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

S8ME ENGINEERING

TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN ACCORDANCE 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) I Depth (Feet) I Lith-ology Well Construction Penetration Resistance (Blows/Foot)

-780 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

ew ý1mm ENGINEERING

TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN ACCORDANCE WITHIASTMD-1586.

2. PENETRA TION (N-VAL UE) 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. 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.

(Feet)

Depth (Feet)

Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 10 C

-745

-740 FILL (F):

Brown and Gray, Micaceous, Silty, Medium to Fine Sandy, CLAY ge, Tan, and Red, Coarse to Fine Sandy, 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 PROJECT LOCATION: Seneca, SC DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

S&ME, Inc.

Mud Rotary 10/8/07 WATER LEVEL: Stabilized Water Level at 33.32 ft bls LATITUDE: 34047'40.524r' LONGITUDE: 82053'48.389' TOP OF CASING ELEVATION: 780.36 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:

Interval:

Neat Cement 0 to 24 ft bls SEAL Type:

Interval:

Bentonite 24 to 26 ft bls FILTERPACK Type: #1 Silica Sand Interval: 26 to 43.3 ft bls SCREEN Diameter:

Type:

Interval:

J 2"

0.010 Slotted PVC 28 to 43 ft bls 24.00 26.00 LEGEND El FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT STATIC WATER LEVEL ENGINEERING. TESTING COMPLETION REPORT OF WELL No. GM-9 9751 Southern Pine Boulevard Charlotte, North Carolina 28273

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 780.6 CHECKED BY: Julie Petersen STRATA z

WELL o

o DESCRIPTION DETAILS WELL CONSTRUCTION DETAILS ui*

-J

-i DESRIPIO wo 0

L w

(See Page 1)

FILL (F):

Brown and Gray, Micaceous, Silty, Medium to Fine

kSandy, CLAY FILL (F): Red and Gray, Silty, High Plasticity CLAY FILL (F): Orange, Tan, and Red, Coarse to Fine Sandy, CLAY 35

-40 42.50 43.00 43.30 738.10 737.60 737.30 U) 0~

aD CD W

W, LEGEND EFILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL Y

STATIC WATER LEVEL Toc GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT 0£ W

CD COMPLETION REPORT OF cc 9751 Southern Pine Boulevard WELL No. GM-9 0

S 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

ENGINEERING o TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN ACCORDANCE WITHASTMD-1586.

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

Project:

Oconee Nuclear Station Boring No. GM-9R Location:

Seneca, SC Number:

1264-07-234 I

Sheet No. I 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 Klemt Water Level:

Stabilized Water Level at 30.43 ft his Drilling Method: Mud Rotary Elev.

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

+

-I-,

-780 I

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

$&IYI ES&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 ENGINEERING

TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953

1. BORING AND SAMPLING IS INA CCORDANCE WITH ASTM D-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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.

(Feet)

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

-745

-740

-735

-730

-725

-720

-715 Fine Sandy, CLAY FILL (F): Orange, Tan, and Red, Coarse to Fine Sandy, CLAY 45 SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Slightly Clayey, Silty, Coarse to Fine SAND 50-55-60-65-

-.. °iSOIL/SAPROLITE (M 1): Brown, Very Micaceous, Fine

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

'IIIII

ENGINEERING

TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS INA CCORDANCE WITH ASTM D-1586.

2. PENETRA TION (N-VAL UE) 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-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.

(Feet)

Depth (Feet)

Lith-ology Material Description

-710

-705 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 Well Construction Penetration Resistance (Blows/Foot)

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 I

I PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained BIOTITE HORNBLENDE

\\GNEISS; Intensely Fractured Low Angle and High

[Angle Joints With No Staining

/

i PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEISS 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 S&ME Project No: 1264-07-234 Core Location: GM-9R 9

F11

,ject 4-

) Coring - Augcr Refissal at 9.80 f bls 10

- 75%, RQD - 58%

11 12 Loss - Soil 13 14 18 19 20 21 F

22 N

23 24 25 26 27 oae Loss - Soil lns of Run #3, REC - 24%. RQD - 0%

tegin Mud Rotary at 20.40 R bls ill Soil Recovered in Core Loss - Soil IQ Core - Roller Cone Refusal at 22.20 fIt bls (Stat Run #4)

Core Loss - Soil ore Loss - Soil Core Loss - Soil 15 Loss - Soil

- 56%. RQD - 43%

16 fore Loss - Soil ind of Run 04, REC-44%, RQD - 14%

fore Loss - Soil Quatzf Frtagment EXPLANATION Concrete Granitic Gneiss Biotite Hornblende Gneiss Core Loss Fracture End of Run Contact Healed Joint

- Soil 17 18 Page 1 of 4

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-9R tsam 27 28 29 30 31 32 33 34 35 36

'ore Loss - Soil more Loss - Soil End of Run #5, REC - 52%, RQD - 38%

36 37 38 39 40 41 42 Soil 43 EXPLANATION Concrete Granitic Gneiss Biotite Hornblende Gneiss m

Core Loss Fracture

-End of Run Contact Healed Joint 44

-ASoil 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 46 54 55 47 48 56 57 EXPLANATION 49 50 58 59 51 60 61 tgin Run #6 tensely Fractured and Weathered EE Concrete Granitic Gneiss Biotite Hornblende Gneiss Core Loss Fracture End of Run Contact Healed Joint 53 62

)etaett tIntact 54 63 Page 3 of 4

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-9R A&Mk M Mý WMANIMVEM 63 64~

65 66-67-68-69 70-71-72-ContacLt Intact End of Run #6W REC - 94.3%. RQD - 35.5%

High Angle Fraunire. Staining Contact Intact End of Ron #7, REC - 94%, RQD - 89%

72 73 74 75 76 77 78 79 80 ontaci Intact nd of Run #8, REC - 100%, RQD -41.2%

ont1act Itc

-o Maric Banding EXPLANATION Concrete m

Granitic Gneiss U

Biotite Hornblende Gneiss Core Loss Fracture End of Run Contact Healed Joint omg Maric Banding of Run #9. REC - 100%. ROD - 46%

inn Terminated at 80.30 0t bls OI Page 4 of 4

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

DRILLING METHOD:

DATE DRILLED:

S&ME, Inc.

Mud Rotary 10/2/07 LATITUDE: 34047'40.463

LONGITUDE: 82053'48.364' TOP OF CASING ELEVATION: 780.19 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:

Interval:

Neat Cement 0 to 66 ft bis SEAL Type:

Interval:

K-packer 67.9 to 68.1 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter:

Type:

Interval:

21 0.010 Slotted PVC 68.7 to 73.7 ft bls LEGEND FILL (F): Brown, Fine Sandy, Silty, CLAY With Rock Fragments, Roots, and Wood El FILTER PACK BENTONITE CEMENT GROUT TOC GS BS FP TSC BSC TD TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CUTTINGS / BACKFILL STATIC WATER LEVEL FS&E 9751 Southern Pine Boulevard 5

M Charlotte, North Carolina 28273 FNflNEERING. TESTING COMPLETION REPORT OF WELL No. GM-9R

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 780.4 CHECKED BY: Courti Withers/[

STRATA WELL DETAILS I 0

0z 0w3

.J z0

_Jw (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 Becomes Tan, Silty, Fine SAND PARTIALLY WEATHERED/FRACT ROCK (WF):

Medium-Grained GRANITIC GNEISS ith Intermittent Medium-Grained 66.00 V

67.90 68.10 68.70 73.20 73.70 75.00 LEGEND FILTER PACK BENTONITE CEMENT GRO CUTTINGS / B STATIC WATEI UT TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT ACKFILL R LEVEL

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

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 780.4 CHECKED BY: Courtney Withers/C STRATA z

WELL o

o0

-j I.

F--

O DETAILS W

,,.X WELL CONSTRUCTION DETAILS DESCRIPTION L

>- up-_coo w

(See Page 1)

GRANITIC GNEISS With Intermittent BIOTITE HORNBLENDE GNEISS; Slightly Fractured, Low Angle and High Angle Joints With Moderate to No Staining PARTIALLY WEATHERED/FRACT 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 ROCK (WF):

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

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

ýractured, Low Angle Joints With No Staining (continued) 7T-80 I

I 80.30 700.12 RED RED RED U) 0 0

0 LEGEND D FILTER PACK E BENTONITE

] CEMENT GROUT

]CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT 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:

Depth (ft-bls):

Blow Count:

I 3.6-5.1 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 Core Location: GM-9R

SW14 Page 1 of 2

ROCK CORE PICTURES Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-9R

'IV&-mumE 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.:

LOCATION:

TEST DATE:

TESTED BY:

GROUND ELEV (ft MSL):

ONS - GWPP Seneca, SC 10/4/2007 BOREHOLE NO.:

GM-9R TEST INTERVAL:

66.9 to 71.9 bgs TEST INTERVAL:

713.5 to 708.5 EL Jay Little/David Klemm 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 TEST INTERPRETATION 3.77 66.9 33.72 EFFECTIVE PRESSURE(psi) 0 20 40 60 80 FLOW (gpm) 0.4 0.6 0

0.2 0.8 I

Ml t3 5-I I.8 0.6-5 0.4 0'8~5 0.2 0i I

z I-I-

3 4

5 MEM

-II 0

20 40 60 Effeotitv Diftrrcnfiat Prcssurc (psi) s0 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.

Select Zone 1, 2, or 3 Tu = U-D+H X = (H/Tu)* 100 Tu/A 30 30 30 30 30 30 30 30 0.29 0.0 0.0 33.7 33.7 103.0 psi gpm psi psi

'feet feet feet feet 3

61.1 168.7 12.2 69.3 feet of water 0.001 fl3/sec (per tables) 0.0 feet of water 44.6 psi Zones I and 2 are unsaturated, 3 is saturated 0.29 Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec 0.32 cm/sec 2.39E-05 cm/sec 40 40 40 40 40 40 40 Calculate K if Zone 2 and using single packer (Method 1)

Calculate K if Zone 2 and using double packer (Method 2)

Calculate K if Zone 3 and using single packer (Method 1)

Calculate K if Zone 3 and using double packer (Method 2) 50 50 40 64

- ft/sec ft/sec ft/sec ft/sec 7.84E-07 ft/sec 50 Calculate a, the total open area of the test sectton:

50 Is Q/a *(estimated porosity)> 10??

3.9 square feet True, Test Valid 50 50 50 Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, ht:

40 40 40 40 To = U-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient 30 30 30 30 40 0.32 0.0 0.0 33.7 33.7 126.1 psi gpm psi psi feet feet feet 92.4 feet of water 0.001 fl3/sec 0.86 0.0 feet of water 54.6 psi Zones I and 2 are unsaturated, 3 is saturated 0.8 3

84.1 feet 149.9 16.8 40 Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer fi/sec Calculate K if Zone 2 and using single packer (Method 1) fl/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 7.07E-07 ft/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:

Is Q/a * (estimated porosity) > 10??

Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 0.5 cm/sec cm/sec cm/sec 2.15E-05 cm/sec 8

3.9 square feet True, Test Valid Packer Test GM-9R Test 2 Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2l Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, ht:

Value ofh1 :

Effective Head, H where H = hf+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+4 H X = (H/Tu)*100 Tu/A Determine Conductivity Coefficient H/r A/H 50 psi 0.86 0.0 0.0 33.7 33.7 149.2 gpm psi psi feet feet feet 3

107.2 feet 139.1 21.4 115.5 feet of water 0.002 f&3/sec (per tables) 0.0 feet of water 64.6 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 4.89E-05 cm/sec A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method I) f/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.6 IE-06 ft/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:

Is Q/a * (estimated porosity) > 10??

3.9 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, h1:

Value ofh]:

Effective Head, H where H = hJ+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+H X = (H/Tu) *100 Tu/A Determine Conductivity Coefficient H/r 40 psi 0.80 gpm 0.0 psi 0.0 psi 33.7 feet 33.7 feet 126.1 feet 3

84.1 feet 149.9 16.8 92.4 feet of water 0.002 ft3/sec (per tables) 0.0 feet of water A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone 1 and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.77E-06 ft/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:

Is Q/a * (estimated porosity) > 10??

54.6 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 5.39E-05 cm/sec 3.9 square feet True, Test Valid Packer Test GM-9R Test 2 Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hi:

Value of h1:

Effective Head, H where H = hl+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H A/r 30 psi 0.58

. gpm 0.0 psi 0.0 psi 33.7 feet 33.7 feet 103.0 feet 3

61.1 feet 168.7 12.2 69.3 feet of water 0.001 fW 3/sec (per tables) 0.0 feet of water 44.6 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 4.78E-05 cm/sec 3.9 square feet True, Test Valid 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.57E-06 fl/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:

Is Q/a * (estimated porosity) > 10??

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

PROJECT NAME AND NO.:

LOCATION:

TEST DATE:

TESTED BY:

GROUND ELEV (ft MSL):

ONS - GWPP Seneca, SC 10/4/2007 BOREHOLE NO.:

GM-9R TEST INTERVAL:

71.9 to 76.9 bgs TEST INTERVAL:

708.5 to 703.5 EL Jay Little/David Klemm 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) 0 20 40 60 80 FLOW (gpm) 0 0.01 0.02 0.03 0.04 0.05 0.06 2

3 4

5I I -

-I I -

In I -

I -

+

.~-

z LU 2

3 4

5

-I

-I t

_=

0.06 0.05 0

0.041 0,03

0. 3 0.02 0.O I

0 20 40 60 Effective Differential Pressure (psi) 80 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.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hl:

Value of h1:

Effective Head, H where H = hl+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+H X = (HITu)* 100 Tu/A Determine Conductivity Coefficient H/r 40 psi 0.03 gpm 0.0 psi 0.0 psi 33.7 feet 33.7 feet 126.0 feet 3

79.1 feet 159.4 15.8 92.4 feet of water 0.000 fl3/sec (per tables) 0.0 feet of water 54.6 psi Zones I and 2 are unsaturated, 3 is saturated 0.03 Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 rcm/sec cm/sec 0.04 cm/sec 2.02E-06 cm/sec A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 6.63E-08 ft/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:

Is Q/a * (estimated porosity) > 10??

3.9 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, h1 :

Value of hb:

Effective Head, H where H = hl+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+H X = (H-l/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r 50 psi 0.04 gpm 0.0 psi 0.0 psi 33.7 feet 33.7 feet 149.1 feet 115.5 feet of water 0.000 ft3/sec 0.05 0.0 feet of water 3

102.2 145.9 20.4 feet A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 7.47E-08 ft/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:

Is Q/a * (estimated porosity) > 10??

64.6 psi Zones I and 2 are unsaturated, 3 is saturated 0

Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 0.02 cm/sec cm/sec cm/sec 2.28E-06 cm/sec 3.9 square feet 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 Flow Rate, Q:

0.05 gpm Head loss per TEN foot section of pipe:

0.0 psi Head Loss, L:

0.0 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 125.3 feet X = (H/Tu)*100 137.5 Tu/A 25.1 Determine Conductivity Coefficient H/r A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer fl/sec Calculate K if Zone 2 and using single packer (Method 1) fl/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 8.08E-08 ft/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:

Is Q/a * (estimated porosity) > 10??

138.6 feet of water 0.000 fl3/sec (per tables) 0.0 feet ofwater 74.6 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 2.46E-06 cm/sec 3.9 square feet Trne, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

50 psi 0.00 gpm 0.0 psi 0.0 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 102.2 feet X = (H/Tu)*100 145.9 Tu/A 20.4 Determine Conductivity Coefficient H/r A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer fl/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 0.OOE+00 ft/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:

Is Q/a * (estimated porosity) > 10??

115.5 feet of water 0.000 fl3/sec (per tables) 0.0 feet of water 64.6 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 0.OOE+00 cm/sec 3.9 square feet True, Test Valid Packer Test GM-9R Test I Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2, Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

40 psi 0.02 gpm 0.0 psi 0.0 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 79.1 feet X = (H/Tu)* 100 159.4 Tu/A 15.8 Determine Conductivity Coefficient H/r A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 4.42E-08 ft/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:

Is Q/a * (estimated porosity) > 10??

92.4 feet of water 0.000 fl3/sec (per tables) 0.0 feet of water 54.6 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 1.35E-06 cm/sec 3.9 square feet 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 10/15/2007 1

Bouwer and Rice Graph GM-9R 01

'i 1 o4-00 Bouwer and Rice parameter A = 2.7 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 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis Hydraulic Conductivity = 6.857e-005 cm/sec Transmissivity = 0.8717 meters2/day I

20 0

10 15 25 30 35 40 Adjusted Time (minutes)

Ho is 2.053 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.

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%

1 A 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 7.i I,

CIU :

ti.

% Sand:

56%

Par,it,t, i,

..u.

Sill 1.tlQ2 j-4i)l1i4

% Silt:

17%

.0

,:ctV 1).)11

/

CL*tY

% Clay:

27%

Estimated Specific 50 Yield:

5%

.\\ SANIY. AY SILTY CLAY 40)

Sill stu (perce.l.

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 a

A0.

M PAOSITY 2s.5 0 1 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

v*

EXI'.,\\N..fI, )N, Boring Depth:

37.7 to 38.2 ftbls

..,biI hInfotv.I0 /,atn d

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.

a I

33 25 IO 15 d0 POAOSITY 1

!it X=

_j 31

. a dw US W3 c3c cc

151,

b.

LZ 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%

fi 70%

60%

(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 I

.l lt I

)'+ '~

% Sand:

84%

Hit Pa

/

._.'1,.n ij

% Silt:

14%

11 qLAY

% Clay:

2%

h 0 V/.

Estimated Specific Yield:

30%

SANQ CL.AY SILT CLA4

-V:,,

"*'CL/\\CL" Y-\\

N

~/0*

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 21-45:

EN II SPECIFIC R£TENT" d

Estimated Porosity:

42%

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

ENGINEERING ° TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS INACCORDANCE 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. 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-Mti D

Well Penetration Resistance (Blows/Foot)

Material Description0c

-735

-730

-725

-720

-715

-710 5-PRE-DUG HOLE FOR UTILITY CLEARANCE:

FILL 10-15-20-25-30 FILL (F): Brown, Micaceous, Clayey, Silty, Medium to

Micceos, edim to Fine Sandy, SILT SOIL/SAPROLITE (M 1): Reddish-Orange, Micaceous, Clayey, SILT IIIIIII11 Y

m SOIL/SAPROLITE (Ml): Orange, Micaceous, Clayey, SILT With Manganese Nodules 6 'i I i f !

/ 7 /

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

\\Micaceous, Silty, Medium to Fine SAND SOIL/SAPROLITE (M 1): Orange, Micaceous, Clayey, 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

/-

/

COMPLETION REPORT OF WELL No. GM-10 Sheet 1 of 2 PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 PROJECT LOCATION: Seneca, SC WATER LEVEL: Stabilized Water Level at 6.00 ft bls DRILLING CONTRACTOR: S&ME, Inc.

DRILLING METHOD: 41/4" H.S.A.

DATE DRILLED: 10/25/07 LATITUDE: 34047'38.220

LONGITUDE: 82053'40.225

TOP OF CASING ELEVATION: 737.89 DATUM: MSL LOGGED BY: Scott Dacus STRATA z

WELL 0

0

-0 DETAILS

s.

WELL CONSTRUCTION DETAILS DESCRIPTION O io

>- 1 Lu-I

.J C,,

ow w

PRE-DUG HOLE FOR UTILITY CLEARANCE:

FILL FILL (F): Brown, Micaceous, Clayey, Silty, Medium to Fine AND SOIL/SAPROLITE (Ml): Red, Tan, and Brown, Micaceous, Medium to Fine

Sandy, SILT SOIL/SAPROLITE (M1):

Reddish-Orange, Micaceous, Clayey, SILT SOIL/SAPROLITE (Ml): Orange, Micaceous, Clayey, SILT With Manganese Nodules SOIL/SAPROLITE (Ml): White, Brown, and Gray, Micaceous, Silty, Medium to Fine SAND SOIL/SAPROLITE (Ml): Orange, Micaceous, Clayey, SILT With 0

-35

-10

-15

-20

-25

-30 0.00 1 GS 735.271 PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 13.8 ft bis 9.80 11.80 28.30 28.80 30.00 725.47 723.47 706.97 706.47 705.27 GROUT Type:

Interval:

SEAL Type:

Interval:

Neat Cement 0 to 9.8 ft bls Bentonite 9.8 to 11.8 ft bis FILTERPACK Type: #1 Silica Sand Interval: 11.8 to 28.8 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 13.8 to 28.8 ft bls oo LEGEND D

FILTER PACK E BENTONITE

]CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT

amm1 COMPLETION REPORT OF x

9751 Southern Pine Boulevard WELL No. GM-10

_ $ S i

E Charlotte, North Carolina 28273 Z

ENGINEERING - TESTING Sheet 1 of 2 0

ENVIRONMENTAL SERVICES

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 735.3 CHECKED BY: Scott Dacus STRATA z

WELL 0

0 0

T-0 o" I-DETAILS (9

WELL CONSTRUCTION DETAILS (i

DESCRIPTION

-j

-)

0 (See Page 1)

Manganese Staining and White, Medium to Fine Sand Seam at 29.90 ft bls I'

.4 I.

4-on z

0 a-w cC LEGEND E

FILTER PACK I

BENTONITE

] CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT w

SEWCOMPLETION REPORT OF z*

9751 Southern Pine Boulevard WELL No. GM-1 tw

$ SuM Charlotte, North Carolina 28273 ENGINEERING - TESTING 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 0 1 I

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

ENGINEERING - TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITH ASTM D-1586.

2. PENETRA TION (N-VAL UE) 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-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.

(Feet)

Depth (Feet)

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

-735

-730

-725

-720

-715

-710

-705 PRE-DUG HOLE FOR UTILITY CLEARANCE:FILL FILL (F): Brown, Micaceous, Clayey, Silty, Medium to

,Fine SAND r

SOIL/SAPROLITE (Ml): Red, Tan, and Brown, Micaceous, Medium to Fine Sandy, SILT 10-15-20-25-30 SOIL/SAPROLITE (Ml): Reddish-Orange, Micaceous,

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

/

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

\\Micaceous, Silty, Medium to Fine SAND SOIL/SAPROLITE (MI): Orange, Micaceous, Clayey,

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

U

~

U -

~

L -

S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 ENGINEERING

TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953

1. BORING AND SAMPLING IS INACCORDANCE WITH ASTMAD-1586.

2. PENETRA TION (N-VALUE) IS TIHE NUMBER OF BLOWS OF 140 LB. IHAMMER FALLING 30 IN. REQUIRED TO 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

-695

-690

-685

-680

-675

-670 40-45-50-M 18 24 SOIL/SAPROLITE (Ml): Black and Orange, Silty, Medium to Fine SAND With Manganese Staining SOIL/SAPROLITE (Ml1): Tan and White, Micaceous, Silty, Medium to Fine SAND 17 55-60-SOIL/SAPROLITE (M l): Black and Tan, Micaceous, Silty, Medium to Fine SAND Auger Refusal at 61.20 ft bis Resume Auger Drilling at 61.40 ft bis ROCK LENSE: Medium-Grained GRANITIC GNEISS i

WEATHERED ROCK (M2): When Sampled Becomes Black and Tan, Micaceous, Silty, Medium to Fine SAND Auger Refusal at 70.00 ft bis w

ENGINEERING - TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN ACCORDANCE 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-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.

(Feet)

Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot) 0 50 10C

-665

-660

-655

-650 WEATHERED ROCK (M2): When Sampled Becomes Black and Tan, Micaceous, Silty, Medium to Fine SAND; Mostly Core Loss WEATHERED ROCK (M2): Few Small Pieces of Medium-Grained GRANITIC GNEISS Recovered; Mostly Core Loss due to Soil Seams i

i i

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

Boring Terminated at 88.00 ft bls

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Am*dW MLýl WmAmmill"m Core Location: GM-10R 70 NQ Core - Auger Refiusal Horizontal Fracture, No S Felsic Rich Core Loss 71 l -

Horizontal Fracture, No S Horizontal Fractures, No 72 73 74 Core Less 75 j End of Run #l. REC-40 Horizontal Fraciturs. No 76 Core Los, 77 78 9Core Loss 79 at 70.001 Il bhn taining tatrning Staining 79 -

80 -

81 82 -

83 -

84 85 -

86 -

87 -

ore Loss od of Run #2, REC - 13.6%. RQD - 0%

orirontat Fracture, No Staining orirontal Fractures, No Staining orizontal Fracture, No Staining, Muscovite in Fracture Horizontal Fractures, No Staining End of Run #3, REC - 94%, RQD -65%

High Angle Fracture. Slight Staining Horizontal Fractures, No Staining

ý2%. RQD - 27.4%

Staining Horizontal Fractures, No Staining Horizontal Fractures. No Staining Vertical Fracture Moderately Healed High Angle Fracture, No Staining Horizontal Fracture. No Staining Horizontal Fractures. No Staining End of Run 04. REC - 90.6%, RQD - 34.4%

Coring Terminated at 88.10 fl bls EXPLANATION Concrete Granitic Gneiss Biotite Hornblende Gneiss Core Loss Fracture End of Run Contact Healed Joint OO Page 1 of I

COMPLETION REPORT OF WELL No. GM-1 OR Sheet 1 of 3 PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC WATER LEVEL: Stabilized Water Level at 7.59 ft bls DRILLING CONTRACTOR: S&ME, Inc.

DRILLING METHOD:

41/4" H.S.A.

DATE DRILLED: 10/22/07 LATITUDE: 34047'38.229

LONGITUDE: 82053'40.175' TOP OF CASING ELEVATION: 737.91 DATUM:

MSL STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 83 ft bis GROUT Type:

Interval:

Neat Cement 0 to 80 ft bls SEAL Type:

Interval:

K-packer 82.43 to 82.63 FILTERPACK Type:

Interval:

SCREEN Diameter:

Type:

Interval:

2" 0.010 Slotted PVC 83 to 88 ft bls wi LEGEND II PllLy, IVIUUIII LU FIIV SAND ISOIL/SAPROLITE E

FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BAC STATIC WATER L TOC GS BS FP TSC BSC TD TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH KFILL EVEL 9751 Southern Pine Boulevard S ay.. Charlotte, North Carolina 28273 COMPLETION REPORT OF WELL No. GM-10R

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 735.3 CHECKED BY: Scott Dacus STRATA WELL DETAILS "1-0 0z

-J z

0

-jw (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 Tan, Micaceous, Silty, Medium to Fine

SAND, Mostly Core LEGEND D FILTER PACK BENTONITE

]

CEMENT GRO

]CUTTINGS / B1 STATIC WATE UT TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT ACKFILL R LEVEL

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

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 735.3 CHECKED BY: Scott Dacus STRATA WELL CONSTRUCTION DETAILS (See Page 1)

U) 0~

LU Er UJ LEGEND E

FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT w

0 COMPLETION REPORT OF z

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 S&ME Project No: 1264-07-234 Boring Number:

GM-10R 6&"ME Sample No:

Depth (ft-bls):

Blow Count:

1 8.5-10 1*3*4 Sample No:

Depth (ft-bls):

Blow Count:

2 13.5-15 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:

Depth (ft-bls):

Blow Count:

6 36.5 - 38 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 Core Location: GM-10R

6W 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 d 2.In for 120 971.13 1.43E-05 1

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 d

Inl 1

for 120 480.73 1.86E-05 D)

HD 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 1 e-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 is 1961 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 Pnit k..,a,,......

q~md J-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 35.

30-5:.

POAQSITY n

10 Z

-j

.4 a L2 U

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.-

30%

20% -__!_

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

UI 4.

z z

57 W

In 1 Zi Et "s

8

/j d* us W U.*

Estimated Porosity:

43%

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

ENGINEERING ° TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITH ASTMD-1586.

2. PENETRA TION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1 4 11 11) NAMPLER / FT Project:

Oconee Nuclear Station Boring No. GM-11 Location:

Seneca, SC Number:

1264-07-234 Sheet No. I of 2 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.

(Feet)

Depth (Feet)

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

ENGINEERING - TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE 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.!f D.A AMPIER / 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 (Feet)

(Feet) I ology

[

Material

_escriptio

-685 35-SOIL/SAPROLITE (M l): Light Brown and White, 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:

PROJECT NO:

PROJECT LOCATION:

DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

Oconee Nuclear Station 1264-07-234 Seneca, SC WATER LEVEL: Stabilized Water Level at 30.19 ft bls LATITUDE: 34047'35.017'"

LONGITUDE: 82053'30.619' TOP OF CASING ELEVATION: 723.31 DATUM: MSL LOGGED BY: Scott Dacus S&ME, Inc.

41/" H.S.A.

9/25/07 STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 28.5 ft bls GROUT Type:

Interval:

Neat Cement 0 to 23 ft bls SEAL Type:

Interval:

Bentonite 23 to 26.5 ft bls FILTERPACK Type: #1 Silica Sand Interval: 26.5 to 40 ft bis SCREEN Diameter:

Type:

Interval:

21 0.010 Slotted PVC 28.5 to 38.5 ft bls 23.00 26.50 LEGEND FILTER PACK BENTONITE CEMENT GRO CUTTINGS / Bi STATIC WATE UT ACKFILL R LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT GSNME ENGINEERING

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

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 720.4 CHECKED BY: Scott Dacus STRATA.

WL Zo WELL.~

0 z0 ESTRTA O

I DETAILS d

WELL CONSTRUCTION DETAILS DESCRIPTION W-w-

-J (See Page 1)

SOIL/SAPROLITE (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 bls

-35

-40 I..,.-...,

38.00 38.50 40.00 682.37 681.87 680.37

-j a-z 0

0 W9 Mo LEGEND D

FILTER PACK I

BENTONITE L

CEMENT GROUT

]CUTTINGS I BACKFILL y

STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT COMPLETION REPORT OF x

9751 Southern Pine Boulevard WELL No. GM-11 2 $A E

Charlotte, North Carolina 28273 z

ENGINEERING

TESTING Sheet 2 of 2 0

ENVIRONMENTAL SERVICES

Site Name:

Test Date:

Well Label:

Aquifer Thickness:

Screen Length:

Casing Radius:

Effective Radius:

Gravel Pack Porosity:

Corrected Casing Radius:

Static Water Level:

Water Table to Screen Bottom:

Anisotropy Ratio:

ONS-GWPP 11/15/2007 GM-i1 13.31 feet

10. feet

1. Inches

3. Inches 30.00%

1.844 Inches 30.19 feet 8.31 feet 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 11/15/2007 Bouwer and Rice Graph 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 01 it

/'Uldalysis ends5 at ULme I.9 minute 23 Measurements analyzed fron 1 Points not plotted because he.

These points are not included in Hydraulic Conductivity = 3.762e-003 cm/sec Transmissivity = 13.19 meters2/day 18 to 30 ad ratio <= 0.0 the analysis 1 e-002.

S2 3

0 Adjusted Time (minutes)

Ho is 2 402 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.

PERMEABILITY 3.76 x 10-3 cm/sec

S'ME S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 ENGINEERING

TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITH ASTMD-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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

-720 715

-710

-705 I 777001 5

695

-690

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

- jc~

5-10-15--

FILL (F): Light Brown, Micaceous, Medium to Fine

Sandy, SILT With Roots M

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

Sandy, SILT 14I 25-30-35-FILL (F): Light Brown, Micaceous, Silty, Medium to Fine SAND FILL (F): Reddish-Brown, Silty, Medium to Fine SAND With Manganese Staining S SOIL/SAPROL1TE (Ml): Light Brown and White, Silty, Medium to Fine SAND

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

"4..

Micaceous. Silty. Mediumto Fine SAND.

Layers of f

$U E

S&ME, Inc.

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

1. BORING AND SAMPLING IS IN A CCORDANCE WITHASTMD-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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

-680

-675

-670

-665

-660

-655 40-Brown, Very Micaceous, SILT at 40.42 ft and 40.48 ft bls I

M1 ii v* 1 I 9 w il SOIL/SAPROLITE (Ml): White, Yellow, and Brown, Micaceous, Silty, Medium to Fine SAND WEATHERED ROCK (M2): When Sampled Becomes, White, Yellow, and Brown, Micaceous, Silty, Medium to 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 3 2 50/

3 Z

,9 0

o-C, 0

0zT 0

0u w

0 I'll

Boring Terminated at 70.20 ft bls

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

~kfm 50 51 52 53 54 55 56 57 58 59

'4Q Core - Auger Refusal at 50.601 ft bis lorizonral Fracture, Slight Staining High Angle Fracture. Staining Horizontal Fractures, Staining Horizontal Fracture, Less Staining Core Loss Horizontal Fracture, No Staining Core Loss Horizontal Fracture, No Staining End of Run #1, REC - 77.8%. RQD - 59.0%

59 60 61-62 63 64 65 66 67 68 Core Loss Horizontal Fracture, No Stainiug End of Run #2, REC -95.4%, RQD -

-5.6%

Quane scans with large biotite, chlorite grains Horizontal Fracture, Slight Staining High Angle and Horizontal Fracture, Iren and Manganese Staining End of Run #3, REC - 100%. RQD - 70%

Horizontal Fracture, Slight Staining Horizontal Fracture, Staining Horizontal Fractures. Staining Horizontal Fractures. No Staining, Maie Lonse Horizontal Fracture, No Staining EXPLANATION Concrete Granitic Gneiss Biotite Homblende Gneiss Core Loss Fracture End of Run Contact Healed Joint Horizontal Fracture, No Staining Horizontal Fractures, No Staining Page 1 of 2

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-11R Abdpý M M E&M 4ýM 68 69 70 71 nd of Rtoi#4, REC - 95.4%, RQD - 79,2%

igh Angle Fracture, Comoplertely Healed with QwrLr, & Pyrite ridof Rimn#,REC -lOO%,ýRQD -l100%

orion Troonnaroi at 70.20 fl bin 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:

PROJECT NO:

PROJECT LOCATION:

DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

Oconee Nuclear Station 1264-07-234 Seneca, SC S&ME, Inc.

41/4 H.S.A.

9/20/07 WATER LEVEL: Stabilized Wal 28.97 ft bls LATITUDE: 34047'35.052

LONGITUDE: 82053'30.574"l NG ELEVATION: 723.48 DATUM:

MSL LOGGED BY: Scott Dacus ter Level at TOP OF CASI STRATA PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 61.5 ft bls GROUT Type:

Interval:

Neat Cement 0 to 58 ft bls SEAL Type:

Interval:

K-packer 60.8 to 61 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter:

Type:

Interval:

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

PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 PROJECT LOCATION: Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 720.5 CHECKED BY: Scott Dacus STRATA WELL DETAILS I

£0 0z

-j z

0 LU

-jw (See Page 1) 58.00 60.80 61.00 61.50 66.00 66.50 68.20 70.20 LEGEND E

FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACI STATIC WATER L TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT KFILL EVEL

S&ME 1-C-.1

- -Tlk-COMPLETION REPORT OF WELL No. GM-11R 9751 Southern Pine Boulevard Charlotte, North Carolina 28273

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

GM-11R

$6&ME Sample No:

Depth (ft-bls):

Blow Count:

1 4 - 5.5 3*3*3 Sample No:

Depth (ft-bls):

Blow Count:

2 9 -10.5 2*2*3 Sample No:

Depth (ft-bls):

Blow Count:

3 14-15.5 3*6*8 Sample No:

Depth (ft-bls):

Blow Count:

4 19-20.5 4*3*3 Sample No:

Depth (ft-bls):

Blow Count:

5 24 - 25.5 5*6*8 Sample No:

Depth (ft-bhs):

Blow Count:

6 29 - 30.5 4*5*8 Page I of 2

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

GM-I1R

~"WEE 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 Core Location: GM-11R 4-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' Total Depth of Hole:

55.6 ft Length of Open Hole:

5 ft Transformation Ratio m=

I Performed by:

Scott Dacus (Weathered/Sound Rock) 1695.12 cm 152.44 cm Time (see) 0 60 120 180 240 300 360 420 480 540 600 900 1200 1500 Head (cm) 615.03 588.32 578.90 571.22 563.84 557.23 551.01 544.79 541.19 537.04 531.92 503.48 474.30 451.31 Permeability (cm/sec) 1.30E-04 4.73E-05 3.91E-05 3.81 E-05 3.46E-05 3.29E-05 3.32E-05 1.94E-05 2.25E-05 2.81 E-05 3.22E-05 3.50E-05 2.91 E-05 Calculations d (l2r L

H, for

)4 Kh =.InH

- 8.L.(t2 -t H)

/2 Where:

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

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

m is the Transformation Ratio, Where 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 MEAN PERMEABILITY (cm/sec) 4.01E-05 Graph of Field Data 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 Date:

9/

Boring I.D.

C Test Interval:

3 Total Depth of Hole:

31 Length of Open Hole:

3 Transformation Ratio m=

I Performed by:

S NS - GWPP

/20/2007 M-1IR 5' to 38' 8ft ft cott Dacus (Soil/Saprolite) 1158.54 cm 91.46 cm Time (sec)

Head (cm)

Permeability (em/sec) 0 490.46 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 455.82 427.35 402.80 381.13 361.74 344.15 328.14 313.57 300.00 287.41 236.59 200.15 173.05 152.53 3.08E-04 2.71 E-04 2.49E-04 2.33E-04 2.19E-04 2.1OE-04 2.OOE-04 1.91 E-04 1.86E-04 1.80E-04 1.64E-04 1.41 E-04 1.22E-04 1.06E-04 Calculations d 2.l<2rn for Kh =*.

In 12 8"L (t2 - t)

H 2 Where:

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

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

m is the Transformation Ratio, Where m

K/K-Kh is the Horizontal Permeability

=

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 MEAN PERMEABILITY (cm/sec) 1.99E-04 Graph of Field Data Head vs Time 600.00 500.00 400.00 3 200.00 100.00 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. (t2 - 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) 0 20 40 60 FLOW (gpm) 4 80 0

6 8

-3

-4 I

~IE I

I-Cit H

2 3

4 5

I-I-

_________im Sr 7

6 5

6.77 P<4. i IJ *

[

I I

11 0

20 40 60 Effective Differential Pressure (psi) 80 Packer Test GM-1 IR Redo Permeability Calculations Page I of 4

PERMEABI1LITY CA-LCULATIONS FOR, ME EACH STEP OF TEST,

CALCULATED PERMEABILITY FOR STEP 1 Gauge Pressure, h2:

30 psi 69.3 feet of water Flow Rate, Q:

5.46 gpm 0.012 ft3/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:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L :

Distance from pressure gauge to bottom of test section, h,:

Value ofh1 :

Effective Head, H where H = hJ+h2-L:

40 psi 5.83 gpm 0.1 psi 0.7 psi 32.2 feet 32.2 feet 123.0 feet 92.4 feet of water 0.013 fl3/sec (per tables) 1.5 feet of water Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 85.3 feet X = (H/Tu)* 100 144.3 Tu/A 14.2 Determine Conductivity Coefficient H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method I) fl/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.1 7E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

53.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 3.58E-04 cm/sec 4.7 square feet 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 Flow Rate, Q:

6.77 gpm Head loss per TEN foot section of pipe:

0.1 psi Head Loss, L:

0.7 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+IH 108.3 feet X = (H/Tu)* 100 134.9 Tu/A 18.0 Determine Conductivity Coefficient H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.1 5E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

I15.5 feet of water 0.015 ft3/sec (per tables) 1.5 feet of water 63.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 3.50E-04 cm/sec 4.7 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2:

40 psi Flow Rate, Q:

5.65 gpm Head loss per TEN foot section of pipe:

0.1 psi Head Loss, L:

0.7 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 85.3 feet X = (H/Tu)'100 144.3 Tu/A 14.2 Determine Conductivity Coefficient H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.14E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

92.4 feet of water 0.013 flA/sec (per tables) 1.5 feet of water 53.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2and 3 cm/sec cm/sec cm/sec cm/sec 3.47E-04 cm/sec 4.7 square feet True, Test Valid Packer Test GM-I IR Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2.

Flow Rate, Q:

Head loss per TEN fool section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hl:

Value ofhj:

Effective Head, H where H = hl+h2-L Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H A/r 30 psi 4.47 gpm 0.1 psi 0.7 psi 32.2 feet 32.2 feet 99.9 feet 3

62.2 feet 160.8 10.3 69.3 feet of water 0.010 ft3/sec (per tables) 1.5 feet of water 43.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 3.37E-04 cm/sec 4.7 square feet True, Test Valid 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer fi/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2)

1. 11 E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

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

...... '.... I.

1 1 1 1.

1 1.

1I 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====

a 2.

jj d

A

'PCFI ETHX Aii iift ccN cc83 L

Estimated Porosity:

42%

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

ENGINEERING o TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITHASTMD-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-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.

(Feet)

Depth (Feet)

Lith-ology Material Description y, Medium to Fine

-690

-685

-680

-675

.Coarse to Fine SAND With Quartz Gravel 10-15-20-SOIL/SAPROLITE (Ml): Brown, Silty, Fine SAND 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 Well Construction Penetration Resistance (Blows/Foot)

C SOIL/SAPROLITE (Ml): Brown, Micaceous, Silty,

\\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

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

LONGITUDE: 82 053'33.023" TOP OF CASING ELEVATION: 698.02 DATUM: MSL LOGGED BY: David Klemm DRILLING CONTRACTOR:

S&ME, Inc.

DRILLING METHOD: 41/4" H.S.A.

DATE DRILLED: 9/26/07 STRATA z

WELL T-0 0 -

DETAILS u

WELL CONSTRUCTION DETAILS DESCRIPTION F- -

W w

wD U)0 W

FILL (F): Orange and Brown, Silty, Medium to Fine SAND FILL (F): Gray, Silty, Coarse to Fine SAND With Quartz Gravel SOIL/SAPROLITE (M1): Brown, Silty, Fine SAND With Tan, Silty, Fine SAND From lO.10ft to 10.40 ft bis, and White, Silty, Fine SAND at 13.70 ft bls and From 19.00 ft to 19.20 ft bls SOIL/SAPROLITE (Ml): Brown, Micaceous, Silty, Medium to Fine SAND SOIL/SAPROLITE (Ml): White, Silty, Medium to Fine SAND With Quartz Rock Fragments 0

5

-10

-15

-20 17.1 0.00 [ GS 1695.09 2.00 4.00 19.50 20.00 23.00 693.09 691.09 675.59 675.09 672.09 PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 5 ft bis GROUT Type:

Interval:

SEAL Type:

Interval:

Neat Cement 0 to 2 ft bls Bentonite 2 to 4 ft bls FILTERPACK Type: #1 Silica Sand Interval:

4 to 20 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 5 to 20 ft bls LEGEND I-U)

U) 0 FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT 0

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

S E E Charlotte, North Carolina 28273 ENGINEERING

TESTING Sheet 1 of 1 ENVIRONMENTAL SERVICES

Site Name:

Test Date:

Well Label:

Aquifer Thickness:

Screen Length:

Casing Radius:

Effective Radius:

Gravel Pack Porosity:

Corrected Casing Radius:

Static Water Level:

Water Table to Screen Bottom:

Anisotropy Ratio:

ONS-GWPP 9/27/2007 GM-12 17.09 feet

15. feet

1. Inches

3. Inches 30.00%

1.844 Inches 7.91 feet 12.09 feet 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 09/27/2007 1

Bouwer and Rice Graph GM-12 01 T

IE 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 These points are not included in the analysis 1e0-02 Hydraulic Conductivity = 4.253e-003 cm/sec Transmissivity 19.14 meters2/day

'11

'1 2

1 3

0 4

5 Adjusted Time (minutes)

Ho is 4 041 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.

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.

(Feet)

Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 101

-695

-690

-- 685

-680

-675

-670

-665 y, Medium to Fine Quartz Gravel 10-15-20-25-SOIL/SAPROLITE (M1): Brown, Silty, Fine SAND 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 ftbls SOIL/SAPROLITE (M1): Brown, Micaceous, Silty,

\\Medium to Fine SAND SOIL/SAPROLITE (Ml): White, Silty, Medium to Fine SAND With Quartz Rock Fragments 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 SOUND ROCK (D): Medium-Grained GRANITIC GNEISS; Unfractured PARTIALLLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITIC GNEIS$

.L~ ~. -

ENGINEERING

TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE 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-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.

(Feet)

Depth Lith-(Feet) ology Material Description 660

-655

-650 645

/

Intensely Weathered and Fractured, Low Angle Joints WittJ

\\No Staining I

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

Unfractured

-ii SOUND ROCK (D): Medium-Grained GRANITIC GNEISS With Intermittent Seams of Medium-Grained BIOTITE HORNBLENDE GNEISS Moderately Fractured, Low Angle Joints With No Staining Well Construction DII1" Penetration Resistance (Blows/Foot) 50 100 0

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

>1

/

>1

'II

>1

/

>1

~~1 ii SOUND ROCK (D): Medium-Grained GRANITIC GNEISS; Moderately Fractured, Low Angle Joints With No Staining I

Boring Terminated at 54.30 ft bls

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-12R 4-M, 27 28 29 30 31 32 33 34 35 36 10 Core - Auger Refusal at 27.30 A Is

'eatheed Rock FraIgnents ow Angle Fractures - Weathered oow Angle Fractures - Weathered nd of Ron # I. REC - 87%, RQD - 36%

oow Angle Fractures, Slight Staining, Moderate Weatherinp ow Angle Fractures, Slight Weathering eow Angle Fractures, Slight Weatheronn nd of Run #2, REC - 84.8%/. RQD - 50.2%

now Angle Fractures, Moderate to Severe Weathering 36 37 38 39 40 41 42 43 44 45 td of Run #3. REC - 96.6%, RQD - 78.2%

mt Mafie Schist, Mica on Fracture Surfaces my Maric Schist, Mica on Fracture Surfaces EXPLANATION EE Concrete Granitic Gneiss Biotite Hornblende Gneiss Core Loss Fracture

-End of Run Contact Healed Joint antact ntact Page 1 of 2

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-12R 4-di 45 46 47 48 49 50 51 52 53 54 nd of Run #4, REC - 95.4%, RQD - 84.6%

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

EXPLANATION Concrete Granitic Gneiss U

Biotite Homblende Gneiss Core Loss Fracture

-End of Run Contact Healed Joint End of Run #6. REC -

00%., ROD - 100%

Coring Terminated at 5430 ft bls Page 2 of 2

COMPLETION REPORT OF WELL No. GM-12R Sheet 1 of 2 PROJECT:

PROJECT NO:

PROJECT LOCATION:

DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

Oconee Nuclear Station 1264-07-234 Seneca, SC WATER LEVEL: Stabilized Water Level at 7.49 ft bls S&ME, Inc.

41/4" H.S.A.

9/24/07 LATITUDE: 34047'30.895

LONGITUDE: 82053'33.004' TOP OF CASING ELEVATION: 698.18 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:

Interval:

Neat Cement 0 to 35 ft bls SEAL Type:

Interval:

K-packer 36.2 to 36.5 ft bls FILTERPACK Type:

Interval:

SCREEN Diameter:

Type:

Interval:

2" 0.010 Slotted PVC 37 to 42 ft bis LEGEND D

FILTER PACK BENTONITE L

CEMENT GRO

]CUTTINGS / Bi STATIC WATE UT ACKFILL R LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT ENGINEERING - TESTING COMPLETION REPORT OF WELL No. GM-12R 9751 Southern Pine Boulevard Charlotte, North Carolina 28273

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 695.2 CHECKED BY: David Klemm STRATA z

WELL

-r 0

I_ -

J Z_

DESCRIPTION DETAILS WELL CONSTRUCTION DETAILS

__q_

W W

(See Page 1)

Medium-Grained GRANITIC GNEISS Unfractured PARTIALLLY WEATHERED/FRACTI ROCK (WF):

Medium-Grained GRANITIC GNEISS Intensely Weathered and Fractured, Low Angle Joints With No Staining pUUNL KULK (U)):

Medium-Grained GRANITIC GNEISS Unfractured (continued)

SOUND ROCK (D):

Medium-Grained GRANITIC GNEISS jith Intermittent Seams of Medium-Grained BIOTITE HORNBLENDE GNEISS; Moderately 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 SOUND ROCK (D):

Medium-Grained GRANITIC GNEISS Moderately Fractured, Low Angle Joints With No Staining 77.

35

-40

-45

-50 36.20 36.40 37.00 41.50 42.00 44.50 659.02 658.82 658.22 653.72 653.22 650.72 640.92 54.30 LEGEND D

FILTER PACK BENTONITE E9 CEMENT GROUT gf CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH 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.

(2mL)

n 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 LOCATION:

Seneca, SC TEST DATE:

9/25/2007 TESTED BY:

Jay Little/Julie GROUND ELEV (ft MSL):

695.2 BOREHOLE NO.:

GM-12R TEST INTERVAL:

37.0 to 42.0 bgs TEST INTERVAL:

658.2 to 653.2 EL Petersen 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 z

wU EFFECTIVE PRESSURE(psi) 0 10 20 30 40 50 60 I

I 2

1' 1

3 i

4 5 99 0

FLOW (gpm) 2 3

z 4

5 2

3 4

5 EI I

5 J

i 4.

41

~--

a A5 30:1 2

o=

14 0

0 20 30 40 50 Effective Differential Pressure (psi) 60 Packer Test GM-12R Test 2 Redo Permeability Calculations Page I of 4

PERMEABILITY CALCULATIONS FOR TEST 1*6&MEI EACH STEP OF TEST,*

4 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 Flow Rate, Q:

3.45 gpm Head loss per TEN foot section of pipe:

0.0 psi Head Loss, L:

0.0 psi 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 Determine Saturation Zone:

Select Zone 1,2, or 3 3

Tu = U-D+1H 75.9 feet X = (Hi/Tu)* 100 140.8 Tu/A 15.2 Determine Conductivity Coefficient H/r A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method I) fl/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 8.99E-06 ft/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:

Is Q/a * (estimated porosity)> 10??

92.4 feet of water 0.008 ft5/sec (per tables) 0.0 feet of water 46.3 psi Zones I and 2 are unsaturated. 3 is saturated Value for Zone I analysis Value for Zone 1 analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 2.74E-04 cm/sec 3.9 square feet True, Test Valid Packer Test GM-12R Test 2 Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, h1 :

Value ofh1 :

Effective Head, H where H = hJ+h2-L:

Determine Saturation Zone:

Select Zone I, 2, or 3 Tu = U-D+li X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H A/r 50 psi 4.34 gpm 0.1 psi 0.4 psi 14.5 feet 14.5 feet 129.0 feet 3

98.0 feet 131.6 19.6 115.5 feet of water 0.010 flr/sec (per tables) 1.0 feet of water 55.9 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 2.86E-04 cm/sec 3.9 square feet True, Test Valid 40 Select Cu from Fig 10-7 forZone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer fl/sec Calculate K if Zone 2 and using single packer (Method 1) fl/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 9.37E-06 ft/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:

Is Q/a * (estimated porosity) > 10??

CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2, Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hl:

Value ofhl:

Effective Head, H where H = h+h2-L :

40 psi 3.45 gpm 0.0 psi 0.0 psi 14.5 feet 14.5 feet 106.9 feet Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D3+1 75.9 feet X = (H/Tu)*100 140.8 Tu/A 15.2 Determine Conductivity Coefficient H/r A/H A/r 40 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 8.99E-06 ft/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:

Is Q/a * (estimated porosity) > 10??

92.4 feet of water 0.008 fl3/sec (per tables) 0.0 feet of water 46.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 2.74E-04 cm/sec 3.9 square feet True, Test Valid Packer Test GM-12R Test 2 Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEPS5 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hj:

Value of h1:

Effective Head, H where H = hI+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 To = U-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r 30 psi 2.78 gpm 0.0 psi 0.0 psi 14.5 feet 14.5 feet 83.8 feet 3

52.8 feet 158.7 10.6 69.3 feet of water 0.006 ft3/sec (per tables) 0.0 feet of water 36.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 2.82E-04 cm/sec 3.9 square feet True, Test Valid A/H A/r 40 Select Ca from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

64 Calculate K if Zone I and using single or double packer fl/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 9.24E-06 fl/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:

Is Q/a * (estimated porosity) > 10??

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 s 595 feet al 0 Seconds PERMEABILITY 8.30 x 10-4 cm/sec

ENGINEERING o TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITHASTMD-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1 4 IN 1D. SAMPLER / FT Project:

Oconee Nuclear Station Boring No. GM-13 Location:

Seneca, SC Number:

1264-07-234 I

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.

(Feet)

Depth (Feet)

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

FOR UTILITY CLEARANCE: FILL FILL (F): Red and Brown, Micaceous, Silty, CLAY FILL (F): Gray and Brown, Micaceous, Silty, CLAY With Roots i:!i

.)

SOIL/SAPROLITE (MI): Orange, White, and Brown, Micaceous, Silty, SAND 30-1*,

.;° 1*,

r*;*

i**

I**'.,

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

ENGINEERING o TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITHASTMD-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO flR!IVE1 4I IN 1 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.

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

(Feet) I(Feet) ology IConstruction o

50 100

-700

-695 40-45-

. -i i

.1 I

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

COMPLETION REPORT OF WELL No. GM-13 Sheet 1 of 2 PROJECT:

PROJECT NO:

PROJECT LOCATION:

DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

Oconee Nuclear Station 1264-07-234 Seneca, SC WATER LEVEL:

Stabilized Water Level at 37.16 ft bls S&ME, Inc.

41/%' H.S.A.

11/5/07 LATITUDE:

34O47'32.366" LONGITUDE: 82053'36.494' TOP OF CASING ELEVATION: 739.10 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:

Interval:

Neat Cement 0 to 26.8 ft bls SEAL Type:

Interval:

Bentonite 26.8 to 28.8 ft bls FILTERPACK Type: #1 Silica Sand Interval: 28.8 to 45.8 ft bls SCREEN Diameter:

Type:

Interval:

2" 0.010 Slotted PVC 30.8 to 45.8 ft bls 26.80 LEGEND 28.80 E

FILTER PACK BENTONITE CEMENT GRC CUTTINGS / B STATIC WATE UT ACKFILL

.R LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT

&Sjt 9751 Southern Pine Boulevard SA Charlotte, North Carolina 28273 COMPLETION REPORT OF WELL No. GM-13

PROJECT:

PROJECT NO:

PROJECT LOCATION:

Oconee Nuclear Station 1264-07-234 Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 736.3 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 (Ml): White, Tan, and Brown, Micaceous, Silty, SAND (continued) 35

-40

-45 45.30 45.80 46.20 690.95 690.45 690.05 LI.

(r, z

0 r

LL LEGEND E FILTER PACK BENTONITE CEMENT GROUT

]CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH 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 is 1 168 feet a10 Seconds PERMEABILITY 5.05 x 10-3 cm/sec

S&ME, Inc.

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

1. BORING AND SAMPLING IS IN A CCORDANCE WITH ASTM D-1586.

2. PENETRA TION (N-VAL UE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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) ogyMaterial DescriptionPetrioRssane(lw/o)

(etI(Fe) ooyConstruction o

50 10oc

-735

-730

-725

-720

-715

-710

-705 PRE-DUG HOLE FOR UTILITY CLEARANCE: FILL kAAA3k3q FILL (F): Red and Brown, Micaceous, Silty, CLAY 0

(9 0~

z 5-10-15-20-25-30-35-I FILL (F): Brown, Micaceous, Clayey, SILT With Rock Fragments H 10 H 16 14 20 H

15 FILL (F): Gray and Brown, Micaceous, Silty, CLAY With Roots SOIL/SAPROLITE (Ml): Orange, White, and Brown, Micaceous, Silty, SAND SOIL/SAPROLITE (M1): White, Tan, and Brown, Micaceous, Silty, SAND Y

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.

(Feet)

Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot) 4__

-700

-695

-690

-685

-680

-675

-670 40-45-50-SOUND ROCK (D): Medium-Grained GRANITIC GNEISS; Slightly Fractured Low Angle Joints With No Staining Roller Cone Refusal at 46.10 ft bis 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 Boring Terminated at 68.15 ft bis

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-13R 4-p MM 46 NQ Cone - Au 47 48 49 Horizontal Fr:

50 Horizontal Fr 51 Enod or Run #

52 53 Quartz Scam 54 Quartz Seam ger Refusal at 46.10 A bls actures. No Staining, Slight Weatherin, actures. No Staining, Slight Weathering Quartz RicE 55 55Quartz Scam 56 End of Rou S.

Horizontal Fra 57 58 End or Run #.

59 60 H igh Angle Fi Horizontal Fr; 61 Horizontal Fr; 62 Horizontal Fr; High Angle FI Contact Intact 63 6End of Run #

64 2, REC - 96.8%. RQD - 96.8%

caturus, Weathering, Mariks in Fracturts 3, REC - 100%, RQD -98.54%

1, REC - 95%, RQD - 95%

racturo, Mingralizatior aitu-os, Slight Staining actures, No Staining actirg, No Staining roaiurc. No Stoining EXPLANATION Concrete Granitic Gneiss Biotite Homblende Gneiss Core Loss Fracture End of Run Contact Healed Joint

, REC-89%a.RQD - 68%

Page 1 of 2

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-13R 6&ME 64 65 66 67 68 69 ntensely Fractured Mafie Zone lorimontal Fracture, No Staining lonotal Fracture. Mafics in Fracture nteneily Fractured Mafic Zone ond of Run #5. REC - 100%. ROD - 86.2%

niong Terminated at 68. 1 5 ft bis 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:

PROJECT NO:

PROJECT LOCATION:

DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

Oconee Nuclear Station 1264-07-234 Seneca, SC WATER LEVEL: Stabilized Water Level at 33.56 ft bls S&ME, Inc.

41/4%' H.S.A.

10/30/07 LATITUDE: 34047'32.417" LONGITUDE: 82053'36.511" TOP OF CASING ELEVATION: 739.18 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:

Interval:

Neat Cement 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 BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT ENGINEERING. TESTING COMPLETION REPORT OF WELL No. GM-13R 9751 Southern Pine Boulevard Charlotte, North Carolina 28273.

PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 PROJECT LOCATION: Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 736.3 CHECKED BY: Scott Dacus STRATA T WELL DETAILS W

0 0zw Uj Ji z

w

-jw (See Page 1) 55.00 681.33 57.58 57.78 58.15 678.75 678.55 678.18 67.65 68.15 668.68 668.18 LEGEND E

FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT ENGINEERING, TESTING COMPLETION REPORT OF WELL No. GM-13R 9751 Southern Pine Boulevard Charlotte, North Carolina 28273

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

GM-13R S4klE1 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:

Depth (ft-bls):

Blow Count:

4 23.5 - 25 4*6*8 Sample No:

Depth (ft-bls):

Blow Count:

5 28.5 - 30 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 S&ME Project No: 1264-07-234 Boring Number:

GM-13R ISME 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 Core Location: GM-13R 4-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:

Date:

Boring I.D.

Test Interval:

Total Depth of Hole:

Length of Open Hole:

Transformation Ratio m=

Performed by:

ONS - GWPP 10/31/2007 GM-13R 46.1' to 51.1' 51.1 ft 5 ft Sc1 Scott Dacus (Sound Rock) 1557.93 cm 152.44 cm Time (sec Head (cm)

Permeability (cm/sec) 0 685.46 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 3600 627.26 609.97 603.23 597.13 591.55 586.16 581.07 576.25 571.68 567.41 549.42 532.74 515.00 500.34 477.80 454.05 431.62 2.60E-04 8.18E-05 3.25E-05 2.97E-05 2.75E-05 2.68E-05 2.551E-05 2.44E-05 2.33E-05 2.19E-05 1.89E-05 1.80E-05 1.98E-05 1.69E-05 1.35E-05 1.49E-05 1.48E-05 Calculations d 2 lfl(2rnLjJ for

__ )

Kh =

In K2 8.L. (t 2 -t 1 )

H2 Where:

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

H, is the Piezometric Head for time; t = 1 (cm) 1-12 is the Piezometric I-lead 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 K=

K/-

Kh is the Horizontal Permeability

= Ar h lI K, is the Vertical Permeability L

is the Open Length of Hole (cm)

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 ERMEAtBILITY B)HE

'FALLING A 1T

.,CA" Site Name:

C Date:

I Boring I.D.

C Test Interval:

4 Total Depth of Hole:

4 Length of Open Hole:

2 Transformation Ratio m=

I Performed by:

S

)NS - GWPP 1/5/2007 3M-13R 3.5' to 46.2' 6.2 ft

.7 ft cott Dacus (Soil/Saprolite) 1408.54 cm 82.32 cm Time (sec) 0 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 3600 Head (em)

Permeability (cm/see) 632.07 623.45 617.96 613.57 610.00 606.52 603.08 599.70 596.43 593.26 590.12 576.07 563.54 552.04 541.34 521.34 503.84 491.46 6.21 E-05 3.99E-05 3.22E-05 2.63E-05 2.58E-05 2.57E-05 2.54E-05 2.46E-05 2.41 E-05 2.40E-05 2.18E-05 1.99E-05 1.86E-05 1.77E-05 1.70E-05 1.54E-05 1.12E-05 Calculations d 2.lfIn(2rnLJ for m

Kh =

I InH 8.L.(t2 -tl)

H 2 Where:

K, is the Horizontal Coefficient of Permeability (cm/sec)

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

m is the Transformation Ratio, Where Am

=

Kh-/K Kh is the Horizontal Permeability K, is the Vertical Penneability L

is the Open Length of Hole (cm)

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 120 668.05 2.91E-05 1

D H4 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.:

LOCATION:

TEST DATE:

TESTED BY:

GROUND ELEV (ft MSL):

ONS -GWPP Seneca, SC 11/1/2007 BOREHOLE NO.:

GM-13R TEST INTERVAL:

51.9 to 57.9 bgs TEST INTERVAL:

684.4 to 678.4 EL Adam Jennings/Scott Dacus 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) 0 20 40 60 80 FLOW (gpm) 0 2

4 6

8 10 4

4.

.t.

dz H-utHU 2

3 4

5 62 z

3 4

S -

I -

U S -

I -

h I

l V9 8.

7.

E06 4~~

I1 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 Flow Rate, Q:

6.33 gpm 0.014 fi3/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.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

40 psi 6.43 gpm 0.1 psi 0.6 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 103.5 feet X = (H/Tu)*I00 123.3 Tu/A 17.2 Determine Conductivity Coefficient H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone 1 and using single or double packer f/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) f/sec Calculate K if Zone 3 and using double packer (Method 2) 1.25E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

92.4 feet of water 0.014 ft3/sec (per tables) 1.3 feet ofwater 55.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone 1. analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 3.80E-04 cm/sec 4.7 square feet True, Test Valid Packer Test GM-13R Test 2 Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

50 psi 7.97 gpm 0.1 psi Head Loss, L:

0.6 psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

To = U-D+H 126.6 feet X = (H/Tu)*100 119.0 TW/A 21.0 -

Determine Conductivity Coefficient H/r A/l-A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ftusec Calculate K if Zone 2 and using single packer (Method 1) fu/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.3 1E-05 ftsec 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:

Is Q/a * (estimated porosity)> 10??

115.5 feet of water 0.018 ft3/sec (per tables) 1.3 feet of water 65.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec rcm/sec cm/sec 3.99E-04 cm/sec 4.7 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, b2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, h1:

Value ofhb:

Effective Head, H where H = hl+h2-L:

40 psi 7.25 gpm 0.1 psi 0.6 psi 36.5 feet 36.5 feet 127.5 feet Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tit = U-D+H 103.5 feet X = (H/Tu)

100 123.3 Tt/A 17.2 Determine Conductivity Coefficient H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer fulsec Calculate K if Zone 2 and using single packer (Method I) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) fl/sec Calculate K if Zone 3 and using double packer (Method 2) 1.41 E-05 ft/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:

Is Q/a * (estimated porosity)> 10??

92.4 feet of water 0.016 fl3/sec (per tables) 1.3 feet of water 55.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 4.29E-04 cm/sec 4.7 square feet 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.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

30 psi 6.38 0.1 0.6 gpm psi psi 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 Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+H 80.4 feet X = (H/Tu)* 100 130.0 Tu/A 13.3 Determine Conductivity Coefficient H/r A/H A/r 48 Select Ct from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer fl/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) fl/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 1.5 1E-05 fl/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:

Is Q/a * (estimated porosity) > 10??

69.3 feet of water 0.014 fl3/sec (per tables) 1.3 feet of water 45.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 4.61 E-04 cm/sec 4.7 square feet Tnre, Test Valid Packer Test GM-13R Test 2 Redo Permeability Calculations Page 4 of 4

PROJECT NAME AND NO.: ONS - GWPP LOCATION:

Seneca, SC TEST DATE:

11/1/2007 TESTED BY:

Adam Jenning GROUND ELEV (ft MSL):

736.3 BOREHOLE NO.:

GM-13R TEST INTERVAL:

58.9 to 64.9 bgs TEST INTERVAL:

677.4 to 671.4 EL s/Scott Dacus 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) 0 20 40 60 FLOW (gpm) 0 2

4 6

8 80 10 12 14 d

I-I 2

3 4

5 4-i-

I I-14 12' 12.69 8 I.

5..

r-.

.. I 6-I 4 j I

I 4

2 0 1 0

20 40 60 5)]

Effective Differcntial pressure (psi)

I I

dz 3

4 5

I -

II 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:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hj:

Value of hj:

Effective Head, H where H = hl+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu = U-D+H X = (H/Tu)* l O0 Tu/A Determine Conductivity Coefficient 30 psi 12.23 gpm 0.2 psi 1.3 psi 36.5 feet 36.5 feet 102.8 feet 3

71.7 feet 143.3 11.9 H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 2.95E-05 fl/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:

Is Q/a * (estimated porosity) > 10??

69.3 feet of water 0.027 ft3/sec (per tables) 3.0 feet of water 44.5 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 8.98E-04 cm/sec 4.7 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hj:

Value ofh,:

Effective Head, H where H = hl+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu - 1J-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H 40 psi 11.47 gpm 0.1 psi 0.6 psi 36.5 feet 36.5 feet 127.4 feet 3

96.3 feet 132.3 16.0 92.4 feet of water 0.026 ft3/sec (per tables) 1.5 feet of water 55.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 6.80E-04 cm/sec 4.7 square feet True, Test Valid A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 2.23E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

Packer Test GM-1 3R Test I Redo Permeability Calculations Page 2 of 4

CALCULATED PERMEABILITY FOR STEP 3 Gauge Pressure, h2.

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, h1:

Value ofhj:

Effective Head, H where H = hI+h2-L:

Determine Saturation Zone:

Select Zone 1, 2, or 3 Tu ý U-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H 50 psi 12.69 gpm 0.2 psi 1.3 psi 36.5 feet 36.5 feet 149.0 feet 3

117.9 feet 126.4 19.6 115.5 feet of water 0.028 fi3/sec (per tables) 3.0 feet of water 64.5 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 6.43E-04 cm/sec A/r 48 Select Ct from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 2.11 E-05 ft/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:

Is Q/a * (estimated porosity) > 10??

4.7 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

40 psi 11.19 gpm 0.1 psi 0.6 psi 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 Determine Saturation Zone:

Select-Zone 1, 2, or 3 3

Tu ý U-D+H 96.3 feet X = (H/Tu)* 100 132.3 Tu/A 16.0 Determine Conductivity Coefficient H/r A/H A/r 48 Select Ct from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 2.17E-05 ft/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:

IsQ/a * (estimated porosity)> 10??

92.4 feel of water 0.025 f03/see (per tables) 1.5 feet of water 55.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 6.63E-04 cm/sec 4.7 square feet True, Test Valid Packer Test GM-13R Test I Redo Permeability Calculations Page 3 of 4

CALCULATED PERMEABILITY FOR STEP 5 Gauge Pressure, h2:

Flow Rate, Q:

Head loss per TEN foot section of pipe:

Head Loss, L:

Distance from pressure gauge to bottom of test section, hl:

Value ofh1 :

Effective Head, H where H = h+h2-L:

30 psi 10.15 gpm 0.1 psi 0.6 psi 36.5 feet 36.5 feet 104.3 feet Determine Saturation Zone:

Select Zone 1, 2, or 3 3

Tu = U-D+tt 73.2 feet X = (H/Tu)" 100 142.4 Tu/A 12.2 Determine Conductivity Coefficient H/r A/H A/r 48 Select Cu from Fig 10-7 for Zone I tests:

Cs for Zone 2 and 3 tests:

72 Calculate K if Zone I and using single or double packer fl/sec Calculate K if Zone 2 and using single packer (Method I) ft/sec Calculate K if Zone 2 and using double packer (Method 2) fi/sec Calculate K if Zone 3 and using single packer (Method I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 2.41 E-05 t/see 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:

Is Q/a * (estimated porosity) > 10??

69.3 feet of water 0.023 ft 3/sec (per tables) 1.5 feet of water 45.2 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Ct for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 7.34E-04 cm/sec 4.7 square feet 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 11/15/2007 1

Bouwer and Rice Graph GM-1 3R 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 II 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) rsi. hv.Jlie. Peters nf R,MF Inc Ho is 1 738 feet at 0 Seconds Annlv 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.

I1

-8 91 L

3 3

PCA151" F

I0

-AL j

IA a

Uj 61......

1Ad34 a

~

~i W~'

cctq t

L 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

)

0.01 0.001 rCD 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:

Oconee Nuclear Station - GWPP Ms 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%

/

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

\\

% Clay:

3%

4-N I 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 JI A.04 I~i~b~It'C I'

I ii~

-C--I ne-I!:

4 a

d d

ýi d

ýj Jj 3.j Estimated Porosity:

42.5%

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

ENGINEERING

TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING ISINACCORDANCE WITHASTMD-1586.

2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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 I Water Level:

Stabilized Water Level at 18.50 ft bis Drilling Method: 4/4" H.S.A.

Elev.

(Feet)

Depth Lith-(Feet) I ology I

Material Description Well Construction Penetration Resistance (Blows/Foot)

\\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 ts

,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 PROJECT LOCATION: Seneca, SC DRILLING CONTRACTOR: S&ME, Inc.

DRILLING METHOD:

41/4" H.S.A.

DATE DRILLED: 11/13/07 WATER LEVEL: Stabilized Water Level at 18.50 ft bls LATITUDE: 34047'41.305" LONGITUDE: 82053'30.305" TOP OF CASING ELEVATION: 722.62 DATUM: MSL LOGGED BY: Scott Dacus STRATA z

WELL o

0 0

I WELL CONSTRUCTION DETAILS DESCRIPTION O

D T I n

L w

wj Lj (10 W

GRAVEL FILL (F):

Reddish-Brown, Silty, CLAY FILL (F): Brown, Micaceous, Silty, SAND FILL (F): Orange and Brown, Clayey, SILT SOIL/SAPROLITE (Ml): Tan, White, and Brown, Micaceous, Silty, Medium to Fine SAND SOIL/SAPROLITE (Ml): Black, White, and Gray, Micaceous, Silty, Medium to Fine SAND With Rock

--ragments 0

-5

-10

-15

-20

-25 0.00 1 GS 719.56 PROTECTIVE CASING Diameter:

Type:

Interval:

RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 13.43 ft bis 9.43 11.43 27.93 28.43 29.00 710.13 708.13 691,63 691.13 690.56 GROUT Type:

Interval:

SEAL Type:

Interval:

Neat Cement 0 to 9.43 ft bls Bentonite 9.43 to 11.43 ft bls FILTERPACK Type: #1 Silica Sand Interval: 11.43 to 28.43 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted PVC Interval: 13.43 to 28.43 ft bis I-00 0~

(9 0

LEGEND E FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT

!m$*

COMPLETION REPORT OF 0

9751 Southern Pine Boulevard WELL No. GM-14 0 $ S& m Charlotte, North Carolina 28273 ENGINEERING

TESTING Sheet 1 of 1 0

ENVIRONMENTAL SERVICES

Site Name:

Test Date:

Well Label:

Aquifer Thickness:

Screen Length:

Casing Radius:

Effective Radius:

Gravel Pack Porosity:

Corrected Casing Radius:

Static Water Level:

Water Table to Screen Bottom:

Anisotropy Ratio:

ONS-GWPP 11/14/2007 GM-14 14.93 feet

15. feet

1. Inches

3. Inches 30.00%

1.844 Inches 18.5 feet 9.93 feet 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 11/14/2007 Bouwer and Rice Graph GM-14 1

0 I

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 These points are not included in the analysis 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 I e 002 no 0,1 10 is 20 25 30 35, 40 45 "In 55 60 65 70 75 APusted Time (minutes) sis bv Julie Petersen of S&ME Inc.

Ho is 2,223 feet at 0 Seconds Analv Analv I

PERMEABILITY 1.49 x 10-3 cm/sec

ENGINEERING

TESTING ENVIRONMENTAL SERVICES S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 Telephone: 704-523-4726 Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITH ASTM D-1586.

2. PENETRA TION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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 Elevation (ft):

719.6 Driller:

Jay Little, SC Cert No. r Date Drilled: 11/7/07 1

B1575 Logged By: Scott Dacus Water Level:

Stabilized Water Level at 4.80 ft bls Drilling Method: 4/4" H.S.A.

Elev.

(Feet)

Depth (Feet)

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

FILL (F): Reddish-Brown, Silty, CLAY CI

?51 I Micaceous, Silty, Medium to Fine SAND 30-It SOIL/SAPROLITE (Ml): Black, White, and Gray, Micaceous, Silty, Medium to Fine SAND With Rock Fragments SOIL/SAPROLITE (M1): Tan, White, and Brown, Micaceous, Silty, Medium to Fine SAND

S&ME, Inc.

9751 Southern Pine Boulevard Charlotte, North Carolina 28273 ENGINEERING

TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953

1. BORING AND SAMPLING IS IN A CCORDANCE WITHJASTMD-1586.

2. PENETRA TION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO 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.

(Feet)

Depth (Feet)

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

Ai

-- 680

-- 675

-670

-665

-660

-655 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 Slightly Weathered, Moderately Fractured, Low Angle Joints With ModerateI Staining 45-50 55-60-65-WEATHERED ROCK (M2): When Sampled Becomes 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 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 NQ Cone. Auger Refusal 40 Horizontal Fractures, No 41 Core Loss 42 C.ore Loss 43 44 Horizontal Fractures, No Fnd oftRun #1, REC - 40' 45 46 Horizontal Frature, No S 47 High Angle Fracture. No Horizontal Fractures, No:

48 at 39.80 11 bls Staining 48 49 50 51 52 53 54 55 56 57 Horizontal Fracture. Mafies in Fracture End of Run #2. REC - 100%. RQD - 58%

Horizontal Frocture, Mafics in Fracture Horizontal Fractures. No Staining End of Run #3. REC - 9W.75%, RQD - 98.75%

Statning

%, RQD. 1l.60t%

taining Staining Statining orizontal Fractures, No Staining orizontal Fracture, No Staining trizontal Fractures, Mafics in Fractures orizontal Fracture. No Staining EXPLANATION Concrete Granitic Gneiss U

Biotite Hornblende Gneiss Core Loss Fracture End of Run Contact Healed Joint Page 1 of 2

FIELD ROCK CORE LOG Oconee Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-07-234 Core Location: GM-14R Amok M M 57 58 59 60 61 62 63 64 65 66

[orizeontal Fractures, Mafics in Fractures tnd of Run #4. REC. 95.4%. RQD - 84%

66 67 68 Horizontal Fracture, No Staining Horizontal Fracture, No Staining Horiontal Fracture, No Staining Horizontal Fracture, No Staining End of Run t6, REC - 100%. ROD - 96%

Coring Terminated at 68,Mt 11 bls

-orirontal Fractures, No Staining loricontal Fractures, No Staining ligh Angle Fraclurcs. Some Weathering, No Staining lorizontil Fracture. No Staining loriontal Fracture. No Staining Inneontal Fracture. No Stainine nd of Ron #5. REC - 100l%, RQD - 77'a oniuct Intact lonzontat Fracture. No Staining

'ontact Intact EXPLANATION Concrete Granitic Gneiss U

Biotite Hornblende Gneiss Core Loss Fracture

-End of Run Contact Healed Joint orizeontal Fracture, No Staining, Mafies in Fracture orizt,ontal Fracture, No Staining Page 2 of 2

COMPLETION REPORT OF WELL No. GM-14R Sheet 1 of 2 PROJECT:

PROJECT NO:

PROJECT LOCATION:

DRILLING CONTRACTOR:

DRILLING METHOD:

DATE DRILLED:

Oconee Nuclear Station 1264-07-234 Seneca, SC WATER LEVEL: Stabilized Water Level at 4.80 ft bls S&ME, Inc.

41/" H.S.A.

11/7/07 LATITUDE: 34°47'41.293" LONGITUDE: 82053'30.362

TOP OF CASING ELEVATION: 722.59 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:

Interval:

Neat Cement 0 to 54 ft bls SEAL Type:

Interval:

K-packer 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

-30 LEGEND I (Ml): Black, White, and Gray, Micaceous, Silty, Medium to Fine SAND With Rock EFILTER PACK BENTONITE CEMENT GRO CUTTINGS / B STATIC WATE

)UT ACKFILL R LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT Southern Pine Boulevard S

M 975Charlotte, North Carolina 28273 ENGINEERING - TESTING COMPLETION REPORT OF WELL No. GM-14R

PROJECT: Oconee Nuclear Station PROJECT NO: 1264-07-234 PROJECT LOCATION: Seneca, SC GROUND SURFACE ELEVATION:

LOGGED BY: 719.6 CHECKED BY: Scott Dacus STRATA WELL DETAILS 03 0z

(.uJ Z0

-jW (See Page 1) 54.00 665.63 56.93 57.13 57.50 662.70 662.50 662.13 Medium-Grained GRANITIC GNEISS With Intermittent Seams of BIOTITE HORNBLENDE GNEISS; Moderately Fractured, Horizontal, Low Angle, and High Angle Joints With No Staining 67.00 67.50 68.00 652.63 652.13 651.63 LEGEND E

FILTER PACK BENTONITE CEMENT GRO CUTTINGS / B STATIC WATE UT TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT ACKFILL

.R LEVEL S&ME ENGINEERING - TESTING COMPLETION REPORT OF WELL No. GM-14R 9751 Southern Pine Boulevard Charlotte, North Carolina 28273

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:

Depth (ft-bls):

Blow Count:

6 33.5 - 35 8*7*8 Page 1 of 2

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

SME 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 Core Location: GM-14R E

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 Date:

I Boring I.D.

G Test Interval:

2 Total Depth of Hole:

3 Length of Open Hole:

3 Transformation Ratio m=

I Performed by:

S

)NS - GWPP 1/7/2007 IM-14R 8.5' to 31.5' 1.5 ft ft cott Dacus (Soil/Saprolite) 960.37 cm 91.46 cm Time (sec)

Head (cm)

Permeability (cm/see) 0 416.86 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 3600 404.15 394.09 385.95 378.96 372.93 367.47 361.01 356.25 352.62 348.08 326.86 313.57 303.48 292.68 277.62 268.35 255.09 1.30E-04 1.06E-04 8.77E-05 7.67E-05 6.75E-05 6.20E-05 7.46E-05 5.57E-05 4.30E-05 5.45E-05 5.29E-05 3.49E-05 2.75E-05 3.04E-05 2.22E-05 1.43E-05 2.13E-05 calculations d2.l1.n 2Lj H

for nmL Kh =

In HD 8.L.(t2 -t)

H 2 Where:

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

H, 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),

m is the Transformation Ratio, Where m = V Kh is the Horizontal Permeability In K, is the Vertical Permeability L

is the Open Length of Hole (cm)

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 60 577.96 1.62E-04 d= 2* In 2mL o

L) 120 573.23 1.43E-05 for H

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 "m

J 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 11/14/2007 1

Bouwer and Rice Graph GM-14R 01 01 i~

m**

Bouwer and Rice parameter A = 3.8 Bouwer and Rice parameter B = 0.72 tn(Re/Rw) = 3.881818e+000 Analysis starts at time 108. Seconds Analysis ends at time 35. minutes 99 Measurements analyzed from 19 to 117 Hydraulic Conductivity = 1.888e-005 cmnsec Transmissivity = 0.3367 meters2/day 1 e)0O 0

Adjusted Time (Hours)

Ho is 0 334 feet at 12 Seconds Analysis by Julie Petersen of S&ME, Inc.

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%

C-I-0L 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( 3U.\\I S /Iir.i I I tl.HI 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

CLY SLTY LAY4(l Z' $

EsiaedVle-

,fS CA

-,I*

r CLA 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 I

30:

20' 21'-

10:

5.

POROSITY t3 d

ga I

- -i 3=

j Z

-1 "a

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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