05 4.OE-04 4 7.25 40 55 39 1.4E-05 4.3E-04 5 6.38 30 45 42 1.5E-05 4.6E-04 AVERAGE 39 1.4E-05 4.3E-04 SELECTED VALUES_ _ _

Rock Description of Tested Interval:

Moderately Fractured Granitic Gneiss With Intermittent Biotite Hornblende Gneiss TEST INTERPRETATION EFFECTIVE PRESSURE(psi) FLOW (gpm) 0 20 40 60 80 0 2 4 6 8 10 4 4. .t. *

- S- I- U d 2 62 z z _

H- 3 3 ut HU 4 4 - S- I- h 5

I l V9 ,

8.

7.

E06 I1 4~~

L* u I . . . I . I .

0 20 40 60 80 Effective Differential Pressure (psi)

Packer Test GM-13R Test 2 Redo Permeability Calculations Page I of 4

PERMEABILITY CALCULATIONS FOR CALCULATED PERMEABILITY FOR STEP I Gauge Pressure, h2. 30 psi 69.3 feet of water 3

Flow Rate, Q: 6.33 gpm 0.014 fi /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.3 feet of water Distance from pressure gauge to bottom of test section, h1 : 36.5 feet Value ofh1 : 36.5 feet Effective Head, H where H = hI+h2-L : 104.4 feet 45.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 80.4 feet X = (H/Tu)* 100 130.0 %

Tu/A 13.3 Determine Conductivity Coefficient H/r - Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) fl/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.50E-05 fl/sec 4.57E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2. 40 psi 92.4 feet of water Flow Rate, Q: 6.43 gpm 0.014 ft3/sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.3 feet ofwater Distance from pressure gauge to bottom of test section, ht: 36.5 feet Value of h1: 36.5 feet Effective Head, H where H = hl+h2-L : 127.5 feet 55.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 103.5 feet X = (H/Tu)*I00 123.3 %

Tu/A 17.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone 1.analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone 1 and using single or double packer - f/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) - f/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.25E-05 ft/sec 3.80E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-13R Test 2 Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2: 50 psi 115.5 feet of water 3

Flow Rate, Q: 7.97 gpm 0.018 ft /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.3 feet of water Distance from pressure gauge to bottom of test section, h,: 36.5 feet Value ofh1 : 36.5 feet Effective Head, H where H = hJ+h2-L : 150.6 feet 65.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated To = U-D+H 126.6 feet X = (H/Tu)*100 119.0 %

TW/A 21.0 -

Determine Conductivity Coefficient H/r Value for Zone I analysis A/l- Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ftusec cm/sec Calculate K if Zone 2 and using single packer (Method 1) fu/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec rcm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.3 1E-05 ftsec 3.99E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity)> 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, b2: 40 psi 92.4 feet of water 3

Flow Rate, Q: 7.25 gpm 0.016 fl /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.3 feet of water Distance from pressure gauge to bottom of test section, h1 : 36.5 feet Value ofhb: 36.5 feet Effective Head, H where H = hl+h2-L: 127.5 feet 55.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tit = U-D+H 103.5 feet X = (H/Tu)

100 123.3 %

Tt/A 17.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fulsec cm/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) fl/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.41 E-05 ft/sec 4.29E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity)> 10?? True, Test Valid Packer Test GM-1 3R Test 2 Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2. 30 psi 69.3 feet of water Flow Rate, Q: 6.38 gpm 0.014 fl3/sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.3 feet of water Distance from pressure gauge to bottom of test section, ht: 36.5 feet Value ofh1 : 36.5 feet Effective Head, H where H = hl+h2-L : 104.4 feet 45.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 80.4 feet X = (H/Tu)* 100 130.0 %

Tu/A 13.3 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Ct from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fl/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 1.5 1E-05 fl/sec 4.61 E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? Tnre, Test Valid Packer Test GM-13R Test 2 Redo Permeability Calculations Page 4 of 4

PROJECT NAME AND NO.: ONS - GWPP BOREHOLE NO.: GM-13R LOCATION: Seneca, SC TEST INTERVAL: 58.9 to 64.9 bgs TEST DATE: 11/1/2007 TEST INTERVAL: 677.4 to 671.4 EL TESTED BY: Adam Jenning s/Scott Dacus GROUND ELEV (ft MSL): 736.3 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD

REFERENCE:

Ground Water Manual, US Bureau of Reclamation, 1995. Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q) Pressure (psi) Lugeons Permeability Permeability (gpm) Gauge Effective (ft/sec) (cm/sec) 1 12.23 30 45 82 2.95E-05 9.OE-04 2 11.47 40 55 62 2.2E-05 6.8E-04 3 12.69 50 65 59 2.IE-05 6.4E-04 4 11.19 40 55 61 2.2E-05 6.6E-04 5 10.15 30 45 67 2.4E-05 7.3E-04 AVERAGE 66 2.4E-05 7.2E-04 SELECTED VALUES Rock Description of Tested Interval:

Moderately Fractured Granitic Gneiss With Intermittent Biotite Ilomblende Gneiss TEST INTERPRETATION EFFECTIVE PRESSURE(psi) FLOW (gpm) 0 20 40 60 80 0 2 4 6 8 10 12 14 4-I - - I - -

- i-d 2 d - I- - I- I-z I- 3 3

- I -

4 4

- I-5 I

5 - ----- II 14 12' 12.69 8I . . . 5. . . . . r- . . . I 6- I 4

4 j I I 2

01 0 20 40 60 5)]

Effective Differcntial pressure (psi)

Packer Test GM-13R Test I Redo Permeability Calculations Page I of 4

[PERkMEAýBIL,ýITY CALCULATIONS-F"OR >v

[EACH STEP OF TEST,,~_______ #6&ME CALCULATED PERMEABILITY FOR STEP I Gauge Pressure, h2: 30 psi 69.3 feet of water 3

Flow Rate, Q: 12.23 gpm 0.027 ft /sec Head loss per TEN foot section of pipe: 0.2 psi (per tables)

Head Loss, L: 1.3 psi 3.0 feet of water Distance from pressure gauge to bottom of test section, hj: 36.5 feet Value of hj: 36.5 feet Effective Head, H where H = hl+h2-L: 102.8 feet 44.5 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 71.7 feet X = (H/Tu)*l O0 143.3 %

Tu/A 11.9 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 2.95E-05 fl/sec 8.98E-04 cm/sec is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2: 40 psi 92.4 feet of water 3

Flow Rate, Q: 11.47 gpm 0.026 ft /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, hj: 36.5 feet Value ofh,: 36.5 feet Effective Head, H where H = hl+h2-L: 127.4 feet 55.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu - 1J-D+H 96.3 feet X = (H/Tu)* 100 132.3 %

Tu/A 16.0 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 2.23E-05 ft/sec 6.80E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-1 3R Test I Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2. 50 psi 115.5 feet of water Flow Rate, Q: 12.69 gpm 0.028 fi3/sec Head loss per TEN foot section of pipe: 0.2 psi (per tables)

Head Loss, L: 1.3 psi 3.0 feet of water Distance from pressure gauge to bottom of test section, h1 : 36.5 feet Value ofhj: 36.5 feet Effective Head, H where H = hI+h2-L: 149.0 feet 64.5 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu ý U-D+H 117.9 feet X = (H/Tu)* 100 126.4 %

Tu/A 19.6 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Ct from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 2.11 E-05 ft/sec 6.43E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2: 40 psi 92.4 feel of water 3

Flow Rate, Q: 11.19 gpm 0.025 f0/see Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, hi: 36.5 feet Value ofhj: 36.5 feet Effective 1lead, H where H = hJ+h2-L : 127.4 feet 55.2 psi Determine Saturation Zone:

Select-Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu ý U-D+H 96.3 feet X = (H/Tu)* 100 132.3 %

Tu/A 16.0 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Ct from Fig 10-7 for Zone I tests: Cu for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 2.17E-05 ft/sec 6.63E-04 cm/sec Is this step valid?

lf(Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet IsQ/a * (estimated porosity)> 10?? True, Test Valid Packer Test GM-13R Test I Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2: 30 psi 69.3 feet of water 3

Flow Rate, Q: 10.15 gpm 0.023 ft /sec Head loss per TEN foot section of pipe: 0.1 psi (per tables)

Head Loss, L: 0.6 psi 1.5 feet of water Distance from pressure gauge to bottom of test section, hl: 36.5 feet Value ofh1 : 36.5 feet Effective Head, H where H = h+h2-L: 104.3 feet 45.2 psi Determine Saturation Zone:

Select Zone 1, 2, or 3 3 Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+tt 73.2 feet X = (H/Tu)" 100 142.4 %

Tu/A 12.2 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 48 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests: Ct for Zone I Cs for Zone 2 and 3 tests: 72 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer fl/sec cm/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) fi/sec cm/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 2.41 E-05 t/see 7.34E-04 cm/sec Is this step valid?

If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section: 4.7 square feet Is Q/a * (estimated porosity) > 10?? True, Test Valid Packer Test GM-13R Test I Redo Permeability Calculations Page 4 of 4

Site Name: ONS-GWPP Test Date: 11/15/2007 Well Label: GM-13R Aquifer Thickness: 39.59 feet Screen Length: 10. feet Casing Radius: 1. Inches Effective Radius: 1.5 Inches Static Water Level: 33.56 feet Water Table to Screen Bottom: 34.59 feet Anisotropy Ratio: I Time Adjustment: 0. Seconds Test starts with trial 0 There are 72 time and drawdown measurements Maximum head is 1.738 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 11/15/2007 GM-1 3R 1 -

1 Bouwer and Rice parameter A = 3.8 Bouwer and Rice parameter B = 0.72 ln(Re/Rw) = 3.618929e+000 Analysis starts at time 12. Seconds Analysis ends at time 2.8 minutes 14 Measurements analyzed from 2 to 15 01 T

1 e M0 Hydraulic Conductivity = 1.643e-004 cm/sec Transmissivity = 1.713 meters,2ldayI I I I II I I I I I I I I I' I I I I I I I I I I1 I 00 05 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115120125130135140 Adjusted Time (minutes)

Annlvrsi. hv .Jlie. Peters nf R,MF Inc Ho is1 738 feet at 0 Seconds Anal PERMEABILITY 1.64 x 10-4 cm/sec

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-13R SS-1 I 8.5 to 10 ft bls Sample

Description:

F: Red and Brown, Micaceous, Clayey, Silty, Coarse to Fine Sand (SM) 100% i -- -

90%[

80%

70%o - '-

60%

50%

40%

30% - -

20%

10%

0% -

100 10 1 0.1 i 0.01 0.001 (0

Particle Size (mm) R

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 1.7% 63.6% 19.1% 15.6%

Adjusted for 0% 65% 19% 16%

Calculations-Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP 11M H S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234 ,$S&ME Boring No. GM-13R "1111 EXIANV\)

Boring Depth: 8.5 to 10 ft bls 1.1gw oritid poic

% Sand: 65% S/ 8, ck) ',di,

% Silt: 19% C.

% Clay: 16% 6 .

Estimated Specific Yield: 13%

SAINrY /rAY SILTY CLAY - 40)

SI)

.. ...... &0 Sill si.c (percenl)

FIGURE 4.11 Textural classification triangle for unconsolidated materials showing [Ie relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

L I1

-8 91 3 !

3 F

PCA151" I0 - --

j a

_IA --. "

61...... . ..... ... . .

Uj 1Ad34 a

W~' L cctq* *

-AL

~ ~i t ,

Estimated Porosity: 44.5%

Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-13R SS-8 43.5 to 45 ft bis Sample

Description:

MI: White, Tan, and Brown, Micaceous, Silty, Medium to Fine Sand (SM) 100%

90%

80%

70% ==

60%/

50% I" 40% -

30% \.

20%

10%

0%

100 10 N 1 0.1 ) rCD 0.01 0.001 Particle Size (mm) q

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 1.1% 78.9% 17.1% 3.0%

Adjusted for 0% 80% 17% 3%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Ms Oconee Nuclear Station - GWPP S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234 *S&mffl=E Boring No. GM-13R EXIIAN AT N Boring Depth: 43.5 to 45 ft bls 90. - ' .,.-l ,' ......iI

- jfPlfrv.I( I ,lj. )r i.:/t

% Sand: 80% /.. r h-t*u,.l 1,,

Sill 0.lil,23-l0. 104

% Silt: 17% .. /

4#\Y -.\ 7,0 o.114

% Clay: 3% 4- NI Estimated Specific Yield: 29% 2 S,\NDY/LIAY SCIJY CLAY 401 Sill sl/J2 (percenlt FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. lohnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

N ==ý .

I~i~b~It'C I'

A.04 JI I

ne-I ii~ -C--I

!: 4 a d ýj Jj3.j d

ýi d

Estimated Porosity: 42.5%

Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)

S&ME, Inc. 1. BORING AND SAMPLING ISINACCORDANCE 9751 Southern Pine Boulevard WITHASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRATION (N-VALUE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1.4 IN. ID. SAMPLER 1 FT Project: Oconee Nuclear Station Boring No. GM-14 Location: Seneca, SC Number: 1264-07-234 Sheet No. I of I Boring Depth (ft): 29.0 Elevation (ft): 719.6 Driller: Jay Little, SC Cert No. Date Drilled: 11/13/07 1B1575 I _________

Logged By: Scott Dacus Drilling Method: 4/4" H.S.A.

II Water Level: Stabilized Water Level at 18.50 ft bis Elev. Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) I ology Construction

\GRAVEL FILL (F): Reddish-Brown, Silty, CLAY SOIL/SAPROLITE (M1): Tan, White, and Brown, Micaceous, Silty, Medium to Fine SAND 25- f:

SOIL/SAPROLITE (MI): Black, White, and Gray, Micaceous, Silty, Medium to Fine SAND With Rock Fragmen t s

,ithologic Description Obtained Fri Boring Terminated at 29.00 ft bis

COMPLETION REPORT OF WELL No. GM-14 Sheet 1 of 1 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 18.50 ft bls LATITUDE: 34047'41.305" DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'30.305" DRILLING METHOD: 41/4" H.S.A.

TOP OF CASING ELEVATION: 722.62 DATE DRILLED: 11/13/07 DATUM: MSL LOGGED BY: Scott Dacus STRATA z0 WELL - o 0 I WELL CONSTRUCTION DETAILS O D T I n L w DESCRIPTION

- wj Lj (10 W PROTECTIVE CASING 0 0.00 1 GS 719.56 Diameter:

GRAVEL Type:

FILL (F): Interval:

Reddish-Brown, Silty, CLAY RISER CASING

-5 Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 13.43 ft bis GROUT 9.43 710.13 Type: Neat Cement

-10 Interval: 0 to 9.43 ft bls 11.43 708.13 SEAL Type: Bentonite

-15 Interval: 9.43 to 11.43 ft bls FILL (F): Brown, Micaceous, Silty, SAND FILTERPACK Type: #1 Silica Sand Interval: 11.43 to 28.43 ft bls FILL (F): Orange and -20 Brown, Clayey, SILT SCREEN Diameter: 2" Type: 0.010 Slotted PVC SOIL/SAPROLITE Interval: 13.43 to 28.43 ft bis (Ml): Tan, White, and Brown, -25 Micaceous, Silty, Medium to Fine SAND 27.93 691,63 LEGEND SOIL/SAPROLITE 28.43 691.13 I- (Ml): Black, White, 0

0 and Gray, Micaceous, 29.00 690.56 E FILTER PACK TOC TOP OF CASING GS GROUND SURFACE Silty, Medium to Fine BENTONITE BS BENTONITE SEAL 0~SAND With Rock (9 -- CEMENT GROUT FP FILTER PACK ragments TOP OF SCREEN TSC CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN 0 TOTAL DEPTH TD STATIC WATER LEVEL CG CEMENT GROUT

!m$* COMPLETION REPORT OF 0 $ S& m 0

0 ENGINEERING

TESTING 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-14 Sheet 1 of 1 ENVIRONMENTAL SERVICES

Site Name: ONS-GWPP Test Date: 11/14/2007 Well Label: GM-14 Aquifer Thickness: 14.93 feet Screen Length: 15. feet Casing Radius: 1. Inches Effective Radius: 3. Inches Gravel Pack Porosity: 30.00%

Corrected Casing Radius: 1.844 Inches Static Water Level: 18.5 feet Water Table to Screen Bottom: 9.93 feet Anisotropy Ratio: I Time Adjustment: 0. Seconds Test starts with trial 0 There are 74 time and drawdown measurements Maximum head is 2.223 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 11/14/2007 GM-14 1

Bouwer and Rice parameter A = 2.691 Bouwer and Rice parameter B = 0.4988 ln(Re/Rw) = 2.713531e+000 Gravel Pack Porosity: = 30. %

Corrected Casing Radius: = 1.844 Inches Analysis starts at time 30. Seconds Analysis ends at time 2.5 minutes 26 Measurements analyzed from 11 to 36 1 Points not plotted because head ratio <= 0.0 0 These points are not included in the analysis I

I e 002 Hydraulic Conductivity = 1.485e-003 cm/sec Transmissivity = 5.839 meters2/day 00 0 10 15 0 2I 0 I5 0 45 0 55 0 65 70 no 0,1 10 is 20 25 30 35, 40 45 "In 55 60 65 70 75 APusted Time (minutes)

Analv sis bv Julie Petersen of S&ME I Inc. Ho is 2,223 feet at 0 Seconds Analv PERMEABILITY 1.49 x 10-3 cm/sec

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITH ASTM D-1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N- VALUE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 14 [IN ID )SAMPI ER I FT Project: Oconee Nuclear Station Boring No. GM-14R Location: Seneca, SC Number: 1264-07-234 Sheet No. I of 2 Boring Depth (ft): 68.0 1

Elevation (ft): 719.6 Driller: Jay Little, SC Cert No.

B1575 r Date Drilled: 11/7/07 Logged By: Scott Dacus Water Level: Stabilized Water Level at 4.80 ft bls Drilling Method: 4/4" H.S.A.

Elev. Depth Lith- Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Material Description Construction FILL (F): Reddish-Brown, Silty, CLAY CI

?51 I

Micaceous, Silty, Medium to Fine SAND SOIL/SAPROLITE (Ml): Black, White, and Gray, 30- ItMicaceous, Silty, Medium to Fine SAND With Rock Fragments SOIL/SAPROLITE (M1): Tan, White, and Brown, Micaceous, Silty, Medium to Fine SAND

S&ME, Inc. 1. BORING AND SAMPLING IS IN A CCORDANCE 9751 Southern Pine Boulevard WITHJASTMD-1586.

Charlotte, North Carolina 28273 2. PENETRA TION (N- VALUE) IS THE NUMBER OF ENGINEERING

TESTING Telephone: 704-523-4726 BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO ENVIRONMENTAL SERVICES Fax: 704-525-3953 DRIVE 1/4 IP I D SAMPLER / FT Project: Oconee Nuclear Station Boring No. GM-14R Location: Seneca, SC Number: 1264-07-234 Sheet No. 2 of 2 Boring Depth (ft): 68.0 Elevation (ft): 719.6 Driller: Jay Little, SC Cert No. Date Drilled: 11/7/07 B1575 Logged By: Scott Dacus Water Level: Stabilized Water Level at 4.80 ft bls Drilling Method: 41/4" H.S.A.

Elev. Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)

(Feet) (Feet) ology Construction r .I Ai

-- 680 I WEATHERED ROCK (M2): When Sampled Becomes Tan, White, and Brown, Micaceous, Silty, Medium to

\Fine SAND Roller Cone Refusal at 39.80 ft bIs I SOUND ROCK (D): Medium-Grained BIOTITE HORNBLENDE GNEISS Staining Slightly Weathered, Moderately Fractured, Low Angle Joints With Moderate WEATHERED ROCK (M2): When Sampled Becomes I

-- 675 45- White and Brown, Micaceous, Silty, Medium to Fine SAND- (Core Loss)

SOUND ROCK (D): Medium-Grained GRANITIC

/

GNEISS With Intermittent Seams of BIOTITE HORNBLENDE GNEISS Moderately Fractured, Horizontal, Low Angle, and High Angle Joints With No Staining

-670 50 .

-665 55-

-660 60-

-655 65-Boring Terminated at 68.00 ft bls

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 4-Core Location: GM-14R 39 48 Horizontal Fracture. Mafies in Fracture NQ Cone. Auger Refusal at 39.80 11bls 40 49 -

Horizontal Fractures, No Staining End of Run #2. REC - 100%. RQD - 58%

41 50 -

Core Loss 42 51 -

Horizontal Frocture, Mafics in Fracture C.ore Loss Horizontal Fractures. No Staining 43 52 -

44 53 - End of Run #3. REC - 9W.75%, RQD - 98.75%

Horizontal Fractures, No Statning Fnd oftRun #1, REC - 40' %,RQD . 1l.60t% EXPLANATION 45 54 -

Concrete Granitic Gneiss 46 55 -

orizontal Fractures, No Staining UBiotite Hornblende Gneiss Horizontal Frature, No S taining orizontal Fracture, No Staining trizontal Fractures, Mafics in Fractures Core Loss 47 56 -

High Angle Fracture.No Staining Fracture orizontal Fracture. No Staining - End of Run Horizontal Fractures, No: Statining Contact Healed Joint 48 57 -

Page 1 of 2

FIELD ROCK CORE LOG Amok M M Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-14R 57 - 66 -

Horizontal Fracture, No Staining

[orizeontalFractures, Mafics in Fractures Horizontal Fracture, No Staining 58 tndof Run #4. REC. 95.4%. RQD - 84% 67 -

Horiontal Fracture, No Staining

-orirontal Fractures, No Staining Horizontal Fracture, No Staining End of Runt6, REC - 100%. ROD - 96%

59 68 - Coring Terminated at 68,Mt 11bls 60 loricontal Fractures, No Staining ligh Angle Fraclurcs. Some Weathering, No Staining 61 -

lorizontil Fracture. No Staining 62 loriontal Fracture. No Staining Inneontal Fracture. No Stainine EXPLANATION 63 nd of Ron #5. REC - 100l%,RQD - 77'a Concrete oniuct Intact Granitic Gneiss 64 lonzontat Fracture. No Staining

'ontact Intact U

Biotite Hornblende Gneiss orizeontal Fracture, No Staining, Mafies in Fracture Core Loss 65 Fracture

-End of Run Contact orizt,ontal Fracture, No Staining Healed Joint 66 Page 2 of 2

Sheet 1 of 2 COMPLETION REPORT OF WELL No. GM-14R PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 WATER LEVEL: Stabilized Water Level at PROJECT LOCATION: Seneca, SC 4.80 ft bls LATITUDE: 34°47'41.293" DRILLING CONTRACTOR: S&ME, Inc. LONGITUDE: 82053'30.362

DRILLING METHOD: 41/" H.S.A. TOP OF CASING ELEVATION: 722.59 DATE DRILLED:

11/7/07 DATUM: MSL LOGGED BY: Scott Dacus STRATA PROTECTIVE CASING Diameter:

Type:

Interval!

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 57.5 ft bls GROUT Type: Neat Cement Interval: 0 to 54 ft bls SEAL Type: K-packer Interval: 56.93 to 57.13 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 57.5 to 67.5 ft bls

-25 LEGEND and Gray, Micaceous, -30 EFILTER PACK TOC GS TOP OF CASING GROUND SURFACE Silty, Medium to Fine BENTONITE BS BENTONITE SEAL I SAND With White, (Ml): Black, Rock FP FILTER PACK CEMENT GRO )UT TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATE R LEVEL CG CEMENT GROUT COMPLETION REPORT OF S M ENGINEERING - TESTING Southern Pine Boulevard 975Charlotte, North Carolina 28273 WELL No. GM-14R

PROJECT: Oconee Nuclear Station GROUND SURFACE ELEVATION:

PROJECT NO: 1264-07-234 LOGGED BY: 719.6 PROJECT LOCATION: Seneca, SC CHECKED BY: Scott Dacus STRATA Z WELL z0 0 DETAILS 03 (.

uJ

-j W

(See Page 1) 54.00 665.63 56.93 662.70 57.13 662.50 Medium-Grained 57.50 662.13 GRANITIC GNEISS With Intermittent Seams of BIOTITE HORNBLENDE GNEISS; Moderately Fractured, Horizontal, Low Angle, and High Angle Joints With No Staining 67.00 652.63 67.50 652.13 68.00 651.63 LEGEND E FILTER PACK TOC GS TOP OF CASING GROUND SURFACE BENTONITE BS BENTONITE SEAL CEMENT GRO UT FP FILTER PACK TSC TOP OF SCREEN CUTTINGS / BACKFILL BSC BOTTOM OF SCREEN TD TOTAL DEPTH STATIC WATE.R LEVEL CG CEMENT GROUT COMPLETION REPORT OF S&ME ENGINEERING - TESTING 9751 Southern Pine Boulevard Charlotte, North Carolina 28273 WELL No. GM-14R

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Al- I I

Boring Number: GM-14R Sample No: I Depth (ft-bls): 8.5 - 10 Blow Count: 4*4*6 Sample No: 2 Depth (ft-bls): 13.5 - 15 Blow Count: 6*6*8 Sample No: 3 Depth (ft-bls): 18.5 - 20 Blow Count: 3*2* I Sample No: 4 Depth (ft-bls): 23.5 - 25 Blow Count: 8*7*6 Sample No: 5 Depth (ft-bls): 28.5 - 30 Blow Count: 10

26

14 Sample No: 6 Depth (ft-bls): 33.5 - 35 Blow Count: 8*7*8 Page 1 of 2

SPLIT SPOON SAMPLE PICTURES Oconee Nuclear Station - Groundwater Protection Project *SME S&ME Project No: 1264-07-234 Boring Number: GM-14R Sample No: 7 Depth (ft-bls): 38.5-40 No Recovery Blow Count: 50/1 Page 2 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 E

Core Location: GM-14R CLASSIFICATION:

39.80' to 41.10': Medium-Grained Biotite Homblende Gneiss 41.10'to44.10': Soil 44.10' to 68.00': Medium-Grained Granitic Gneiss With Intermittent Biotite Hornblende Gneiss Page 1 of I

CALCULATION OF PERMEABILITY BYTHE FALLING HEAD METHOD' pen Hole in Uniform Material) .:

Site Name: ONS - GWPP Date: 11/8/2007 Boring I.D. GM- 14R Test Interval: 39.8' to 44.8' (Weathered/Sound Rock)

Total Depth of Hole: 44.8 ft 1365.85 cm Length of Open Hole: 5 ft 152.44 cm Transformation Ratio m= I Performed by: Scott Dacus Time (see) Head (cm) Permeability (cm/sec) Calculations 0 579.02 2 )

60 523.66 2.94E-04 d 2 . In for 120 515.09 4.83E-05 D H f _ 4 180 506.52 4.91E-05 Kh = - *L( H.I 240 498.60 4.62E-05 8 L (t2 -tl )

300 493.11 3.24E-05 360 488.75 2.60E-05 Where:

420 484.09 2.81E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 480.18 2.37E-05 H, is the Piezometric Head for time; t = h (cm) 540 477.04 1.92E-05 F12 is the Piezometric Head for time; t = t2 (cm) 600 473.38 2.25E-05 D is the Diameter of the Standpipe (cm) 900 458.05 1.93E-05 d is the diameter of the Open Length (cm),

1200 448.02 1.30E-05 In is the Transformation Ratio, Where 1500 442.04 7.86E-06 m K/K Kh is the Horizontal Permeability 1800 436.13 7.89E-06[ T ,,-v I K, is the Vertical Permeability 2400 419.70 1.12E-05 L is the Open Length of Hole (cm) 3000 406.65 9.25E-06 3600 395.85 7.87E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 3.92E-05 Graph of Field Data Head vs Time 625.00 575.00 E 525.00 475.00 425.00 375.00 0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

CALCULATION OF PEfMEABILITY BY THE lFALING HEAD METHOD*

(Open Hole in Uniform Material)

Site Name: 0)NS - GWPP Date: I 1/7/2007 Boring I.D. GIM-14R Test Interval: 28.5' to 31.5' (Soil/Saprolite)

Total Depth of Hole: 3 1.5 ft 960.37 cm Length of Open Hole: 3 ft 91.46 cm Transformation Ratio m= I Performed by: Scott Dacus Time (sec) Head (cm) Permeability (cm/see) calculations 0 416.86 60 404.15 1.30E-04 nmL d2.l1.n 2Lj H

In HD for 120 394.09 1.06E-04 Kh =

180 385.95 8.77E-05 8.L.(t2 -t) H2 240 378.96 7.67E-05 300 372.93 6.75E-05 360 367.47 6.20E-05 Where:

420 361.01 7.46E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 356.25 5.57E-05 H, is the Piezometric Head for time; t = t1 (cm) 540 352.62 4.30E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 348.08 5.45E-05 D is the Diameter of the Standpipe (cm) 900 326.86 5.29E-05 d is the diameter of the Open Length (cm),

1200 313.57 3.49E-05 m is the Transformation Ratio, Where 1500 303.48 2.75E-05 Kh is the Horizontal Permeability m=V 1800 292.68 3.04E-05 In K, is the Vertical Permeability 2400 277.62 2.22E-05 L is the Open Length of Hole (cm) 3000 268.35 1.43E-05 3600 255.09 2.13E-05 Spreadsheet assumes 3" ID Pipe; NO Hole, OD = 3" MFAN Pl'RIMWA RTT .TTV (prnor]*a5 5.66E-05 Graph of Field Data Head vs Time 430.00 410.00 390.00 370.00 . ..

2.350.00 - --- ---- ---

330.00 310.00 290.00 270.00 250.00 .

0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (Open Hole in Uniform Material)

Site Name: ONS - GWPP Date: 11/8/2007 Boring I.D. GM-14R Test Interval: 39.8' to 49.8' (Weathered/Sound Rock)

Total Depth of Hole: 49.8 ft 1518.29 cm Length of Open Hole: 10 ft 304.88 cm Transformation Ratio m= I Performed by: Scott Dacus Time (sec) Head (cm) Permeability (em/see) Calculations 0 634.39 (2 L2 60 120 577.96 573.23 1.62E-04 1.43E-05 d=2* In 2mL -- H foro L) 180 569.24 1.22E-05 Kh =

In E d 240 565.73 1.07E-05 8. L (t) - 0 )

300 562.90 8.74E-06 360 560.55 7.27E-06 Where:

420 558.48 6.44E-06 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 556.40 6.47E-06 H1 is the Piezometric Head for time; t = h (cm) 540 554.70 5.34E-06 1-H2 is the Piezometric Head for time; t = t (cm) 600 552.84 5.84E-06 D is the Diameter of the Standpipe (cm) 900 542.38 6.64E-06 d is the diameter of the Open Length (cm),

1200 532.26 6.55E-06 m is the Transformation Ratio, Where 1500 523.81 5.56E-06 m = K/K Kh is the Horizontal Penneability 1800 515.98 5.24E-06 J"m l K, is the Vertical Permeability 2400 506.13 3.35E-06 L is the Open Length of Hole (cm) 3000 497.01 3.16E-06 3600 483.60 4.76E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 1.61E-05 Graph of Field Data Head vs Time 655.00 635.00 615.00 595.00 575.00 ------ ---

535.00 ------------------------------

515.00 495.00 475.00 0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)

Site Name: ONS-GWPP Test Date: 11/14/2007 Well Label: GM-14R Aquifer Thickness: 67.7 feet Screen Length: 10. feet Casing Radius: 1. Inches Effective Radius: 1.5 Inches Static Water Level: 4.8 feet Water Table to Screen Bottom: 62.7 feet Anisotropy Ratio: I Time Adjustment: 12. Seconds Test starts with trial 2 There are 148 time and drawdown measurements Maximum head is 0.334 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method ONS-GWPP Bouwer and Rice Graph 11/14/2007 GM-14R 1 -

Bouwer and Rice parameter B = 0.72 tn(Re/Rw) = 3.881818e+000

- *

i~ * *m** Analysis starts Bouwer and Rice at parameter time 108. Seconds A = 3.8 Analysis ends at time 35. minutes 99 Measurements analyzed from 19 to 117 01 01 1 e)0O Hydraulic Conductivity = 1.888e-005 cmnsec Transmissivity = 0.3367 meters2/day 0

Adjusted Time (Hours)

Analysis by Julie Petersen of S&ME, Inc. Ho is 0 334 feet at 12 Seconds PERMEABILITY 1.89 x 10"5 cm/sec

PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.: Sample No.: Depth:

GM-14R SS-1 I 8.5to 10 ft bis Sample

Description:

F: Reddish-Brown, Silty, Clayey, Coarse to Fine Sand (SC) 100%

90%--

80%--

70% ....

60% -.-

50% --- __ 0L C-I-40% ..-

30% - -

20% -

10%- _-

0%

100 10 N 1 0.1 La 0.01 0.001 Particle Size (mm) q 0 0

> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm <0.004 mm From Graph: % Gravel % Sand % Silt % Clay 1.1% 50.9% 11.5% 36.6%

Adjusted for 0% 51% 12% 37%

Calculations Notes:

Grain size distribution taken from grain size with hydrometer data located in Appendix II.

Gravel, sand, silt and clay sizes based on Wentworth Scale.

S&ME Project:

Oconee Nuclear Station - GWPP J S=M S&ME Project No.:

1264-07-234

FETTER AND BEAR DIAGRAMS S&ME PROJECT: Oconee Nuclear Station - GWPP S&ME PROJECT NO.: 1264-07-234 S&ME Boring No. GM-14R 113(1 Boring Depth: 8.5 to 10 ft bls 3 ',,. E( 3 U.\I S/Iir.i Itl.HI I slt~

'rr~l lii;

% Sand: 51% - .

S ill 0).01,2 (1t.00q4

% Silt: 12% C0

% Clay: 37%

Estimated Specific 50 Yield: 3.5%* 4' Y CLYSLTY LAY4(l EsiaedVle- ,fS CA ,I*

- r CLA ,- - *- .

Z' $ ,

Sill sizc (percen)l FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.

A 0

, POROSITY 30:

20' 21'-

I 10:

5.

t3 I ga ;jZ -1 - -i3=

"a d

Estimated Porosity: 48%**

-Based on Table of Selected Values of Porosity, Specific Yield and Specific Retention, USGS Water Supply Paper 2220.

Variation of Porosity, Specific Yield, and Specific Retention wilh Grain Size (after Bear, 1972)

ML102010541

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