ML102030157
| ML102030157 | |
| Person / Time | |
|---|---|
| Site: | McGuire, Mcguire  |
| Issue date: | 06/30/2008 |
| From: | Petersen J, Withers C S&ME |
| To: | Robison G Duke Energy Corp, Office of Information Services |
| References | |
| 1264-06-724, FOIA/PA-2010-0209 | |
| Download: ML102030157 (172) | |
Text
ENGINEERING ° TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE 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 1FT Project:
MNS - Groundwater Protection Project Boring No. M-84 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 1 Boring Depth (fit):
15.0 Elevation (ft):
657.0 Driller:
Jay Little, NC Cert No.
Date Drilled: 3/28/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 6.94 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
E
--655
-650
-645 5--
///////6
/
/////
SO1L/SAPROLITE (Ml): Red, Medium to Fine Sandy, Silty, CLAY With Mica
//
/,
/
//
//
/
< SOIL/SAPROLITE (Ml): Red, Medium to Fine Sandy, Clayey, SILT
-V
//7/
15-SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine
-\\SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
/-
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine PAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments
- Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine
'AND (Granitic)
I Boring Terminated at 15.00 ft bls Lithologic Descriptions Obtained From M-84R
COMPLETION REPORT OF WELL No. M-84 Sheet I of 2 PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 6.94 ft bis LATITUDE: 352550.04 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD:
DATE DRILLED:
Mud Rotary 3128/07 LONGITUDE: 80 57 18.93 TOP OF CASING ELEVATION: 659.80 DATUM: MSL LOGGED BY: Julie Petersen
_z STRATA WELL SI DETAILS 0<
WELL CONSTRUCTION DETAILS DESCRIPTION M
D-..-
_1 z,
L~
SOILISAPROLITE (Ml): Red, Medium to Fine Sandy, Silty, CLAY With Mica SOIL/SAPROLITE (Ml): Red, Medium to Fine Sandy, Clayey, SILT SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine S[AND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
/EATHERED ROCK (M2): When Sampled 3ecomes Gray, Silty, Coarse to Fine SAND Nith Rock Fragments Granitic)
SOIL/SAPROLITE
/
/
/
0 5
4'Z 0.00 3.00 4.00 14.50 15.00 656.95 653.95 652.95 642.45 641.95 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 5 ft bls 10 GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 3 ft bls Bentonite 3 to 4 ft bls
-15 FILTERPACK Type: #1 Filter Sand Interval: 4 to 15 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 5 to 15 ft bls ID ui cc
(.
LEGEND E
FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL
_T 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 Southem Pine Blvd.
WELL No. M-84 0k # S M E Carlotte, North Carolina ENGINEERING - TESTING Sheet I of 2 0l ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 657.0 CHECKED BY: Julie Petersen STRATA z
WELL 0
o 0
DC PIDETAILS WELL CONSTRUCTION DETAILS F-0 DESCRIPTION
- F a. Z U1 u.
U)0 UJ (See Page 1)
(Ml): Gray, Silty,
ýledium to Fine AND (Granitic)
I-I0 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 COMPLETION REPORT OF
-E 9751 Southern Pine Blvd.
WELL No. M-84 Charlotte, North Carolina ENGINEERING
- TESTING Sheet 2 of 2 ENVRONMENA 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:
MNS-GWPP 4/3/2007 M-84 12.4 feet
- 10. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 7.6 feet 7.4 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 188 time and drawdown measurements Maximum head is 3.007 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/3/2007 Bouwer and Rice Graph M-84 1
01 I
Bouwer and Rice parameter A = 2.342 Bouwer and Rice parameter B = 0.4467 In(Re/Rw) = 2.399842e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 39. Seconds Analysis ends at time 4.95 minutes 87 Measurements analyzed from 14 to 100 4 Points not plotted because head ratio < 0.0 These points are not included in the analysis o0 Hydraulic Conductivity = 1.376e-003 cm/sec Transmissivity = 3.12e-003 m2/min I
I I
I I
I I
I I
I I
I I
I I
I I
I I e-1 E-0 00 05 1 0 1 5 20 2 ýý 30 35 40 45 50 55 60 65 7 0 7 5 80 85 90 Adjusted Time (minutes)
)v Julie Petersen of S&ME Inc Ho is 3 007 feet at 0 Seconds Analysis b Analvsis PERMEABILITY 1.38E-03 cm/sec
ENGINEERING ° TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 I. ID. SAMPLER I FT Project:
MNS - Groundwater Protection Project Boring No. M-84R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of I Boring Depth (1t):
28.5 Elevation (1t):
657.8 Driller:
Jay Little, NC Cert No.
Date Drilled: 3/22/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 7.90 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-655
-650
-645 640 635 630 5-
/////////////
/////////////6 2
/////////////7 SOIL/SAPROLITE (Ml): Red, Medium to Fine Sandy, Silty, CLAY With Mica If I
2 2
SOIL/SAPROLITE (Ml):
Red, Medium to Fine Sandy, Clayey, SILT SOIL/SAPROLITE (MI): Gray, Silty, Medium to Fine
-SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments
-(Granitic)
" "-SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes 5--.:
- Gray, Silty, Coarse to Fine SAND With Rock Fragments I!(Granitic)
++ SOIL/SAPROLITE (M1): Gray, Silty, Medium to Fine "i SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes
+ +Gray, Silty, Coarse to Fine SAND W ith Rock Fragments
+ + Granitic)
-++ -
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine 0--. + +
SAND (Granitic)
-_+ + +
WEATHERED ROCK (M2): When Sampled Becomes
+ + 4 Gray, Silty, Coarse to Fine SAND With Rock Fragments
+ +
(Granitic)
-+
+ 4
+ + +SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine
+ ++
SAND (Granitic)
-+ + -4 WEATHERED ROCK (M2): When Sampled Becomes
+- +
-++ Gray, Silty, Coarse to Fine SAND With Rock Fragments 5 -+ + + 4(Granitic)
-+
+
SOIL/SAPROLITE (MlI): Gray, Silty, Medium to Fine
+ +
Rle SAND (Granitic)
+ +
-+ + 4-I Roller Cone Refusal at 18.7 ft his
+ +4 SOUND ROCK (D): Fine-grained GRANITE, Slightly
+ +
Fractured
+ +
PRO
'0' 40,
- SIs, I
15,10, 0
C/)
I-0 02 Boring Terminated at 28.50 ft bis
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-84R m IN 18 NQCore Roller Cot 18.9' Low 19 20 20.6' End 21 21.35' 22 Angle Modet 23 24 25 25.6' End 26 27 ne Refusal at 18.70 ft bhs Angle Joint, No Staining of Run # 1, REC - 90%, RQD - 80%
- 22.6' Ductile Shear Zone. Highly Fractured. High to Vertical Fracturing. Moderately Weathered.
ate Staining.
of Run #2. REC - 99%, RQD - 94%
27 28 29 30 31 32 33 34 35 36 28.5' End of Run #3, REC - 98%, RQD - 98%
Coring Terminated at 28.50 ft hts EXPLANATION m
Meta Gabbro m
Quartz Diorite m
Diorite Granite Core Loss 0
Intense Fracturing
-F Fractures End of Run Contact Healed Joint Page 1 of 1
COMPLETION REPORT OF WELL No. M-84R Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 7.90 ft bIs LATITUDE: 35 25 50.09 DRILLING CONTRACTOR:
S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 3122/07 LONGITUDE: 80 57 18.91 TOP OF CASING ELEVATION: 660.78 DATUM: MSL LOGGED BY: Julie Petersen STRATA z
WELL,=
o DETAILS W
DSRPI DT.
WELL CONSTRUCTION DETAILS DESCRIPTION ou Lu U)
LU SOILISAPROLITE (Ml): Red, Medium to Fine Sandy, Silty, CLAY With Mica SOIL/SAPROLITE (Ml): Red, Medium to Fine Sandy, Clayey, SILT SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine AND (Granitic)
(WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE
++ -
++
++
++
++
++
++
70 5
10
-15
-20
-25 I
0.00 1 1657.75 PROTECTIVE CASING Diameter: 6" X 6" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 4" and 2" Type: Sch. 40 PVC Interval: 4": 0 to 15.50 ft bls 2": 0 to 20 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0to 15ft bls Bentonite 15to 18.7 ft bls 15.50 18.70 24.50 25.00 642.25 639.05 633.25 632.75 629.25 FILTERPACK Type: #2 Filter Sand Interval: 18.7 to 28.5 ft bls SCREEN Diameter:
Type:
Interval:
21 0.010 Slotted Sch. 40 PVC 20 to 25 ft bls 0
- uJa, C-c=
LEGEND DFILTER 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 28.50 COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-84R WCharlotte, North Carolina ENGINEERING
- TESTING Sheet 1 of 2 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 657.8 CHECKED BY: Julie Petersen STRATA z
WELL o
0 D P 0
DETAILS I
WELL CONSTRUCTION DETAILS DESCRIPTION 2
(L ct a
>- w
-J U) a WJ (See Page 1)
(Ml): Gray, Silty, Medium to Fine SAND (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Gray, Silty, Coarse to Fine SAND With Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Yledium to Fine
.AND (Granitic)
VEATHERED ROCK M2): When Sampled 3ecomes Gray, Silty, oarse to Fine SAND ith Rock Fragments Granitic)
SOIL/SAPROLITE (Ml): Gray, Silty, Medium to Fine SAND (Granitic)
Roiler Cone Refusal at 18.7 ft bls SOUND ROCK (D):
Fine-grained ORANITE, Slightly Fractured 0
.ai LEGEND l FILTER PACK E
BENTONITE
] CEMENT GROUT MCUTTINGS / 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 Blvd.
WELL No. M-84R W&
E Charlotte, North Carolina
,ENGINEERING TESTING Sheet 2 of 2 0
ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 IL%
JME
-~
'~
Boring Number:
M-84R Sample No:
Depth (ft-bls):
Blow Count:
1 4.2 - 5.7 5*6*7 Sample No:
Depth (ft-bis):
Blow Count:
2 9.2-10.7 5
- 8* 40 Sample No:
Depth (ft-bis):
Blow Count:
3 13.4 - 13.9 50/5 Sample No:
4 No Recovery Depth (ft-bls): 14.2 - 15.7 Blow Count: 38
- 28
- 20 Sample No:
Depth (ft-bls):
Blow Count:
No Recovery 19.2 - 19.7
-v 50/3 Page 1 of I
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-84R
- sa~ E
- 1.
1 1
W CLASSIFICATION:
18.7' - 28.5' Fine Grained Granite with a Ductile Shear Zone from 21.35'- 22.6' Page 1 of I
Site Name:
MNS-GWPP Test Date:
3/26/2007 Well Label:
M-84R Test Interval:
18.7 to 25.6 ft bls (Sound Rock)
Length of Open Hole:
6.9 ft Borehole Radius:
1.5 Inches Effective Radius:
1.5 Inches Anisotropy Ratio:
1 Test starts with trial 0 There are 235 time and drawdown measurements Maximum head is 10.5 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 3/26/2007 M-84R Bouwer and Rice parameter C = 2.74 In(Re/Rw) = 3.690408e+000 Analysis starts at time 6. Seconds Analysis ends at time 3.1 minutes 61 Measurements analyzed from 3 to 63 0 01 1 e-002
- Hydraulic Conductivity = 1.864e-003 cm/sec Transmissivity = 6.137e-003 m2/min 00 05 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Adjusted Time (minutes)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 10 5 feet at 0 Seconds PERMEABILITY 1.86E-03 cm/sec
Site Name:
Test Date:
Well Label:
Test Interval:
Length of Open Hole:
Borehole Radius:
Effective Radius:
Anisotropy Ratio:
MNS-GWPP 3/27/2007 M-84R 18.7 to 28.5 ft bls 9.8 feet 1.5 Inches 1.5 Inches I
(Sound Rock)
Test starts with trial 0 There are 196 time and drawdown measurements Maximum head is 9.108 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 3/27/2007 Bouwer and Rice Graph M-84R 0 01 0
1 e-002 Hydraulic Conductivity =2.030e-003 cndsec Transmissivty = 7.759e-003 m2/min 00 05 10 15 20 25 30 35 40 45 Analysis by Julie Petersen of S&ME, Inc.
Bouwer and Rice parameter C = 3.355 ln(RelRw) = 3.880991 e+000 Analysis starts at time 0. Seconds Analysis ends at time 3.25 minutes 66 Measurements analyzed from 1 to 66 1 Points not plotted because head ratio <
0.0 These points are not included In the analysis I
I I
I I
I I
I 1
I 50 55 60 65 70 75 80 85 90 95 Adjusted Time (minutes)
Ho is 9 108 teet at 0 Seconds PERMEABILITY 2.03E-03 cm/sec
BOREHOLE PERMFAiILITY TEST USING PACKERS F IELD DATA SHEET
- S-&MEI PROJECT NAME AND NO.: MNS - GWPP LOCATION:
Huntersville, NC TEST DATE:
3/27/2007 TESTED BY:
Jay Little and Julie Petersen GROUND ELEV (ft MSL):
657.5 BOREHOLE NO.:
TEST INTERVAL:
TEST INTERVAL:
M-84R 20.0 637.5 to 25.0 bgs to 632.5 EL TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD
REFERENCE:
Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 TEST DATA (Enter data in underlined cells):
Rock Description of test interval:
Source of test water and clarity:
Method of cleaning hole prior to testing:
Drilling Fluid (water or type of drilling mud)
Packer Brand and Model:
Packer Inflation Pressure Packer Length:
Method: Single (1) or double (2) packer (Enter 1 or 2):
Interval below base of packer for Method I (single packer test),A 1:
Interval between packers for Method 2 (double packer test),A 2:
Depth of hole at time of test:
Diameter of borehole, d:
Radius of the borehole, r Depth to water table (thickness of unsaturated material above water table,U):
Height above ground surface of pressure gauge:
Top of test section (bottom of upper packer), ht:
Bottom of test section (top of lower packer if double packer used, bottom of hole for a single packer, D):
Is test section above or below water table?
For tests below the water table determine h, the distance between the gauge and the water table:
Length of pipe over which head loss occurs (distance from gauge to outlet of pipe in test section):
Diameter and type of pipe used:
Granite - Sound Rock. Fine grained with high angle to verticle fracturing along ductile shear zone from 21.35 to 22.6 ft bls.
Catawba River - Slightly Turbid Flushed Water 160 psi 2.00 feet 2
feet 5.0 feet 28.5 feet below ground surface (bgs) 3.0 inches 0.3 feet 0.13 feet 7.7 feet 2.8 feet ags 20.0 feet bgs 25.0 feet bgs below 10.5 feet 25.3 feet 1.25-inch I.D.
Packer Test M-84R (Revised).xls Permeability Test Field Data Page 1 of 2
BREHLE PER MABILITYTS USINGPAC KE1RS FIELD DATA SHEET
- S&MEJ PROJECT NAME AND NO.: MNS - GWPP LOCATION:
Huntersville, NC TEST DATE:
3/27/07 BOREHOLE NO.:
M-84R TEST INTERVAL:
20 to 25 bgs TEST INTERVAL:
637.48 to 632.48 EL Water Level Flow Rate Flow Rate Gauge Pressure (h 2 ) in psi Elapsed Time (minutes)
(feet bgs)
(total flow in gal)
(gpm)
Step 1 5
0 568.50 5
1 569.00 0.50 5
2 569.40 0.40 5
5 570.30 0.30 5
10 571.90 0.32 5
15 573.50 0.32 5
20 575.00 0.30 Average 0.33 0.36 Selected stabilized flow rate to be used in calculation4 0.36 Step 2 10 0
575.20 10 1
575.30 0.10 10 2
575.90 0.60 10 5
577.20 0.43 10 10 579.30 0.42 10 15 581.40 0.42 10 20 1
583.50 0.42 1
Average 0.41 0.40 Selected stabilized flow rate to be used in calculation 0.40 Step 3 15 0
583.80 15 1
584.50 0.70 15 2
585.10 0.60 15 5
586.70 0.53 15 10 589.40 0.54 15 15 592.00 0.52 15 20 1
594.70 0.54 Average 0.55 0.57 Selected stabilized flow rate to be used in calculation 0.57 Step 4 10 0
595.00 10 1
595.40 0.40 10 3
596.20 0.40 10 5
597.00 0.40 Average 0.40 0.40 Selected stabilized flow rate to be used in calculation 0.40 Step 5 5
0 597.10 5
1 597.40 0.30 5
3 598.00 0.30 5
5 598.50 0.25 Average 0.28 0.28 Selected stabilized flow rate to be used in calculation 0.28 NOTES:
Packer Test M-84R (Revised).xls Permeability Test Field Data Page 2 of 2
BOREHOLE PERMEABILITY TEST USING PACKERS CAL CULATIONS~
PROJECT NAME AND NO.:
MNS - GWPP BOREHOLE NO.:
M-84R LOCATION:
Huntersville, NC TEST INTERVAL:
20.0 to 25.0 bgs TEST DATE:
3/27/2007 TEST INTERVAL:
637.5 to 632.5 EL TESTED BY:
Jay Little and Julie Petersen GROUND ELEV (ft MSL):
657.5 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 (gp-m)
Gauge Effective (ft/sec)
(cm/sec) 1 0.36 5
10 14 4.55E-06 1.4E-04 2
0.4 10 15 10 3.3E-06 L.OE-04 3
0.57 15 20 11 3.5E-06 l.IE-04 4
0.4 10 15 10 3.3E-06 1.0E-04 5
0.28 5
10 11 3.5E-06 1.1E-04 AVERAGE II 3.6E-06 l.1E-04 SELECTED VALUES I
Rock Description of Tested Interval:
Granite - Sound Rock. Fine grained with high angle to vcrticle fracturing along ductile shear zone from 21.35 to 22.6 ft bls.
TEST INTERPRETATION Text here Text here EFFECTIVE PRESSURE(psi) 0 5
10 15 20 25 ZO 2 1-3 1-4 I
I 0.6 X05 0.5------------------------
04 5I 0.6 0.57]
0 2I I
I I
0.5 0.4 0
5 10 15 20 25 Effective Differential Pressure (psi)
FLOW (gpm) 0 0.1 0.2 0.3 0.4 0.5 0.6 1
5
_3 I
'_ I 5
Packer Test M-84R (Revised).xls Permeability Calculations Page 1 of 4
PERMEABILITY CALCULATIONS FOR LEACH STEP OF TEST.2,1
- S&Mt 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, h1 :
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 5
psi 0.36 gpm 0.0 psi 0.0 psi 10.5 feet 10.5 feet 22.0 feet 3
4.7 feet 464.4 0.9 11.5 feet ofwater 0.001 ft3/sec (per tables) 0.0 feet of water 9.5 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/see cm/sec cm/sec cm/sec 1.39E-04 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 1 and using single or double packer ft/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sce 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) 4.55E-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 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 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)* 100 Tu/A Determine Conductivity Coefficient H/r A/H A/r 10 psi 0.40 gpm 0.0 psi 0.0 psi 10.5 feet 10.5 feet 33.6 feet 3
16.3 feet 206.2 3.3 23.1 feet of water 0.001 ft3/sec (per tables) 0.0 feet of water 14.5 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/see cm/sec cm/sec cm/sec 1.01E-04 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 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) 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) 3.32E-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??
Packer Test M-84R (Revised).xls 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, hI:
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)* 100 Tu/A Determine Conductivity Coefficient H/r A/H A/r 15 psi 0.57 gpm 0.0 psi 0.0 psi 10.5 feet 10.5 feet 45.1 feet 3
27.8 feet 162.1 5.6 34.6 feet of water 0.001 ft3/sec (per tables) 0.0 feet of water 19.5 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
.1.07E-04 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 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 3.52E-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, h,:
Value of h1:
Effective Head, H where H = hJ+h2-L :
10 psi 0.40 gpm 0.0 psi 0.0 psi 10.5 feet 10.5 feet 33.6 feet Determine Saturation Zone:
Select Zone 1,2, or 3 3
Tu = U-D+H 16.3 feet X = (H/Tu)* 100 206.2 Tu/A 3.3 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) 3.32E-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??
23.1 feet of water 0.001 ft3/sec (per tables) 0.0 feet of water 14.5 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 1.01 E-04 cm/sec 3.9 square feet True, Test Valid Packer Test M-84R (Revised).xls 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:
5 psi 0.28 gpm 0.0 psi 0.0 psi Distance from pressure gauge to bottom of test section, hl:
10.5 feet Value ofh1 :
10.5 feet Effective Head, H where H = hl+h2-L:
22.0 feet Determine Saturation Zone:
Select Zone 1, 2, or 3 3
Tu = U-D+H 4.7 feet X = (H/Tu)* 100 464.4 Tu/A 0.9 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/scc 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) 3.54E-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??
11.5 feet of water 0.001 ft3/sec (per tables) 0.0 feet of water 9.5 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 1 Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 1.08E-04 cm/sec 3.9 square feet True, Test Valid Packer Test M-84R (Revised).xls Permeability Calculations Page 4 of 4
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:
Time Adjustment:
MNS-GWPP 4/2/2007 M-84R 22.4 feet
- 5. feet
- 1. Inches 1.5 Inches 30.00%
1.173 Inches 7.6 feet 17.4 feet 1
- 0. Seconds Test starts with trial 0 There are 10 1 time and drawdown measurements Maximum head is 4.993 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method M NS-GWPP 4/2/2007 Bouwer and Rice Graph M-84R 1
01 I
I 2
Hydraulic Conductivity 3.043e-003 cm/sec Transmissivity 1.247e-002 m2/mIn I I I I I I I I I I I I I I I I Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 2.972055e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.173 Inches Analysis starts at time 3. Seconds Analysis ends at time 1.8 minutes 36 Measurements analyzed from 2 to 37 e-00 0
1 2
3 4
Adjusted Time (minutes)
Ho is 4.993 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 3.04E-03 cm/sec
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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 FlPII/4 14 FA II F,'AMPPPTF I P'T Project:
MNS - Groundwater Protection Project Boring No. M-85 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 1 Boring Depth (ft):
20.7 Elevation (It):
659.5 Driller:
Justin Millwood, NC Date Drilled: 3/23/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 5.39 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-655 L-650
-645
-640 5-SOIL/SAPROLITE (Ml): Reddish-Brown, Medium to Fine Sandy, Silty, CLAY 1-n SOIL/SAPROLITE (Ml): Red and Tan, Micaceous, Medium to Fine Sandy, SILT
-~ ~ 4 15-
//
/ //
/////
2
/
/
/
SOILISAPROLITE (MI): Tan, Micaceous, Clayey, SILT 20-WEATHERED ROCK (M2): When Sampled Becomes SBrown, Black, Green, and White, Micaceous, Fine Sandy, SILT With Coarse Sandy, Quartz Veins and Rock T
Fragments (Granitic)
Cn CD Cr 0~
SOIL/SAPROLITE (Ml): Brown, Black, Green, and White, Micaceous, Fine Sandy, SILT With Coarse Sandy, Quartz Veins and Rock Fragments (Granitic)
\\ WEATHERED ROCK (M2): When Sampled Becomes Brown, Black, Green, and White, Micaceous, Fine Sandy, SILT With Coarse Sandy, Quartz Veins and Rock Fragments (Granitic)
Roller Cone Refusal at 20.65 ft his IF
COMPLETION REPORT OF WELL No. M-85 Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 5.39 ft bis DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 3123107 LATITUDE:
35 25 53.23 LONGITUDE:
80 57 19.72 TOP OF CASING ELEVATION: 662.72 DATUM: MSL LOGGED BY: Courtney Withers STRATA
_L z
WELL a
0 0 ~ DETAILS a-WELL CONSTRUCTION DETAILS DESCRIPTION 2
("
W wU-
-J
-J Q) 0 W
SOIL/SAPROLITE (Ml):
Reddish-Brown, Medium to Fine Sandy, Silty, CLAY SOIL/SAPROLITE (Ml): Red and Tan, Micaceous, Medium to Fine Sandy, SILT SOIL/SAPROLITE (Ml): Tan, Micaceous, Clayey, SILT WEATHERED ROCK (M2): When Sampled Becomes Brown, Black, Green, and White, Micaceous, Fine Sandy, SILT With Coarse Sandy, Quartz Veins and Rock Fragments (Granitic)
SOIL/SAPROLITE (Ml): Brown, Black, Green, and White, Micaceous, Fine Sandy, SILT With Coarse Sandy, Quartz Veins and Rock Fragments (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Brown,
- 0
-5
-10 0.00 3.00 3.50 13.50 14.00 20.65 659.50 656.50 656.00 646.00 645.50 638.85 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 4 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 3ftbls Bentonite 3 to 3.5ftbls
-15
-20 FILTERPACK Type: #1 Filter Sand Interval: 3.5 to 14 ft bis SCREEN Diameter:
2" Type: 0.010 Slotted Sch. 40 PVC Interval: 4 to 14 ft bls 0
0.J 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
'$S*IECOMPLETION REPORT OF zB 9751 Southern Pine Blvd.
WELL No. M-85 I-M Charlotte, North Carolina ENGINEERING - TESTING Sheet 1 of 2 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 659.5 CHECKED BY: Courtney Withet STRATA WELL z
DSI-I DETAILS lu WELL CONSTRUCTION DETAILS DESCRIPTION W
(D.19u{
2 JýL (See Page 1) 3lack, Green, and Nhite, Micaceous,
- ine Sandy, SILT Nith Coarse Sandy, Duartz Veins and Rock Fragments
- Granitic)
S N
I-0 w
U, 0~
CL' C,
0-J LEGEND E
FILTER PACK BENTONITE
] CEMENT GROUT CUTTINGS I 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 C9 COMPLETION REPORT OF z
~9751 Southern Pine Blvd.
WELL No. M-85 0*E harlotte, North Carolina ENGINEERING - TESTING Sheet 2 of 2 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 9 "ME Boring Number:
M-85 Sample No:
Depth (ft-bls):
Blow Count:
1 3.17 - 4.67 3*4*6 Sample No:
Depth (ft-bls):
Blow Count:
2 8.17 - 9.67 2*3*4 I
Sample No:
Depth (ft-bls):
Blow Count:
3 13.17-14.67 2*2*3 Sample No:
4 Depth (ft-bls):
18.17-19.67 Blow Count: 13
- 11
- 14 Page 1 of 1
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:
Time Adjustment:
MNS-GWPP 4/3/2007 M-85 13.9 feet
- 10. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 5.1 feet 8.9 feet 1
O. Seconds Test starts with trial 0 There are 60 time and drawdown measurements Maximum head is 3.22 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/3/2007 Bouwer and Rice Graph M-85 1 -
01 I
i I
Bouwer and Rice parameter A = 2.558 Bouwer and Rice parameter B = 0.4797 In(Re/Rw) = 2.452145e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 120. Seconds Analysis ends at time 12.5 minutes 20 Measurements analyzed from 23 to 42 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis Hydraulic Conductivity =3.686e-00ý4 cm/sec Transmissivity = 9.37e-004 m2/min 25 30I I e-O0 10 20 25 30 Adjusted Time (minutes)
Ho is 3 22 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 3.69E-04 cm/sec
S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina ENGINEERING
- TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I1D. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-91 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 2 Boring Depth (fit):
39.0 Elevation (ft):
745.7 Driller:
Jay Little, NC Cert No.
Date Drilled: 1/8/08 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 28.50 ft his Drilling Method: 41/4" H.S.A.
Elev.
Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)
(Feet) I(Feet) I ology Construction 0
50 10C
-745
-740
-735 7-730
- 725
-720
-715 5-10-15-77
-\\GRASS/ROOTMAT I-SOIL/SAPROLITE (MI): Red, Yellow, and Tan, Micaceous, Slightly Sandy, Clayey, SILT
/ I////
/
I
/
/
/
ALLUVIAL (S): Red, Micaceous, Silty, CLAY With Pebbles SOILISAPROLITE (M1): Reddish-Yellow, Micaceous, Clayey, SILT With Manganese Staining L---------------
- r -s '-4.
n-.
0 0
Z Ir 0~
20-25-30-SOIL/SAPROLITE (Ml): Red and Yellow Mottled, Micaceous, SILT With Manganese Staining i
0 0
i SOIL/SAPROLITE (M 1): Reddish-Brown, Tan, and White, Fine Sandy, SILT With Manganese Staining and Rock Fragments
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS IN ACCORDANCE 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. I.D. SAMPLER I FT.
Project:
MNS - Groundwater Protection Project Boring No. M-91 Location:
Huntersville, North Carolina Number:
1264-06-724 SheetNo. 2 of 2 Boring Depth (ft):
39.0 Elevation (ft):
745.7 Driller:
Jay Little, NC Cert No.
Date Drilled: 1/8/08 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 28.50 ft bis Drilling Method: 4'/4" H.S.A.
Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description I
Well Construction Penetration Resistance (Blows/Foot)
-710 K
35-F Boring Terminated at 39.00 ft bis Lithologic Descriptions Obtained From M-91R
COMPLETION REPORT OF WELL No. M-91 Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 28.50 ft bls LATITUDE: 35 25 54.79 DRILLING CONTRACTOR:
S&ME, Inc.
DRILLING METHOD: 41/4" H.S.A.
DATE DRILLED: 1/8108 LONGITUDE: 80 57 08.40 TOP OF CASING ELEVATION: 748.77 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL 3
0 0
2I--
0DETAILS u.,,, -
E T I WELL CONSTRUCTION DETAILS DESCRIPTION 2
o
'i w
U2 0 W
GRASSIROOTMAT SOIL/SAPROLITE (Ml): Red, Yellow, and Tan, Micaceous, Slightly Sandy, Clayey, SILT ALLUVIAL (S): Red, Micaceous, Silty, CLAY With Pebbles SOIL/SAPROLITE (Ml):
Reddish-Yellow, Micaceous, Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red and Yellow Mottled, Micaceous, SILT With Manganese Staining SOIL/SAPROLITE (Ml):
Reddish-Brown, Tan, and White, Fine Sandy, SILT With Manganese Staining and Rock Fragments 0
5
-10 L
L i15
-20 A
0.00 745.72 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 24 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 20 ft bls Bentonite 20 to 22 ft bls 20.00 22.00 725.72 723.72 FILTERPACK Type: #1 Filter Sand Interval: 22 to 39 ft bIs SCREEN Diameter:
2" Type: 0.010 Slotted Sch. 40 PVC Interval: 24 to 39 ft bls LEGEND ca
-25
-30 I
DFILTER PACK I
BENTONITE CEMENT GROUT CUTTINGS / BACKFILL V 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
~~
EWE~
9751 Southern Pine Blvd.
WELL No. M-91 S& IE Charlotte, North Carolina EENGINEERING TESTING Sheet 1 of 2 2
ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 745.7 CHECKED BY: Courtney Withet STRATA z
WELL a
o 0
DETAILS WELL CONSTRUCTION DETAILS DESCRIPTION 2:
IL U
ww WUJ (See Page 1)
SOIL/SAPROLITE (Ml):
Reddish-Brown, Tan, and White, Fine Sandy, SILT With Manganese Staining and Rock Fragments (continued)
-35
+
38.50 39.00 707.22 706.72 I-trD LEGEND
]FILTER PACK BENTONITE C EMENT 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
-4, S&ME ENGINEERiNG
- TESTING COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-91 Charlotte, North Carolina Sheet 2 of 2
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:
MNS-GWPP 1/10/2008 M-91 15.5 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 28.5 feet 10.5 feet I
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 95 time and drawdown measurements Maximum head is 2.638 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 1/10/08 Bouwer and Rice Graph M-91 I
0 o
I Bouwer and Rice parameter A = 2.766 Bouwer and Rice parameter B = 0.5328 ln(Re/Rw) = 2.724824e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 15. Seconds Analysis ends at time 4.2 minutes 52 Measurements analyzed from 6 to 57 D02 Hydraulic Conductivity 5.549e-004 cm/sec Transmissivity = 2.265 meters2/day I
I I
I I
I I
I f
I I
I I
I I
I I
00 05 10 15 20 25 30 35 4.0 45 50 55 6.0 6.5 70 75 80 85 90 95 100 105 110 115 12.0 Adjusted Tifme (minutes)
I Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 5.55 x 10-04 cm sec Ho is 2.638 feet at 0 Seconds
ENGINEERING ° TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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 DRIVEI 14 IV Ir) R'A fPLER I FT Project:
MNS - Groundwater Protection Project Boring No. M-91R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 2 Boring Depth (ft):
69.8 Elevation (ft):
745.9 Driller:
Jay Little, NC Cert No.
Date Drilled: 1/2/08 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 41.60 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 100
-745
-740
-735
-730
-725
-720
-715 5-10--
15-20-25-7
-\\GRASS/R00TMAT I
SOIL/SAPROLITE (Ml): Red, Yellow, and Tan, Micaceous, Slightly Sandy, Clayey, SILT I
f
/
/ //
K; ALLUVIAL (S): Red, Micaceous, Silty, CLAY With Pebbles
//
/
/
/7
/
2
/,
SOIL/SAPROLITE (Ml): Reddish-Yellow, Micaceous, Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red and Yellow Mottled, Micaceous, SILT With Manganese Staining F-0.
0 Ez SOIL/SAPROLITE (Ml): Reddish-Brown, Tan, and White, Fine Sandy, SILT With Manganese Staining and Rock Fragments
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953 I. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIE 1.4 It I.D. SAM4PLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-91R Location:
Huntersville, North Carolina Number:
1264-06-724 SheetNo. 2 of 2 Boring Depth (ft):
69.8 Elevation (ft):
745.9 Driller:
Jay Little, NC Cert No.
Date Drilled: 1/2/08 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 41.60 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-705
-700
-695
- 690
-685
-680 40-45-50-55-60-65-7
_2 SOIL/SAPROLITE (Ml): Black, White, and Tan, Very Fine Sandy, SILT With Mica and Manganese Staining SOIL/SAPROLITE (Ml): Brownish-Orange and Black, Micaceous, Very Fine Sandy, SILT With Manganese Staining Roller Cone Refusal at 52.50 ft bls C.,
0
\\J~ <
\\J~ <
\\1. <
N <
!L rt
-4 t'.
SOUND ROCK (D): Medium-Grained QUARTZ DIORITE; Moderately Fractured, Low Angle and High Angle Joints With Slight to Moderate Staining; Intensely
-Fractured Zone From 52.50 ft to 52.90 ft bis SOUND ROCK (D): Medium-Grained QUARTZ DIORITE; Slightly Fractured, Low Angle, High Angle, and Horizontal Joints With No Staining f
Boring Terminated at 69.80 ft bis
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-91R 4-52 NQ Core Rlter Co S
Inten i
Loss 53 Low Angt 54 High Ang End of Ru 55
/
Low Ana 56 57 58 Low Ang 59 End of Ri 60 Horizonu ne Refusal at 52.50 ft bls ely Fractured, Only Small Fragments Recovered: Core It Joint, Slight Staininr It Joint, Slight Staininj tn #L, REC - 87%. RQD - 78%
It Joint, Modereate Staining 61 62 63 Low Angle Joint, No Staining 64
} High Angle Joint, No Staining End of Run #3, REC - 100%, RQD - 96%
65
}
Quartz Vein 65.3'to 65.8' 66 67 68 High Angle Joint. No Staining High Angle Joint No Staining 69 Horizontal Joint No Staining End of Run #4, REC - I00%, RQD - 97%
Coring Terminated at 69.80 ft bis It Joint, No Staining n #2, REC - 100%, RQD - 73%
EXPLANATION I
Meta Gabbro E
Quartz Diorite I
Diorite E
Granite Core Loss 0
Intense Fracturing Fractures End of Run Contact Healed Joint I Joint, No Staining Vein 60.5'to 60.8' Ul IU Page 1 of I
COMPLETION REPORT OF WELL No. M-91 R Sheet I of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 41.60 ft bls DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 1/2/08 LATITUDE: 35 25 54.79 LONGITUDE: 80 57 08.47 TOP OF CASING ELEVATION: 748.79 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL 0
0
-~~
I-_ -:.
z O -
DETAILS U
WELL CONSTRUCTION DETAILS DESCRIPTION 2
I o
J COD W
~
ýGRASSIROOTMAT SOILISAPROLITE (Ml): Red, Yellow, and Tan, Micaceous, Slightly Sandy, Clayey, SILT ALLUVIAL (S): Red, Micaceous, Silty, CLAY With Pebbles SOIL/SAPROLITE (Ml):
Reddish-Yellow, Micaceous, Clayey, SILT With Manganese Staining SOILJSAPROLITE (Ml): Red and Yellow Mottled, Micaceous, SILT With Manganese Staining SOIL/SAPROLITE (M1):
Reddish-Brown, Tan, and White, Fine Sandy, SILT With Manganese Staining and Rock Fragments
-5 10 15 20 25
-30
-35 0.00 1745.92 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 63 ft bis GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 22.4 ft bis K-Packer 52.5 to 52.7 ft bls FILTERPACK Type:
N/A Interval:
N/A 22.40 723.52 SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 53 to 63 ft bls 2
LEGEND D
FILTER PACK I
BENTONITE
]CEMENT GROUT CUTTINGS / BACKFILL V 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 F() 1 z
-4 COMPLETION REPORT OF K
9751 Southern Pine Blvd.
WELL No. M-91R R S wME Charlotte, North Carolina ENGINEERING N
TESTING Sheet 1 of 2 ENV]RNErI SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 745.9 CHECKED BY: Courtney Withei STRATA WELL za o D
DETAILS 0! "
I WELL CONSTRUCTION DETAILS DESCRIPTION Co
-(
- 5 L-;"'
Q
-J 0
W (See Page 1)
SOIL/SAPROLITE (Ml):
Reddish-Brown, Tan, and White, Fine Sandy, SILT With Manganese Staining and Rock Fragments (continued)
SOIL/SAPROLITE (Ml): Black, White, and Tan, Very Fine Sandy, SILT With Mica and Manganese Staining SOIL/SAPROLITE (Ml):
Brownish-Orange and Black, Micaceous, Very Fine Sandy, SILT With
,Manganese Staining SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE; Moderately Fractured, Low Angle and High ngle Joints With Slight to Moderate Staining; Intensely Fractured Zone From 52.50 ft to 52.90 ft bls SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE; Slightly Fractured, Low Angle, High Angle, and Horizontal Joints With No Staining
'I
.4r'
.4>
-. 1>
.4>
.4r' 4
'1 ~
.4 >,
sIt-
.4 >.
.4>
.4r'
.4>
.4>
.4>
-40
-45 50
-55 60 65 52.50 52.70 53.00 62.50 63.00 64.00 693.42 693.22 692.92 683.42 682.92 681.92 676.12 69.80 0
C,)
0 CD ui U) 0~
CD CD 0
LEGEND D
FILTER PACK SBENTONITE
{
CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOG 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 C$DECOMPLETION REPORT OF S9751 Southern Pine Blvd.
WELL No. M-91 R 0-Charlotte, North Carolina ENGINEERING C
TESTING Sheet2of2 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 AsmLkm a I"
M 0
Boring Number:
M-91R Sample No:
1 s
2 3
4 5
6 Depth (ft-bls):
3.2 - 4.7 Blow Count:
6*8*8 Sample No:
2 2
3 5
2 Depth (ft-bls):
8.2 - 9.7 R
Blow Count:
4*5*6 Rý 1 Sample No:
3 NNE
=
2 3
8 9
Depth (ft-bls): 13.2 - 14.7 W w[
Blow Count:
4*3*6 6 Sample No:
4 Depth (ft-bls): 18.2 - 19.7 Blow Count:
2*4*3 3 jH1 1 2 3
A A
7 0
Sample No:
Depth (ft-bls):
Blow Count:
5 23.2-24.7 2*2*3 Sample No:
Depth (ft-bls):
Blow Count:
6 28.2 - 29.7 1*2*2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Boring Number:
M-91R Sample No:
7 I
V Depth (ft-bls): 33.2 - 34.7 Blow Count:
3
- 3
- 5
-1 2
3 4
5 7
8 9
1 2
Sample No:
8 Depth (ft-bls): 38.2-39.7 Blow Count:
3*5*7 31137 Sample No:
9
-*IR Depth (ft-bls): 43.2-44.7 Blow Count:
2*3*4 Sample No:
10 3
6 Depth (ft-bls): 48.2 - 49.7 Blow Count:
2*2*4
- 2*4 Page 2 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-91R A'a 9 ONE CLASSIFICATION:
52.5' to 69.8': Medium-Grained Quartz Diorite Page 1 of I
CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (Open Hole in Uniform Material) tS&ME Site Name:
Date:
Boring I.D.
Test Interval:
Total Depth of Hole:
Length of Open Hole:
Transformation Ratio m=
Performed by:
MNS - GWPP 1/3/2008 M-91R 35.4' to 38.4' 38.4 ft bls 3ft Courtney Withers, (Soil/Saprolite) 1170.73 cm 91.46 cm Time (see)
Head (cm)
Permeability (cm/sec) 0 758.93 I
60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 756.68 755.09 753.48 752.16 750.58 748.38 746.77 744.66 743.32 741.92 733.78 727.01 720.58 713.75 701.04 688.41 1.25E-05 8.82E-06 9.01 E-06 7.32E-06 8.87E-06 1.23E-05 9.09E-06 1.1 9E-05 7.58E-06 7.94E-06 9.28E-06 7.79E-06 7.47E-06 8.01 E-06 7.56E-06 7.64E-06 Where:
Kh is the Horizontal Coefficient of Permeability (cm/sec)
H, is the Piezometric Head for time; t = t1 (cm)
H 2 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),
in is the Transformation Ratio, Where
= i,n 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) 8.94E-06 Graph of Field Data Head vs Time 765.00 755.00 745.00 735.00 725.00 715.00 705.00 695.00 685.00 675.00 1 0
500 1000 1500 2000 2500 3000 3500 Time (sec)
tCALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (open Hole in Uniformt Material)
Site Name:
MNS - GWPP Date:
1/7/2008 Boring I.D.
M-91R Test Interval:
52.5' to 59.8' (Sound Rock)
Total Depth of Hole:
59.8 ft bls 1823.17 cm Length of Open Hole:
7.3 ft 222.56 cm Transformation Ratio m=
I Performed by:
Courtney Withers Time (sec)
Head (cm)
Permeability (cm/sec)
Calculations 0
179348 60 1786.31 8.85E-06 d22
- In(ML 120 1778.75 9.38E-06
/D H
for 180 1763.99 1.84E-05 Kh =
In 240 1747.35 2.1OE-05 8"L. (t 2 - t)
H 2 300 1733.29 1.79E-05 360 1718.63 1.88E-05 Where:
420 1703.93 1.90E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 1688.81 1.97E-05 HI4 is the Piezometric 1-lead for time; t = t1 (cm) 540 1677.20 1.53E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 1669.39 1.03E-05 D
is the Diameter of the Standpipe (cm) 900 1620.34 1.32E-05 d
is the diameter of the Open Length (cm),
1200 1569.51 1.41 E-05 m
is the Transformation Ratio, Where 1500 1527.53 1.20E-05
,in =
K is the Horizontal Permeability 1800 1483.11 1.30E-05 K, is the Vertical Permeability 2400 1407.80 1.15E-05 L
is the Open Length of Hole (cm) 3000 1342.38 1.05lE-05 3600 1286.68 9.37E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 1.42E-05 Graph of Field Data Head vs Time 1875.00 1775.00 1675.00 1575.00 1475.00 1 3 7 5.0 0 1275.00 0
500 1000 1500 2000 2500 3000 3500 4000 Time (sec)
Site Name:
Test Date:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
MNS-GWPP 1/10/2008 M-91R 26.4 feet
- 10. feet
- 1. Inches 1.5 Inches 21.4 feet 21.4 feet I
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 111 time and drawdown measurements Maximum head is 21.82 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 1/10/08 Bouwer and Rice Graph M-91R I
0, Bouwer and Rice parameter A = 3.8 Bouwer and Rice parameter B = 0.72 ln(Re/Rw) = 3.394550e+000 Analysis starts at time 0. Seconds Analysis ends at time 175.7 minutes 111 Measurements analyzed from 1 to 111 Hydraulic Conductivity = 1.779e-007 cm/sec ;
Transmissivity = 1.237e-003 meters2/day 1~
2 0
Adiusted Time (Hours)
Ho is 21 82 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.78 x 10-07 cm/sec
S&TME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina ENGINEERING
- TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INA 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:
MNS - Groundwater Protection Project Boring No. M-92 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of I Boring Depth (ft):
35.0 Elevation (ft):
728.4 Driller:
Jay Little, NC Cert No.
Date Drilled: 4/17/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 4.05 ft his Drilling Method: 4%" H.S.A.
Elev.
Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)
(Feet) I (Feet) I ology _
Construction 0
50 100
-725
-720
-715
-710
-705
-700
-695 5-10 151 20 25*-
30--
/
/
FILL (F): Gray to Red, Fine Sandy, Silty,CLAY With Gravel Layers
//////////
//K;
/
/////
////////
////
/
///
/
FILL (F): Yellowish-Red, Micaceous, Fine Sandy, Silty, CLAY With Gravel Fragments and Manganese Staining
-1 I- -
I -
I- -
I- -
I -
.4 -
-I- -
0 0)z 0
0 0
//
/
/
////////
/
/
/.
ALLUVIUM (S): Gray, Red, and Brown Striated, Fine Sandy, Silty, CLAY With Organics
/
/
//////
I////////
Is
///
ALLUVIUM (S): Reddish-Brown, Silty, CLAY With Medium to Fine Sand, Mica, Organics, and Gravel
/-/ I/K;
/
K; SOIL/SAPROLITE (Ml): Tannish-Red, Fine Sandy, Silty, CLAY With White, High Plasticity, Clay Inclusions L 1Z.I-I Li I
I~
Boring Terminated at 35.00 ft hIs Lithologic Descriptions Obtained From M-92R
COMPLETION REPORT OF WELL No. M-92 Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 4.05 ft bis LATITUDE: 35 25 58.20 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD:
41/4" H.S.A.
DATE DRILLED: 4117107 LONGITUDE: 80 57 10.07 TOP OF CASING ELEVATION: 731.35 DATUM: MSL LOGGED BY: Julie Petersen STRATA PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 19.5 ft bls GROUT Type:
Interval:
Neat Cement 0 to 10 ft bls 12.00 SEAL Type:
Interval:
Bentonite 10 to 12 ft bls FILTERPACK Type: #1 Filter Sand Interval: 12 to 34.5 ft bis SCREEN Diameter:
Type:
Interval:
21 0.010 Slotted Sch. 40 PVC 19.5 to 34.5 ft bls Reddish-Brown, Silty, CLAY With Medium to Fine Sand, Mica, Organics, and Gravel LEGEND CCD D FILTER PACK BENTONITE
]CEMENT GROUT CUTTINGS / BACI
_Y 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 (Ml): Tannish-Red, Fine Sandy, Silty, CLAY With White, High Plasticity, Clay KFILL EVEL S&ME ENGINEERING - TESTING COMPLETION REPORT OF WELL No. M-92 9751 Southern Pine Blvd.
Charlotte, North Carolina
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 728.4 CHECKED BY: Julie Petersen STRATA z
WELL a 00
=J -
z 0
DETAILS L
"t
,J WELL CONSTRUCTION DETAILS DESCRIPTION
- a.
LU U _
U U) 0 L
(See Page 1)
Inclusions co I-0J
'a W'
LEGEND FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL 1
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
9751 Southern Pine Blvd.
WELL No. M-92 0# S wME Charlotte, North Carolina Z
ENGINEERING - TESTING Sheet 2 of 2 2
ENVIRONmENrAL 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:
MNS-GWPP 4/20/2007 M-92 35.45 feet
- 15. feet
- 1. Inches
- 4. Inches 30.00%
2.345 Inches 4.05 feet 30.45 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 50 time and drawdown measurements Maximum head is 4.654 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/20/2007 Bouwer and Rice Graph M-92 1,
0.1 1.e-0 I
Bouwer and Rice parameter A = 2.858 Bouwer and Rice parameter B = 0.5792 In(Re/Rw) = 2.923792e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 2.345 Inches Analysis starts at time 3. Seconds Analysis ends at time 5. minutes 28 Measurements analyzed from 2 to 29 2 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 002*
I Hydraulic Conductivity = 9.539e-004 cm/sec Transmissivity = 8.905 meters2/day 0
5 10 15 Adjusted Time (minutes)
Ho is 4.654 feet at 0. Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 9.54E-04 cm/sec
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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 Project:
MNS - Groundwater Protection Project Boring No. M-92R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 3 Boring Depth (ft):
79.91 Elevation (ft):
728.3 Driller:
Jay Little, NC Cert No.
2717 Date Drilled: 4/6/07 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 6.13 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Well Construction Penetration Resistance (Blows/Foot)
Gravel Layers CLAY With Gravel Fragments and Manganese Staining Sandy, Silty, CLAY With Organics Medium to Fine Sand, Mica, Organics, and Gravel
S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VAL UE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1. 4 IN. I.D. SAMPLER I FT.
ENGINEERING - TESTING ENVIRONMENTAL SERVICES Project:
MNS - Groundwater Protection Project Boring No. M-92R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (fit):
79.9 Elevation (fIt):
728.3 Driller:
Jay Little, NC Cert No.
Date Drilled: 4/6/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 6.13 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
I Lith-ology I Material Description Well Construction Penetration Resistance (Blows/Foot) i
-690
-685
-680 675
-670
-665
-660 SOIL/SAPROLITE (Ml): Black and White, Micaceous, Silty, Coarse to Fine SAND (Granitic) 0 0Z CD 0
Roller Cone Refusal at 58.40 ft his SOUND ROCK (D): Medium-Grained QUARTZ DIORITE, Slightly Fractured
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITH ASTMD-1586.
- 2. PENETRýATION (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:
MNS - Groundwater Protection Project Boring No. M-92R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
79.9 Elevation (ft):
728.3 Driller:
Jay Little, NC Cert No.
Date Drilled: 4/6/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 6.13 ft bls Drilling Method: Mud Rotary Elev.
Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)
(Feet)
(Feet) ology Construction 0
50 100
-655 650 75-
- q.
~j* <
SOUND ROCK (D): Fine-Grained DIORITE, Slightly Fractured 44***
SOUND ROCK (D): Fine-Grained GRANITE,
\\Unfractured I
t.
Boring Terminated at 79.90 ft bls
-1
-~-- ~I--
+/- -
I -~~---
I -
+ -
+ -
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-92R All M =
58 NQ Core Roller Co 59 59.35' Lo 59.9' End 60 61 62 63 62.9'-63 64 62.55' Lo 64.9' End 65 66 67 ne Refusal at 58.40 ft bls w Angle Joint, No Staining, Tight Aperature of Run #1, REC - 92%, RQD - 92%
67 68 69 70 71 72 73 74 75 76 7.9'- 68.2' High Angle Joint, Infilled with Diorite 8.45'Horizontal Joint, No Staining 69.5'- 69.9' High Angle Joint, Completely Healed 69.9' End of Run # 3, REC - 1000/o, RQD - 100%
1.35' Low Angle Joint, No Staining
.25' High Angle Joint, Completely Healed w Angle Joint, No Staining, Tight Aperattre of Run #2, REC - 99%, RQD - 99%
2.65' and 72.75' Low Angle Joints, No Staining 3.65' and 73.70' Low Angle Joints, No Staining 4.9' End of Run #4, REC - 100%, RQD - 96%
EXPLANATION m
Meta Gabbro U
Quartz Diorite U
Diorite Granite UN Core Loss 0
Intense Fracturing Fractures End of Run Contact Healed Joint Page 1 of 2
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4-Wto Core Location:
76 76 Jo 77 77.85 78 79 79.7' 79.9',
0 Corin 81 82 83 84 85 int Along Contact, No Staining
'Low Angle Joint, No Staining Contact End of Run #5, REC - 1000/, RQD - 100%
g Terminated at 79.90 ft bis EXPLANATION m
Meta Gabbro Im Quartz Diorite Diorite U
Granite a
Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint Page 2 of 2
COMPLETION REPORT OF WELL No. M-92R Sheet 1 of 3 PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 6.13 ft bis DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 4/6107 LATITUDE: 35 25 58.18 LONGITUDE:
80 57 10.13 TOP OF CASING ELEVATION: 731.37 DATUM: MSL LOGGED BY: Julie Petersen STRATA z
WELL o
o P
0 DETAILS WELL CONSTRUCTION DETAILS DESCRIPTION O
W ETISD
_J
-J oI u
j FILL (F): Gray to Red, Fine Sandy, Silty, CLAY With Gravel Layers FILL (F):
Yellowish-Red, Micaceous, Fine Sandy, Silty, CLAY With Gravel Fragments and Manganese Staining ALLUVIUM (S): Gray, Red, and Brown Striated, Fine Sandy, Silty, CLAY With Organics ALLUVIUM (S):
Reddish-Brown, Silty, CLAY With Medium to Fine Sand, Mica, Organics, and Gravel 7- - 0
-5
-10 15
-20 25
-30 IN 0.00 728.31 PROTECTIVE CASING Diameter: 6" X 6" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 4" and 2" Type: Sch. 40 PVC Interval: 4": 0 to 58.40 ft bls 2": 0 to 70 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 59 ft bls Bentonite 59 to 67.5 ft bls FILTERPACK Type: #2 Filter Sand Interval: 67.5 to 75 ft bls SCREEN Diameter:
Type:
C Interval:
7 I
1.010 Slotted Sch. 40 PVC 70 to 75 ft bis 0a CD C,)
H0 CD uJ od
'Ti a
CD C
Lt-1 I-NU D FILTER PACK E
BENTONITE I
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 COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-92R
- S&M E Charlotte, North Carolina ENGINEERING
- TESTING Sheet 1 of 3 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 728.3 CHECKED BY: Julie Petersen STRATA WELL a
0 I- _.-
z DETAILS a-WELL CONSTRUCTION DETAILS DESCRIPTION a
E w I
U
-J SOIL/SAPROLITE (Ml): Tannish-Red, Fine Sandy, Silty, CLAY With White, High Plasticity, Clay Inclusions (continued)
SOIL/SAPROLITE (Ml): Black and White, Micaceous, Silty, Coarse to Fine SAND (Granitic)
SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Slightly Fractured
.4>
NC Np-NI>
-4>
-4>
-4>
Np-
-4>
.4>
NC
-4 >,
-35
-40
-45
-50
-55
-60
-65
-70
ý75 (See Page 1) 58.40 59.00 67.50 74.50 75.00 75.50 669.91 669.31 660.81 653.81 653.31 652.61 a
CD C,,
HaCD LEGEND
[:FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG
- O I I TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT s*
0-0 SOUND ROCK (D):
Fine-Grained DIORITE, Slightly Fractured 1*4*1
- 4.
I.,.,
zo
-4 an$
ui COMPLETION REPORT OF
%,lf 9751 Southern Pine Blvd.
WELL No. M-92R P
winum m Charlotte, North Carolina ENGINEERING
- TESTING Sheet 2 of 3 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 728.3 CHECKED BY: Julie Petersen STRATA z
WELL a
0*
DESCRIPTION DETAILS WELL CONSTRUCTION DETAILS
>E w'
_J
_J C,,
0 111 (See Page 1)
-d SOUND ROCK (D):
Fine-Grained
- GRANITE, Unfractured
-79.90 648.41 a
(0 (N
I-0cn ui U,
0.CD Ci 0
LEGEND FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL V
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 U~I
~-~-----.,-______
z=
-4 S&ME ENGINEERING - TESTING COMPLETION REPORT OF WELL No. M-92R 9751 Southern Pine Blvd.
Charlotte, North Carolina Sheet 3 of 3
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 A6MECA
~-~--
~-
Boring Number:
Sample No:
I Depth (ft-bls):
3.2 - 4.7 Blow Count:
5
- 6
- 6 M-92R Uf M-q 2 Sample No:
Depth (ft-bls):
Blow Count:
2 8.2 -9.7 NO 2*2*2 Sample No:
Depth (ft-bls):
Blow Count:
3 13.2 - 14.7 1*4*2 Sample No:
Depth (ft-bls):
Blow Count:
4 18.2-19.7 2*2*3 I F Sample No:
Depth (ft-bls):
Blow Count:
5 23.2 - 24.7 2*2*4 Sample No:
Depth (ft-bis):
Blow Count:
6 28.2 - 29.7 3*4*7 i-age 1 o0 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&ME Boring Number:
M-92R Sample No:
Depth (ft-bls):
Blow Count:
7 33.2 - 34.7 3*5*7 Sample No:
8 Depth (ft-bls): 38.2 - 39.7 Blow Count:
6
- 7
- 12 No Recver Sample No:
9 Depth (ft-bls): 43.2 - 44.7 Blow Count: 15
- 15
- 11 Sample No:
10 Depth (ft-bhs): 48.7 - 50.2 Blow Count: 18
- 28
- 2f Sample No:
11 Depth (ft-bls): 53.7 to 55 Blow Count: 34
- 30
- Sample No:
Depth (ft-bls):
Blow Count:
12 58.4 50/0 No RPage2o Page 2 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 IL%&mE CLASSIFICATION:
58.4' to 76' Medium Grained Quartz Diorite 76' to 79.7' Fine Grained Diorite 79.7' to 79.9' Fine Grained Granite Page 1 of I
Site Name:
MNS-GWPP Test Date:
4/9/2007 Well Label:
M-92R Test Interval:
45.66 to 48.7 ft bls (Soil/Saprolite)
Length of Open Hole:
3.04 feet Borehole Radius:
1.5 Inches Effective Radius:
1.5 Inches Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds There are 139 time and drawdown measurements Maximum head is 5.728 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 4/9/2007 M-92R Bouwer and Rice parameter C = 1.793 ln(Re/Rw) = 3.833074e+000 Analysis starts at time 0. Seconds Analysis ends at time 42.5 minutes 104 Measurements analyzed from 1 to 104 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 0.1 I -- 002 Hydraulic Conductivity = 4.07e-004 cm/sec I Transmissivity = 4.781 meters2/day 0
Adjusted Time (Hours)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 5.728 feet t 0. Seconds PERMEABILITY 4.07E-04 cm/sec
Site Name:
MNS-GWPP Test Date:
4/12/2007 Well Label:
M-92R Test Interval:
58.4 to 64.9 (Sound Rock)
Length of Open Hole:
6.5 feet Borehole Radius:
1.5 Inches Effective Radius:
1.5 Inches Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 92 time and drawdown measurements Maximum head is 5.36 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 4/12/2007 M-92R Bouwer and Rice parameter C = 2.625 In(Re/Rw) = 4.380631 e+000 Analysis starts at time 0. Seconds Analysis ends at time 27. minutes 73 Measurements analyzed from 1 to 73 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 0.1 1,e-002 Hydraulic Conductivity = 2.925e-004 cm/sec 1.0-o(
Transmissivity = 4.683 meters2_day 3
0 5
10 15 20 25 30 35 Adjusted Time (minutes)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 5.36 foot at 0. Seconds PERMEABILITY 2.93E-04 cm/sec
Site Name:
Test Date:
Well Label:
Test Interval:
Length of Open Hole:
Borehole Radius:
Effective Radius:
Anisotropy Ratio:
MNS-GWPP 4/12/2007 M-92R 58.4 to 69.9 ft bls 11.5 feet 1.5 Inches 1.5 Inches 1
(Sound Rock)
Time Adjustment:
- 0. Seconds There are 100 time and drawdown measurements Maximum head is 5.254 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/12/2007 Bouwer and Rice Graph M-92R I.
0.1 I
Bouwer and Rice parameter C = 3.802 ln(Re/Rw) = 4.610917e+000 Analysis starts at time 0. Seconds Analysis ends at time 30.5 minutes 80 Measurements analyzed from 1 to 80 1 Points not plotted because head ratio -= 0.0 These points are not included in the analysis Hydraulic Conductivity = 1.628e-004 cm/sec Transmissivity = 2.821 meters2/day 1.,-O0:
1..- Oo:
10 1I 20 25 30 35 40 Adjusted Time (minutes)
Ho is 5.254 feet at O. Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.63E-04 cm/sec
Site Name:
MNS-GWPP Test Date:
4/20/2007 Well Label:
M-92R Aquifer Thickness:
73.87 feet Screen Length:
- 5. feet Casing Radius:
- 1. Inches Effective Radius:
1.5 Inches Static Water Level:
6.13 feet Water Table to Screen Bottom:
68.87 feet Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 134 time and drawdown measurements Maximum head is 15.75 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/20/07 Bouwer and Rice Graph M-92R 1
Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.473530e+000 Analysis starts at time 0. Seconds Analysis ends at time 3990 minutes 134 Measurements analyzed from 1 to 134 0 1 12 e 002 Hydraulic Conductivity = 8.521e-007 cm/sec
[
Transmissivity = 1.151 e-005 m2/min I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
0 2
4 6
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Adjusted Time (Hours)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 1575 feet at 0 Seconds PERMEABILITY 8.52E-07 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-92R I" SS-6 28.2 to 29.7 ft bls Sample
Description:
Reddish-Brown, Silty, Clay With Fine to Medium Sand and Mica 100%
90%
80%
70%
60%
U, so%
50%
I I
40%"
30%
0 20%
10%
-f 0%
1-i 100 10 1
0.1 La 0.01 0.001 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 5.2%
17.7%
14.0%
63.0%
Adjusted for 0%
19%
15%
66%
Calculations I
I I
I 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:
A, McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S
M E
S&ME PROJECT NO.:
1264-06-724 Boring No.
M-92R o,"
Boring Depth:
28.2 to 29.7 ft bls I
U Iil t I l~al,
- p w w'iti t'd
% Sand:
19%
/ -_iti, I
Si.ll 0.0 2 1).11 04 0
Silt:
15%.
._a I
% Clay:
66%
Estimated Specific 5 o -
Yield:
0.3%*
- Estimated Value CLYSN CLAY-SILT 10)
Sill sitL Itp rcun(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.
SPOROSITY 35.
20ý IJ SPECIFIC R(TENlTxCj 0o
-4, Estimated Porosity:
50%**
-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)
- S&ME ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO Project:
MNS - Groundwater Protection Project Boring No. M-93 Location:
Huntersville, North Carolina Number:
1264-06-724 SheetNo. I of I Boring Depth (ft):
43.0 Elevation (ft):
756.61 Driller:
Justin Millwood, NC Cert. No. 3439 Date Drilled: 4/19/07 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 32.83 ft his Drilling Method: 4%" H.S.A.
Elev.
(Feet)
Depth (Feet)
Lith-ology Well Construction Penetration Resistance (Blows/Foot)
Sandy, Silty, CLAY With Manganese Staining and Rock Fragments
-CONCRETE FILL (F): Reddish-Brown, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining and Rock Fragments FILL (F): Red, Silty, CLAY With Fine Sand Clayey, Fine Sandy, SILT With Manganese Nodules 30-35-40-
-1,"
Medium to Fine SAND With Manganese Staining and Quartz Veins (Dioritic)
Boring Terminated at 43.00 ft his Lithologic Descriptions Obtained From M-93R
COMPLETION REPORT OF WELL No. M-93 Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 32.83 ft bis DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: 41/4' H.S.A.
DATE DRILLED: 4/19107 LATITUDE: 35 25 56.70 LONGITUDE: 80 57 07.11 TOP OF CASING ELEVATION: 759.52 DATUM: MSL
, Withers STRATA PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 28 ft bls GROUT Type:
Interval:
Neat Cement 0 to 21.75 ft bis SEAL Type:
Interval:
Bentonite 21.75 to 25.2 ft bis 21.75 FILTERPACK 734.85 Type: #1 Filter Sand Interval: 25.2 to 43 ft bls 25.20 731.40
\\CLANYAWith Fine Sand SOIL/SAPROLITE (Ml): Yellowish-Red, Slightly Clayey, Fine Sandy, SILT With Manganese Nodules SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 28 to 43 ft bis LEGEND (M1): Black and White, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins II EFILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL X 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
-40 rrWFIFrPIJ(.. Tr~Ttr.Jf COMPLETION REPORT OF WELL No. M-93 9751 Southern Pine Blvd.
Charlotte, North Carolina
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 756.6 CHECKED BY: Courtney Withei STRATA z
WELL 0
0 z
D DETAILS
- 3.
z_
__+
WELL CONSTRUCTION DETAILS DESCRIPTION 0
wU (See Page 1)
(Dioritic)
Boring Terminated at 43.00 ft bis Lithologic Descriptions Obtained From M-93R 4
+
43.00 713.60 Ca Cn LEGEND E
FILTER PACK BENTONITE CEMENT GROUT b
CUTTINGS / BACKFILL 3
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 in z
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-93 Charlotte, North Carolina ENGINEERING
- TESTING Sheet 2 of 2 2
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:
MNS-GWPP 4/23/2007 M-93 15.17 feet
- 15. feet
- 1. Inches
- 4. Inches 30.00%
2.345 Inches 32.83 feet 10.17 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 34 time and drawdown measurements Maximum head is 1.728 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/23/07 1
-- e-Bouwer and Rice Graph M-93 1 e-002 Bouwer and Rice parameter A = 2.371 Bouwer and Rice parameter B = 0.4529 In(Re/Rw) = 2.489077e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 2.345 Inches Analysis starts at time 0. Seconds Analysis ends at time 0.7 minutes 14 Measurements analyzed from 1 to 14 Hydraulic Conductivity = 6.050e-003 cm/sec Transmissivity = 1.678e-002 m2/min I I
.II I.
.I.
.I I.
I I I I I i
I..
I I.
I I I I
I I I III I I I I I I I I I I I I I I I I 2
3 4
5 Adjusted Time (minutes)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 1 728 feet at 0 Seconds PERMEABILITY 6.05E-03 cm/sec
- S8ME ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING ISINACCORDANCE 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:
MNS - Groundwater Protection Project Boring No. M-93R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 3 Boring Depth (ft):
104.8 Elevation (1i):
756.6 Driller:
Justin Millwood, NC Date Drilled: 4/10/07 I
Cert. No. 3439 1
Logged By: Courtney Withers I Water Level:
Stabilized Water Level at 30.20 ft bIs Drilling Method: Mud Rotary Elev.
(Feet)
Depth !Lith-(Feet) I ology Material Description Well Construction Penetration Resistance (Blows/Foot)
FILL (F): Brownish-Red, Micaceous, Medium to Fine Sandy, Silty, CLAY With Manganese Staining and Rock Fragments FILL (F): Reddish-Brown, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining and Rock Fragments Clayey, Fine
ENGINEERING - TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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 1.4IN I.D. SAMPLER I F.
Project:
MNS - Groundwater Protection Project Boring No. M-93R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (ft):
104.8 Elevation (ft):
756.6 Driller:
Justin Millwood, NC Date Drilled: 4/10/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 30.20 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-720
-715
-710
-705
-700
-695 690 40-45 50 55.
60 65 "SOIL/SAPROLITE (Ml): Black and White, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins (Dioritic)
SOIIJSAPROLITE (Ml): Brown and White, Fine Sandy, SILT With Manganese Staining 0
Z 52 SOIL/SAPROLITE (Ml): Black and White, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins; Brown, Micaceous, Silty, Medium to Fine Sand Lense From 63.20 to 63.27 ft bls
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO TI)1)? '
I1 A TA1 T
fT QAAJP[I'DI I)7 Project:
MNS -Groundwater Protection Project Boring No. M-93R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (fi):
104.8 Elevation (ft):
756.6 Driller:
Justin Millwood, NC Date Drilled: 4/10/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 30.20 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 1(
I -
I.4-
-685
-680
-675 K-670 F'
665
-660
-655 75-~
80-Roller Cone Refusal at 82.48 ft bls 85 90
+ + + +.
SOUND ROCK (D): Fine-Grained GRANITE With
+ +
Orbicuals, Moderate to Slight Fracturing
+ + +
+ + 4
+ + 4
+ +
+ + 4
+ +
+
4
-+++
- + + + 4SOUND ROCK (D): Medium-Grained GRANITE,
+ + + Moderately Fractured C.,
0 En Z
0 95-he...
eec.,
i.e..
he...
C...
C i.C.c eeC..
ice,.
- eee.
i.e..
C,,.
C eec,.
- ieee, Ce,..
he...
Ce,..
ice,.
C,,.,
i.e..
e.e.C C,...
Ce. C
'C.
ic.
i.e.eec lee.
eec ieee eee he.,
i.e i.e.
C,.
i.e.
CC.
i.e..
C..
i.e.eec i.e.Ce.
ie.*
eec ieee
- lee, C*C C
- * *C4 Ce...
C*
i.e..
CC,..
ieee.
eec,.
ieee.
C,...
se*.ie me,..
ice,.
Ce.,.
ieee.
'Ce..
1*CCC C....
Ce. C $
CC CCC C*~ Ce C.,..
ieee.
Ce.,.
SOUND ROCK (D): Fine-Grained DIORITE, Unfractured With Exception of Intensely Fractured Zone From 90.65 to 91.15 ft bis Boring Terminated at 104.83 ft bhs I
I F
co
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-93R A&
M a 82 83 84 85 86 87 88 89 90 NQ Core Roller Cotne Refusal at 82.48 ft bls 82.65' and 82.72' Horizontal Joints with Wide Aperatures.
837 High Angle Joint, Slight Staining 83.95' High Angle Joint, Slight Staining 84.2' Horizontal Joint, Slight Staining 84.83' End of Run #1, REC = 99%, RQD = 70%
86.7' High Angle Joint, Slight Staining 88.9' High Angle Joint, Slight Staining 89.35' Low Angle Joint, Slight Staining 89.83' End of Run #2, REC = 100%, RQD - 100%
90.25' Horizontal Joint, No Staining 9 0.65'- 91.15' Intensely Fractured Zone, Horizontal Fracturing with Moderately Severe Weathering 91 92 93 94 95 96 97 98 99 100
).65' - 91.15' Intensely Fractured Zone, Horizontal Fracturing ith Moderately Severe Weathering 1.83' End of Run #3, REC - 98%, RQD - 92%
EXPLANATION U
Meta Gabbro U
Quartz Diorite 0
Diorite U
Granite m
Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint 99.83'End ofRun #4, REC - IO0%, RQD-1001/o P
Page 1 of 2
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 All 1W Core Location: M-93R 100 101 102 103 104 104.83' End of Run #5 105 Coring Terminated at 106 107 108 19M
, REC - 100%, RQD - 100%
104.83 ft bis EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite m
Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint
- U.7 Page 2 of 2
COMPLETION REPORT OF WELL No. M-93R Sheet 1 of 3 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 30.20 ft bIs DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD:
Mud Rotary DATE DRILLED: 4/10107 LATITUDE: 35 25 56.72 LONGITUDE: 80 57 07.16 TOP OF CASING ELEVATION: 759.56 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL 0
DESCRIPTION§'
DETAILS a V w
=
WELL CONSTRUCTION DETAILS DESCRIPTION 2a
ýL U )
0 u.
FILL (F):
Brownish-Red, Micaceous, Medium to Fine Sandy, Silty, CLAY With Manganese Staining and Rock Fragments CONCRETE FILL (F):
Reddish-Brown, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining and Rock Fragments FILL (F): Red, Silty, CLAY With Fine Sand SOIL/SAPROLITE (Ml): Yellowish-Red, Slightly Clayey, Fine Sandy, SILT With Manganese Nodules 0
-5
-10
-15
-20
-25
-30 5N 0.00 756.55 PROTECTIVE CASING Diameter: 6" X 6" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 4" and 2" Type: Sch. 40 PVC Interval: 4": 0 to 50.45 ft bls 2": 0 to 88 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 86 ft bls K-Packer + Bentonite 86 to 87.3 ft bls FILTERPACK Type: NIA Interval:
N/A SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 88 to 93 ft bls (a
C 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 COMPLETION REPORT OF
-M9751 Southern Pine Blvd.
WELL No. M-93R WSR M E Charlotte, North Carolina ENGINEERING
- TESTING Sheet 1 of 3 0ENVIRONME*NTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 756.6 CHECKED BY: Courtney Withei STRATA WELLz Z
F, o
DETAILS
- w.
W WELL CONSTRUCTION DETAILS DESCRIPTION a
w u w (See Page 1)
SOIL/SAPROLITE (Ml): Black and White, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins (Dioritic)
SOIL/SAPROLITE (Ml): Brown and White, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Black and White, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins; Brown, Micaceous, Silty, Medium to Fine Sand Lense From 63.20 to 63.27 ft bls
-35
-40
-45
-50
-55
-60
-65 r-rnI-~
50.45 706.10 co 2
CD
-70
-75 LEGEND DFILTER 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 COMPLETION REPORT OF Z
9751 Southern Pine Blvd.
WELL No. M-93R 0
- S R E
.Charlotte, North Carolina ENGINEERING
- TESTING Sheet 2 of 3 Z
ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 756.6 CHECKED BY: Courtney Withei STRATA WELL z
o
-J
~z SXDETAILS
- a.
WELL CONSTRUCTION DETAILS DESCRIPTION 2
Q 0
W UJ w.-
J U0 W
(See Page 1) A-II SOUND ROCK (D):
Fine-Grained GRANITE With Orbicuals, Moderate to Slight Fracturing SOUND ROCK (D):
Medium-Grained
- GRANITE, aModerately Fractured SOUND ROCK (D):
Fine-Grained DIORITE, Unfractured With Exception of Intensely Fractured Zone From 90.65 to 91.15 ft bls
-80 785
++
-- I.-
-I-A-
++
++
++.
- 4.
'4*.
'4.4
- 4
.4*.
- 4*
'*44
- 4*
4*4444
'4*4
- 44
'*4.
- 4.
'4*4
- 4.
'444
- 44
,4*4
- 4*
.4*..
- 4*
- 444
- 44
.4*4
- 44
- 4*4
- 4*
- 444 4*.
.4*
- 4*4
- 4*
~*44
- 4*
'*4,
- 44 p444 4*4
~444
- 4*
- 4*
~4*4 4*4
~*44
- 44 h.444
- 4*
- 4*
- 4*4
- 44
'444
- 44
- 444
-90
-95 100 MINIM 86.00 87.10 87.30 88.00 92.50 93.00 670.55 669.45 669.25 668.55 664.05 663.55 651.72 104.83 0
LEGEND D
FILTER PACK EBENTONITE
]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 z
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-93R Charlotte, North Carolina ENGINEERING o TESTING Sheet 3 of 3 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Boring Number:
M-93R
- 6&ME
- 7
'JAY
.. IV-, q. -W Sample No:
Depth (ft-bhs):
Blow Count:
1 3.16 - 4.66 2 *3*9 Sample No:
Depth (ft-bls):
Blow Count:
2 8.16 - 9.66 3*4*8 Sample No:
Depth (ft-bis):
Blow Count:
3 13.16 - 14.66 3*3*4 Sample No:
Depth (ft-bls):
Blow Count:
4 18.16-19.66 2 *3*3 Sample No:
Depth (ft-bls):
Blow Count:
5 23.16 - 24.66 6
- 9
- 14 Sample No:
Depth (ft-bls):
Blow Count:
6 28.16 - 29.66 2*3*4 Page 1 of 3
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Boring Number:
Sample No:
7 Depth (ft-bls): 33.16-34.66 Blow Count:
1
- 1
- 2 M-93R Sample No:
Depth (ft-bls):
Blow Count:
8 38.16 - 39.66 2*1*1 Sample No:
Depth (ft-bls):
Blow Count:
9 43.16 - 44.66 2 *2*3 Sample No:
Depth (ft-bls):
Blow Count:
10 48.16 - 49.66 2
- 5
- 22 Sample No:
Depth (ft-bls):
Blow Count:
11 57.85-59.35 4
- 7
- 12 Sample No:
Depth (ft-bls):
Blow Count:
12 62.85-64.35 6* 10
- 18 Page 2 of 3
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 AAM ft a Boring Number:
M-93R I
Sample No:
Depth (ft-bls):
Blow Count:
13 67.85 - 69.35 3*4*6 I
Sample No:
Depth (ft-bls):
Blow Count:
14 72.85 - 74.35 6
- 18
- 26 I
Sample No:
15 Depth (ft-bls): 77.85-79.35 Blow Count: 14
- 19
- 22 Page 3 of 3
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-93R
- $&ME CLASSIFICATION:
82.48' to 89.25' Fine Grained Granite with Orbicuals 89.25' to 90.8' Medium Grained Granite 90.8' to 104.83' Fine Grained Diorite Page 1 of I
CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD 1(ODen Hole in Uniform Material),.
-11
ý
& M E Site Name:
MNS - GWPP Date:
4/16/2007 Boring I.D.
M-93R Test Interval:
82.48 to 89.83 (Sound Rock)
Total Depth of Hole:
89.83 ft 2738.72 cm Length of Open Hole:
7.35 ft 224.09 cm Transformation Ratio m=
I Performed by:
Scott Dacus Time (sec)
Head (cm)
Permeability (cm/sec)
Calculations 0
2272.10 60 2264.60 7.27E-06 d 2. In(2mL 120 2256.46 7.92E-06 D
H for 240 2239.88 8.04E-06 8"L. (t2 - tl)
H 2 300 2231.74 8.01E-06 360 2223.99 7.65E-06 Where:
420 2216.37 7.55E-06 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 2208.84 7.49E-06 H,
is the Piezometric Head for time; t = tj (cm) 540 2201.55 7.27E-06 H2 is the Piezometric Head for time; t = t2 (cm) 600 2194.09 7.48E-06 D
is the Diameter of the Standpipe (cm) 900 2158.75 7.14E-06 d
is the diameter of the Open Length (cm),
1200 2125.55 6.82E-06 m
is the Transformation Ratio, Where 1500 2093.66 6.65E-06 m =
ý/
Kh is the Horizontal Permeability 1800 2062.77 6.54E-06 K, is the Vertical Permeability 2400 2004.82 6.27E-06 L
is the Open Length of Hole (cm) 3000 1951.71 5.91E-06 3600 1903.05 5.55E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 7.16E-06 Graph of Field Data Head vs Time 2300.00 2250.00 2200.00 2150.00 S 2100.00 "i 2050.00 I
2000.00 1950.00 1900.00 1850.00 0
500 1000 1500 2000 2500 3000 3500 4000 Time (sec)
BORE HOLE iPERMEABILITY TEST USING PACKERS.
FIELD DATA SHEET
- 6&ME" PROJECT NAME AND NO.:
LOCATION:
TEST DATE:
TESTED BY:
GROUND ELEV (ft MSL):
MNS - GWPP Huntersville, NC 4/18/2006 Justin Milwood and Courtney Withers 756.4 BOREHOLE NO.:
TEST INTERVAL:
TEST INTERVAL:
M-93R 88.3 668.1 to 93.3 bgs to 663.1 EL TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD
REFERENCE:
Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 TEST DATA (Enter data in underlined cells):
Rock Description of test interval:
Source of test water and clarity:
Method of cleaning hole prior to testing:
Drilling Fluid (water or type of drilling mud)
Packer Brand and Model:
Packer Inflation Pressure Packer Length:
Method: Single (1) or double (2) packer (Enter 1 or 2):
Interval below base of packer for Method I (single packer test),A I:
Interval between packers for Method 2 (double packer test),A 2:
Depth of hole at time of test:
Diameter of borehole, d:
Radius of the borehole, r Depth to water table (thickness of unsaturated material above water table,U):
Height above ground surface of pressure gauge:
Top of test section (bottom of upper packer), ht:
Bottom of test section (top of lower packer if double packer used, bottom of hole for a single packer, D):
Is test section above or below water table?
For tests below the water table determine h, the distance between the gauge and the water table:
Length of pipe over which head loss occurs (distance from gauge to outlet of pipe in test section):
Diameter and type of pipe used:
Granite - Sound Rock.
Catawba River - Slightly Turbid Flushed Water 160 psi 2.00 feet 2
feet 5.0 feet 101.4 feet below ground surface (bgs) 3.0 inches 0.3 feet 0.13 feet 33.0 feet 4.6 feet ags 88.3 feet bgs 93.3 feet bgs below 37.6 feet 95.4 feet 1.25-inch I.D.
Packer Test M-93R (Revised).xls Permeability Test Field Data Page 1 of 2
jBOREHOLE PERMEABILITY TEST USING PACKERS FIjELýDDATAS§HEEýT-Sam_____________
PROJECT NAME AND NO.: MNS - GWPP LOCATION:
Huntersville, NC TEST DATE:
4/18/06 BOREHOLE NO.:
M-93R TEST INTERVAL:
88.3 to 93.3 bgs TEST INTERVAL:
668.11 to 663.11 EL Water Level Flow Rate Flow Rate Gauge Pressure (h 2) in psi Elapsed Time (minutes)
(feet bgs)
(total flow in gal)
(gpm)
Step 1 25 0
1804.00 25 1
1804.70 0.70 25 2
1805.00 0.30 25 5
1805.70 0.23 25 10 1806.70 0.20 25 15 1807.50 0.16 25 20 1808.40 0.18 Average 0.22 0.30 Selected stabilized flow rate to be used in calculation 0.30 Step 2 37.5 0
1808.70 37.5 1
1808.80 0.10 37.5 2
1809.20 0.40 37.5 5
1809.90 0.23 37.5 10 1811.10 0.24 37.5 15 1812.20 0.22 37.5 20 1
1813.30 0.22 Average 0.23 0.24 Selected stabilized flow rate to be used in calculation 0.24 Step 3 50 0
1813.50 50 1
1813.80 0.30 50 2
1814.50 0.70 50 5
1815.50 0.33 50 10 1817.00 0.30 50 15 1818.20 0.24 50 20 1
1819.60 0.28 Average 0.30 0.36 Selected stabilized flow rate to be used in calculation 0.36 Step 4 37.5 0
1819.90 37.5 1
1820.00 0.10 37.5 3
1820.50 0.25 37.5 5
1820.80 0.15 Averag_
0.18 0.17 Selected stabilized flow rate to be used in calculation 0.17 Step 5 25 0
1821.00 25 1
1821.10 0.10 25 3
1821.30 0.10 25 5
1821.50 0.10 Average 0.10 0.10 Selected stabilized flow rate to be used in calculation 0.10 NOTES:
Packer Test M-93R (Revised).xls Permeability Test Field Data Page 2 of 2
BOREHOLE PEREABILITTY.TEST USING PACKERS M
/CALCULATIONS "
i:
,4 PROJECT NAME AND NO.:
MNS - GWPP BOREHOLE NO.:
M-93R LOCATION:
Huntersville, NC TEST INTERVAL:
88.3 to 93.3 bgs TEST DATE:
4/18/2006 TEST INTERVAL:
668.1 to 663.1 EL TESTED BY:
Justin Milwood and Courtney Withers GROUND ELEV (ft MSL):
756.4 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)
Lugcons Permeability Permeability (gpm)
Gauge Effective (ft/see)
(cm/sec) 1 0.3 25 41 3
8.77E-07 2.7E-05 2
0.24 37.5 54 2
5.4E-07 1.6E-05 3
0.36 50 66 2
6.6E-07 2.OE-05 4
0.17 37.5 54 1
3.8E-07 1.2E-05 5
0.1 25 41 1
2.9E-07 8.9E-06 AVERAGE 2
5.5E-07 1.7E-05 SELECTED VALUES I
Rock Description of Tested Interval:
Granite - Sound Rock.
TEST INTERPRETATION Text here Text here EFFECTIVE PRESSURE(psi) 20 40 60 80 62 z
t3 14 5
0.4 0.35 1- ` 0°-6.
0.3
-0L 3.
0.25 - -------------
Z0.2----- -- -- --
015 L...
~0.1-------------------
I- -- -- -- -- ----
0.05----- -- -- --
L-
- -L 0
20 40 60 s0 Effective Differential Pressure (psi)
Packer Test M-93R (Revised).xls Permeability Calculations Page 1 of 4
PERMEABILITY CALCULATIONS FOR EACHSTEP OF-,TEST
- P&MEI 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, h,:
Value of hI:
Effective Head, H where H = hI+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 25 psi 0.3 gpm 0.0 psi 0.0 psi 37.6 feet 37.6 feet 95.3 feet 3
35.0 feet 272.6 7.0 57.7 feet of water 0.001 ft3/scc (per tables) 0.0 feet of water 41.3 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 erm/sec cm/sce 2.67E-05 cm/sec 3.9 square feet True, Test Valid 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 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 I) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 8.77E-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??
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 ofhi:
Effective Head, H where H = hlI+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 37.5 psi 0.24 gpm 0.0 psi 0.0 psi 37.6 feet 37.6 feet 124.2 feet 3
63.8 feet 194.5 12.8 86.6 feet of water 0.001 ft3/scc (per tables) 0.0 feet of water 53.8 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 1.64E-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 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 5.38E-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??
Packer Test M-93R (Revised).xls 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, hj:
Value ofhl:
Effective Head, H where H = hl+h2-L:
Determine Saturation Zone:
Select Zone 1, 2, or 3 Tu = U-D+H X ý (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H 50 psi 0.36 0.0 0.0 37.6 37.6 153.1 gpm psi psi feet feet feet 3
92.7 feet 165.1 18.5 115.5 feet of water 0.001 ft3/sec (per tables) 0.0 feet of water 66.3 psi Zones I and 2 arc 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 rcm/see cm/sec cm/sec cm/sec 2.OOE-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 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) 6.55E-07 ft/sec Is this step valid?
.If (Q/a)*(cstimated 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 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 37.5 psi 0.17 gpm 0.0 psi 0.0 psi 37.6 feet 37.6 feet 124.2 feet 3
63.8 feet 194.5 12.8 86.6 feet of water 0.000 ft3/see (per tables) 0.0 feet of water 53.8 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone 1 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 em/see cm/sec cm/sec 1.1 6E-05 cm/sec 3.9 square feet True, Test Valid 40 Select Cu from Fig 10-7 for Zone 1 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) 3.81E-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??
Packer Test M-93R (Revised).xls 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 oftest section, hj:
Value of hl:
Effective Head, H where H = hl+h2-L:
25 psi 0.10 gpm 0.0 psi 0.0 psi 37.6 feet 37.6 feet 95.3 feet Determine Saturation Zone:
Select Zone 1, 2, or 3 3
Tu = U-D+H 35.0 feet X = (H/Tu)* 100 272.6 Tu/A 7.0 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) 2.92E-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??
57.7 feet of water 0.000 ft3/sec (per tables) 0.0 feet of water 41.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone 1 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/scc 8.91E-06 cm/scc 3.9 square feet True, Test Valid Packer Test M-93R (Revised).xls Permeability Calculations Page 4 of 4
Site Name:
MNS-GWPP Test Date:
4/20/2007 Well Label:
M-93R Aquifer Thickness:
67.8 feet Screen Length:
- 5. feet Casing Radius:
- 1. Inches Effective Radius:
1.5 Inches Static Water Level:
30.2 feet Water Table to Screen Bottom:
62.8 feet Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 96 time and drawdown measurements Maximum head is 2.898 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 4/20/2007 M-93R Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.442613e+000 Analysis starts at time 0. Seconds Analysis ends at time 80. minutes 72 Measurements analyzed from 1 to 72 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 0.1 1 -e-002 Hydraulic Conductivity = 3.019e-005 cm/sec Transmissivity = 0.539 meters2/day I
I I
I I
0 2
Adjusted Time (Hours)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 2.898 feet at 0. Seconds PERMEABILITY 3.02E-05 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-93R SS-5 23.16 to 24.66 ft bis Sample
Description:
Red, Silty, Clay With Fine Sand 100%/
90%
80%
70%
60%
l cL i
'U 60%
0i 40%
I U) 30%
20%
10%
100 10 1
0.1 0.01 0.001 CD0 Particle Size (mm) 0
>2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.5%
12.6%
28.3%
58.6%
Adjusted for 0%
13%
28%
59%
Calculations I
I I
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:
McGuire Nuclear Station - GWPP S
&*4 S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.: 1264-06-724 SS&ME Boring No.
M-93R
- 101, EXIIANA.S IN Boring Depth:
23.16 to 24.66 ft bis
% Sand:
13%
l a Iull [ 2 -I ).l I t2 14
% Silt:
28%
CA
/
ca (1,1(,,
CLAY I
% Clay:
59%
Estimated Specific 50 Yield:
0.4%*
Estimated Value SANDY CLAY SILTY CLAY 401 SILT Sill siLze (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 a
- 307 Iac C PNETtINTIC
.- -.A -
U ill I
w I.-
i U
L42 Estimated Porosity:
50%**
- 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 with Grain Size (after Bear, 1972)
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-93R I
SS-12 62.85 to 64.35 ft bls Sample
Description:
Black and White, Silty, Fine to Medium Sand With Mica 100%
I--i 9 0%
80%
70%
70%
60%
1*
50%
C 0.01 1
0 0 40%-
30%.3 20%-
_T_
10%_
0%
A Particle Size (mm) c!
> 2 mmr 2 mm - 0.0625 rum 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.4%
66.8%
30.2%
2.6%
Adjusted for 0%
67%
30%
3%
Calculations I
II_
I Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix 1I.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S&ME Boring No.
M -93R E IA A
~
~EX It.A\\.'s! 9 ()
Boring Depth:
62.85 to 64.35 ft bIs
% Sand:
67%
Sill I.
% Silt:
30%
702LAY(irCl 1 fil,,
CLAY
% Clay:
3%
60 Estimated Specific 2
/
Yield:
26%
SANI)
S;il nle (perentd)
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
Ll
-J d
I I
-8
-J 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 Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE l 41N.D. SAMPLER 1 FTF Project:
MNS - Groundwater Protection Project Boring No. M-94 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 2 Boring Depth (It):
44.1 Elevation (ft):
751.4 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/26/07 I
2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 32.47 ft his Drilling Method: Mud Rotary Elev.
Depth Lith-Well Penetration Resistance (Blows/Foot)
(Feet)
(Feet) ology Material Description Construction P
5R l/ o 1750
-745
-740 735
-730
-725
-720 5-ALLUVIUM (S): Light Brown, Micaceous, Fine Sandy, SILT Interlayered With Dark Brown, Medium to Fine Sandy, CLAY 10-
/
////6
//
7/////
/7
/
7-
///////
ALLUVIUM (S): Yellow-Brown and White, Micaceous,
-\\Clayey, SILT With Manganese and Organics r
ALLUVIUM (S): Red and Reddish-Brown, Micaceous, Medium to Fine Sandy, Clayey, SILT With Manganese Staining and Rock Fragments 15-ALLUVIUM (S): Red, Silty, CLAY With Fine Sand and Rock Fragments 9
16 18 9
20 25-30-7 ALLUVIUM (S): Light Brown, Micaceous, Fine Sandy, SILT With Rock Fraaments and Organics I
ALLUVIUM (S): Yellow-Red, Micaceous, Medium to Fine Sandy, CLAY 1.
"= Z I SOIL/SAPROLITE (Ml): Red, Reddish-Brown, and Yellow, Micaceous, Slightly Clayey, Fine Sandy, SILT SOIL/SAPROLITE (MI): Brown, Tan, White, and Orange, Coarse to Fine Sandy, SILT With Manganese and Rock Fragments
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I1D. SAMPLER I FT.
Project:
MNS - Groundwater Protection Project Boring No. M-94 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (fi):
44.1 Elevation (ft):
751.4 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/26/07 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 32.47 ft his Drilling Method: Mud Rotary Elev.
eet)
Logh-Material Description Well Penetration Resistance (Blows/Foot)
(Feet) I(Feet) ology MaterialDescriptionConstruction 0
50 100
-715
-710 40-104 SOIL/SAPROLITE (M1): Orange and White, Medium to Fine Sandy, SILT With Manganese Staining
/
Roller Cone Refusal at 44.10 ft bls
COMPLETION REPORT OF WELL No. M-94 Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 32.47 ft bis DRILLING CONTRACTOR:
S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 6/26/07 LATITUDE: 35 25 54.06 LONGITUDE: 80 57 05.36 TOP OF CASING ELEVATION: 754.36 DATUM: MSL LOGGED BY: Courtney Withers STRATA
_WELL o
1-- -:
Z DETAILS a-v WELL CONSTRUCTION DETAILS DESCRIPTION n
w w
115
+/- _ ___
0 1
1 jw ALLUVIUM (S): Light Brown, Micaceous, Fine Sandy, SILT Interlayered With Dark Brown, Medium to Fine Sandy, CLAY ALLUVIUM (S):
Yellow-Brown and White, Micaceous, Clayey, SILT With Manganese and rganics ALLUVIUM (S): Red and Reddish-Brown, Micaceous, Medium to Fine Sandy, Clayey, SILT With nvManganese Staining Ind Rock Fragments ALLUVIUM (S): Red, Silty, CLAY With Fine Sand and Rock Fragments ALLUVIUM (S): Light Brown, Micaceous, Fine Sandy, SILT With Rock Fragments and Organics ALLUVIUM (S):
Yellow-Red, Micaceous, Medium to Fine Sandy, CLAY SOIL/SAPROLITE S(M1):
- Red, Reddish-Brown, and Yellow, Micaceous, Slightly Clayey, Fine Sandy, SILT 0
-5
-10
-15
-20
-25
-30 0.00 1 751.40 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 29.1 ft bis GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 24 ft bis Bentonite 24 to 27 ft bls FILTERPACK Type: # 1 Filter Sand Interval: 27 to 44.1 ft bls SCREEN Diameter:
2" Type: 0.010 Slotted Sch. 40 PVC Interval: 29.1 to 44.1 ft bls LEGEND 24.00 27.00 727.40 724.40 I-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 C,
.~~~-
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-94 0It f S&
M E Charlotte, North Carolina ENGINEERING
- TESTING Sheet 1 of 2 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 751.4 CHECKED BY: Courtney Withei STRATA z
WELL 0-0*
z S T DETAILS Lu X
WELL CONSTRUCTION DETAILS DESCRIPTION 0-w ujW co Lu (See Page 1)
SOIL/SAPROLITE (Ml): Brown, Tan, White, and Orange, Coarse to Fine Sandy, SILT With Manganese and Rock Fragments (continued)
SOIL/SAPROLITE (Ml): Orange and White, Medium to Fine Sandy, SILT With Manganese Staining 35
-40
-,-~-----4
+
+
I 43.60 44.10 707.80 707.30 CD 0~
LEGEND El 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 Z
9751 Southern Pine Blvd.
WELL No. M-94 0_
wS u M E Charlotte, North Carolina ENGINEERING - TESTING Sheet 2 of 2 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&ME Boring Number:
M-94 Sample No:
Depth (ft-bls):
Blow Count:
1 4.6-6.1 4*4*5 Sample No:
Depth (ft-bls):
Blow Count:
2 9.6-11.1 2*2*2 Sample No:
Depth (ft-bls):
Blow Count:
3 14.6-16.1 4*6*10 Sample No:
Depth (ft-bls):
Blow Count:
4 19.6-21.1 8
- 7 *11 Sample No:
Depth (ft-bis):
Blow Count:
5 24.6-26.1 3*4*5 Sample No:
Depth (ft-bis):
Blow Count:
6 29.6-31.1 3*4*3 rage i o0 /
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
`
6&-mE Boring Number:
Sample No:
7 Depth (ft-bls):
34.6-36.1 Blow Count:
3
- 4
- 6 M-94 Sample No:
Depth (ft-bls):
Blow Count:
8 39.6-41.1 2*2*4 Page 2 of 2
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:
MNS-GWPP 7/16/2007 M-94 16.63 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 32.47 feet 11.63 feet I
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 60 time and drawdown measurements Maximum head is 1.37 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS 7/16/
1
-GWPP
'07 Bouwer and Rice Graph M-94 01 Bouwer and Rice parameter A = 2.903 Bouwer and Rice parameter B = 0.6015 ln(Re/Rw) = 2.740603e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 180. Seconds Analysis ends at time 22.5 minutes 33 Measurements analyzed from 9 to 41 Hydraulic Conductivity = 1.041 e-004 cm/sec Transmissivity = 3.167e-004 m2/min
.1 1 "-0 0
1 Adjusted Time (Hours)
Ho is 1 37 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.04E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-94 I
SS-2 9.6 to 11.1 ft bls Sample
Description:
Red and Brown, Fine to Medium Sandy, Clayey, Silt With Mica 100%
90%
80%
70%
(U 60%0 50%
40%
30%
20%
10%
0%
100 10 1
0.1 0.01 0.001
- 00 Particle Size (mm)
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 1.0%
40.8%
41.5%
16.7%
Adjusted for 0%
41%
42%
17%
Calculations I
I _
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:
McGuire Nuclear Station - GWPP ab S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S&ME Boring No.
M-94 Boring Depth:
9.6 to 11.1 ftbls
% Sand:
41%
% Silt:
42%
% Clay:
17%
Estimated Specific Yield:
12%
'5 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.
ý 1I a
I 40 -
POROSITY 3~
~ C. 1 SPECIFIC VnELI)
SPECIFIC METENTC."
2 !
e(a
=.a Uj
= V d
V132 2A Al 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:
M-94 SS-3 14.6 to 16.1 ft bis Sample
Description:
Red, Silty, Clay With Fine Sand 100%
_7 80%
70%
[
70%
30%
50%
0%
A.
100 10 N
1 0.1 0.01 0.001 w
0D Particle Size (mm) q R
0 C0
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 3.4%
11.5%
13.5%
71.6%
Adjusted for 0%
12%
14%
74%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix lI.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S&ME Boring No.
M-94 Boring Depth:
14.6 to 16.1 ft bls
% Sand:
12%
%Silt:
14%
% Clay:
74%
Estimated Specific Yield:
0.2%*
- Estimated Value 90'IA\\A 1N 01--
I 4F
,00I 401 S
I I;irry A6 2_
o _ý,
Sili iuze (percent)
,?
.5 FIGURE 4.11 Textural classification triangle for unconsolidated materials showing tile relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.
U 4 5 A43 30 asn Io
['
.IS *
¶ POROSITY
'I I
1 d "'
X4 IVa,.
Estimated Porosity:
50%**
- 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 with Grain Size (after Bear, 1972)
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
ISample No.:
Depth:
M-94 I
SS-8 39.6 to 41.1 ftbls Sample
Description:
Orange and White, Fine to Medium Sandy, Silt 100%
90%
I 50%
to 60%
50%
40%
100 10 1
0.1 Lo 0.01 0.001 Particle Size (mm) q
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm, From Graph:
% Gravel
% Sand
% Silt
% Clay 0.2%
42.2%
51.0%
6.6%
Adjusted for 0%
42%
51%
7%
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:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S& M E Boring No.
M-94 LXI'I \\\\ T I( )N Boring Depth:
39.6 to 41.1 ft bis 9___<____-
% Sand:
42%
1 1 I
\\\\
is OI~t2rOI h
%°Silt:
51%
C:LAY
.7()
C.
% Clay:
7%
5 Estimated Specific o %
Yield:
18%
SILTY SA N SAND 51L Sill size iurce'li)
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.
40Q_
POA03ITY 30-21SPErLCIELC 31<S I c I 2 0 ý.
I z
~ 'I :SPECIFIC mRCTENT" d _uls I"W§ d
Estimated Porosity:
44%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)
$S&ME ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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:
MNS - Groundwater Protection Project Boring No. M-95 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of I Boring Depth (ft):
24.0 Elevation (ft):
731.7 Driller:
Justin Millwood, NC Date Drilled: 4/24/07 I
~Cert.
No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 15.13 ft his Drilling Method: Mud Rotary Elev.
(FDepth Lith-I MeWell Penetration Resistance (Blows/Foot)
(Feet)
Feet) ology Material DescriptionConstruction 0
-730
-725
-720
-715
-710 5--
771 - ASPHALT ALLUVIUM (S): Red, Micaceous, Fine Sandy, Silty, CLAY With Manganese Staining and Rock Fragments 10-ALLUVIUM (S): Red and Gray Striated, Micaceous, Medium to Fine Sandy, Silty, CLAY With Manganese Staining, Rock Fragments, and Organics ZxWOOD ALLUVIUM (S): Brown and Gray, Micaceous, Silty, CLAY With Fine Sand, Manganese Staining, and Organics 15-20-
/////
/////
///
/
ALLUVIUM (S): Reddish-Brown, Micaceous, Silty, CLAY With Manganese Staining 7I
//////////
/////////
2
///
ALLUVIUM (S): Red, Yellow, Brown, and Gray Mottled, Micaceous, Silty, CLAY With Manganese Staining
/////
S"'":
SOIL/SAPROLITE (MI): Orange, Brown, and White,
- .LI."
r
.Micaceous, Silty, Coarse to Fine SAIND (Granitic)
Boring Terminated at 24.00 ft bls Lithologic Descriptions Obtained From M-95R
COMPLETION REPORT OF WELL No. M-95 Sheet 1 of 1 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary TC DATE DRILLED: 4/24/07 WATER LEVEL: Stabilized Water Level at 15.13 ft bis LATITUDE: 3525 51.50 LONGITUDE: 80 57 04.14
)P OF CASING ELEVATION: 731.35 DATUM: MSL LOGGED BY: Courtney Withers STRATA WELL Z
DETAILS a- _
WELL CONSTRUCTION DETAILS DESCRIPTION 2j ELJu w
,ASPHALT ALLUVIUM (S): Red, Micaceous, Fine Sandy, Silty, CLAY With Manganese Staining and Rock Fragments ALLUVIUM (S): Red and Gray Striated, Micaceous, Medium to Fine Sandy, Silty, CLAY With Manganese Staining, Rock Fragments, and rganics WOOD ALLUVIUM (S):
Brown and Gray, Micaceous, Silty, CLAY With Fine Sand, Manganese Staining, and Organics LLUVIUM (S):
Reddish-Brown, Micaceous, Silty, CLAY With anganese Staining ALLUVIUM (S): Red, Yellow, Brown, and Gray Mottled, Micaceous, Silty, CLAY With anganese Staining SOIL/SAPROLITE (Ml): Orange, Brown, and White, Micaceous, Silty, Coarse to Fine SAND (Granitic) 0
-5
-10
-15
-20 0.00 5.00 7.00 731.65 726.65 724.65 708.15 707.65 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 9 ft bIs GROUT Type:
Interval:
Neat Cement 0 to 5 ft bis SEAL Type: Bentonite Interval: 5 to 7 ft bis FILTERPACK Type: #1 Filter Sand Interval: 7 to 24 ft bis SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 9 to 24 ft bls LEGEND 23.50 24.00 I-0*
C,)
E FILTER PACK I
BENTONITE L
CEMENT GROUT CUTTINGS / BACKFILL T
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 Blvd.
WELL No. M-95 0
- S&MIE Charlotte, North Carolina ENGINEERING - TESTING Sheet 1 of 1 ENVIRONMENTAL SERVICES
Site Name:
MNS-GWPP Test Date:
5/7/2007 Well Label:
M-95 Aquifer Thickness:
13.87 feet Screen Length:
- 15. feet Casing Radius:
- 1. Inches Effective Radius:
- 4. Inches Gravel Pack Porosity:
30.00%
Corrected Casing Radius:
2.345 Inches Static Water Level:
15.13 feet Water Table to Screen Bottom:
8.87 feet Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 134 time and drawdown measurements Maximum head is 2.351 feet Minimum head is -1.5e-002 feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 5/7/07 M-95 Bouwer and Rice parameter A = 2.276 Bouwer and Rice parameter B = 0.4204 ln(Re/Rw) = 2.432413e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 2.345 Inches Analysis starts at time 120. Seconds Analysis ends at time 73. minutes 64 Measurements analyzed from 17 to 80 9 Points not plotted because head ratio <= 0.0 These points are not included in the analysis I
I e-00 Hydraulic Conductivity = 7.868e-005 cm/sec 1 e-003 Transmissivity = 1.996e-004 m2/min II1[III I
I I
Adjusted Time (Hours)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 2 351 feet at 0 Seconds PERMEABILITY 7.87E-05 cm/sec
ENGINEERING. TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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. LD. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-95R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 2 Boring Depth (ft):
64.51 Elevation (ft):
731.7 Driller:
Justin Millwood, NC Date Drilled: 4/23/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 14.25 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-730
-725 720
-715
-710
-705
-700
-695
-ASPHALT I
ALLUVIUM (S): Red, Micaceous, Fine Sandy, Silty, CLAY With Manganese Staining and Rock Fragments 10-15-20-25-30-ALLUVIUM (S): Red and Gray Striated, Micacous, Medium t Fine Sandy, Silty, CLAY With Manganese
-Staining, Rck Fragments, and Organics
-WOOD ALLUVIUM (S): Brown and Gray, Micaceous, Silty, CLAY With Fine Sand, Manganese Staining, and Organics ALLUVIUM (S): Reddish-Brown, Micaceous, Silty, CLAY With Manganese Staining
-ALLUVIUM (S): Red, Yellow, Brown, and Gray Mottled, Micaceous, Silty, CLAY With Manganese Staining SOIL/SAPROLITE (Ml): Orange, Brown, and White, Micaceous, Silty, Coarse to Fine SAND (Granitic)
SOIL/SAPROLITE (Ml): Reddish-Brown, Silty, Medium to Fine SAND With Large Flakes of Mica and Manganese Staining (Schistose)
SOIL/SAPROLITE (Ml): Black and White, Micaceous, Silty, Fine SAND With Brown, Oxidized Veins (Granitic)
(0 0~
0 C,,
Z 35-w WEATHERED ROCK (M2): When Sampled Becomes Black and White, Micaceous, Silty, Fine SAND With Brown, Oxidized Veins (Granitic)
Roller Cone Refusal at 37.60 ft his f
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina 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. 1.D. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-95R Location:
Huntersville, North Carolina Number:
1264-06-724 SheetNo. 2 of 2 Boring Depth (fit):
64.5 Elevation (ft):
731.7 Driller:
Justin Miliwood, NC Date Drilled: 4/23/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 14.25 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-690
-685
-- 680
-675
-670 45-50-55 60-
+ +4
+ +4
+ +4
++4
+ +4
++ 44
+ +
+44
+ +
+ +
++ ++
+ +4+
+ +
SOUND ROCK (D): Medium-Grained GRANITE, Slightly to Moderately Fractured With Intermittent Intensely Fractured Zones With Soil Seams I-
+ + +
PARTIALLY WEATHERED ROCK (WF):
+ +
Medium-Grained GRANITE, Intensely Fractured
...i r-~...
-.1 r~-L-
-4 t~
-4 r~t.
A N,
SOUND ROCK (D): Medium-Grained GRANITE, SUnfractured
/
SOUND ROCK (D): Coarse-Grained QUARTZ DIORITE, Slightly Fractured
-F-Boring Terminated at 64.50 ft his
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4-Core Location: M-95R 37 38 39 40 41 42 43 44 45 AX NQ Core Roller Cot 38.2' High 19.5' End 39.5' - 39.'
ne Refusal at 37.60 fk hIs Angle JointModerate Staining of Run #1, REC - 95%, RQD - 95%
65' High Angle Joint, Slight Decomposition 40.52' - 41.53' Fracture Zone with Moderately Severe Weathering. Horizontal to High Angle Fracturing with Moderate Staining.
42' Horizontal Joint, No Staining 42.55' Low Angle Joint, No Staining 43.48' - 43.88' High Angle Joint Completely Healed.
43.75' - 44.32' High Angle Joint, Slight Staining.
44.5' End of Run #2, REC - 97%, RQD - 62%
44.4'- 44.90' High Angle Joint, Completely Healed.
45.1' Horizontal Joint, Slight Staining 45.2'- 45.7' Intensely Fractured Zone. Moderate Weathering and Staining.
45.95' - 46.0T High Angle Joint Completely Healed 46 47 48 49 50 51 52 53 54 46.5' - 46.75' High Angle, Healed Joint 47.23' - 4105' High Angle, Healed Joint 47.8' - 48.57' High Angle Fracture, Slight Staining 49.2' - 49.35' High Angle Joint, Slight Staining 49.50' End of Run # 3, REC - 100%, RQD - 75%
51.53' Low Angle Joint, Slight Staining 52.10' High Angle Joint, Moderate Staining 52.80' and 52.83' Horizontal Joints, Slight to Moderate Staining 53.27' High Angle Joints, Slight Staining 54.5' End of Run #4, REC - 100%, RQD - 99.4%
54.35' - 55' High Angle Joint, Completely Healed. Mechaniral Break along Top Section of Joint.
EXPLANATION U
Meta Gabbro Quartz Diorite Diorite U
Granite Core Loss Intense Fracturing Fractures
-End of Run Contact Healed Joint
- U Page 1 of 2
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- Am-Core Location: M-95R 55 56 57 58 59 60 61 62 63 4A i5.2' Horizontaal Joint, Slight Decomposition 55.7' - 56.1' Fracture Zone, Horizontal to High Angle Fracturing with Slight to Moderate Staining.
56.94'- 59.05' Fracture Zone. Moderately to lntenesly Fractured with Horizontal to High Angle Fracturing. Slightly to Moderately Stained.
64 65 66 67 68 69 70o-71 72-64.5' End of Run #6, REC - 100%, RQD - 85%
Coring Terminated at 64.50 ft his 9.5'End of Run # 5, REC - 100%, RQD - 47%
9.66' Contact - Intact.
0.66' - 60.26' Granite Healed Joint.
.5' - 62.05' High Angle to Horizontal Fracturing. No Staining,
.59' Horizontal Joint, No Staining.
EXPLANATION m
Meta Gabbro Quartz Diorite m
Diorite Granite Core Loss Intense Fracturing Fractures
-End of Run Contact Healed Joint IJ Page 2 of 2
COMPLETION REPORT OF WELL No. M-95R Sheet 1 of 2 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary TC DATE DRILLED: 4/23/07 WATER LEVEL: Stabilized Water Level at 14.25 ft bls LATITUDE: 35 25 51.49 LONGITUDE: 80 57 04.08
)P OF CASING ELEVATION: 731.49 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL 0 o o0 D I
- DETAILS WELL CONSTRUCTION DETAILS u) 0w ASPHALT ALLUVIUM (S): Red, Micaceous, Fine Sandy, Silty, CLAY With Manganese Staining and Rock Fragments ALLUVIUM (S): Red and Gray Striated, Micaceous, Medium to Fine Sandy, Silty, CLAY With Manganese Staining, Rock Fragments, and Organics QVOD ALLUVIUM (S):
Brown and Gray, Micaceous, Silty, CLAY With Fine Sand, Manganese Staining, and Organics ALLUVIUM (S):
Reddish-Brown, Micaceous, Silty, CLAY With Manganese Staining ALLUVIUM (S): Red, Yellow, Brown, and Gray Mottled, Micaceous, Silty, CLAY With Manganese Staining SOIL/SAPROLITE (Ml): Orange, Brown, and White, Micaceous, Silty, Coarse to Fine SAND (Granitic)
SOIL/SAPROLITE (M1):
Reddish-Brown, Silty, Medium to Fine SAND With Large
+/++
0
-5
-10
-15
-20
-25
-30
-35 0.00 731.65 711.65 693.55 693.35 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 39 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 20 ft bls K-Packer + Bentonite 20 to 38.3 ft bls 20.00 FILTERPACK Type: N/A Interval: NIA SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 39 to 44 ft bls LEGEND C,)
0.
0 EFILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS 85 FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT 38.10 38.30
- Q NN COMPLETION REPORT OF kI J 9751 Southern Pine Blvd.
WELL No. M-95R w
uM Charlotte, North Carolina ENGINEEPJNG
- TESTING Sheet 1 of 2 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 731.7 CHECKED BY: Courtney Withel STRATA z
WELL a o o
o DETAILS
- a. r lu WELL CONSTRUCTION DETAILS DESCRIPTION m
020 W
(See Page 1)
Flakes of Mica and Manganese Staining (Schistose)
SOIL/SAPROLITE (Ml): Black and White, Micaceous, Silty, Fine SAND With Brown, Oxidized Veins (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Black and White, Micaceous, Silty, Fine SAND With Brown, Oxidized Veins Granitic) bOUN. ROUK ULA ):
Medium-Grained GRANITE, Slightly to Moderately Fractured With Intermittent Intensely Fractured Zones With Soil Seams (continued)
PARTIALLY WEATHERED ROCK (WF):
Medium-Grained GRANITE, Intensely Fractured SOUND ROCK (D):
Medium-Grained
- GRANITE, JUnfractured SOUND ROCK (D):
Coarse-Grained QUARTZ DIORITE, Slightly Fractured
++
4+-4 V4 +r
\\J
-40
-45
-50 55
-60 4
4 4
U 43.50 44.00 45.00 688.15 687.65 686.65 64.50 667.15 LL I-LEGEND E
FILTER PACK BENTONITE CEMENT GROUT n
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 COMPLETION REPORT OF
-M9751 Southern Pine Blvd.
WELL No. M-95R
&U E
Charlotte, North Carolina ENGINEERING - TESTING Sheet 2 of 2 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
"&ME Boring Number:
M-95R Sample No:
Depth (ft-bls):
Blow Count:
1 2.82 - 4.32 2*4*5 Sample No:
Depth (ft-bls):
Blow Count:
2 7.82 - 9.32 3*3*3 Sample No:
Depth (ft-bis):
Blow Count:
3 12.82 - 14.32 1*1*2 Sample No:
Depth (ft-bls):
Blow Count:
4 17.82 - 19.32 3*5*6 Sample No:
Depth (ft-bls):
Blow Count:
5 22.82 -24.32 8
- 13
- 18 i
Sample No:
Depth (ft-bls):
Blow Count:
6 27.82 - 29.32 5* 7* 10 I
Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&MEB Boring Number:
Sample No:
7 Depth (ft-bls):
32.82 - 34.32 Blow Count: 4
- 9
- 15 M-95R Page 2 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Loeatinn! M-WAR A&JE CLASSIFICATION:
37.6' to 59.66' Medium Grained Granite with Orbicuals 59.66' to 64.5' Coarse Grained Quartz Diorite Page I of I
Site Name:
MNS-GWPP Test Date:
4/24/2007 Well Label:
M-95R Test Interval:
37.6 to 44.5 ft bis Length of Open Hole:
6.9 feet Casing Radius:
1.5 Inches Effective Radius:
1.5 Inches Anisotropy Ratio:
1 Test starts with trial 0 There are 92 time and drawdown measurements Maximum head is 15.93 feet Minimum head is 0. feet (Sound Rock)
Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/24/07 Bouwer and Rice Graph M-95R I
01
~o 1 ~-
Bouwer and Rice parameter C = 2.74 ln(Re/Rw) = 3.965108e+000 Analysis starts at time 0. Seconds Analysis ends at time 51. minutes 82 Measurements analyzed from 1 to 82 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis Hydraulic Conductivity = 2.258e-004 cm/sec Transmissivity = 1.1 78e-003 m2lmin 1 e-U Adjusted lime (Hours)
Ho is 15 93 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 2.26E-04 cm/sec
Site Name:
MNS-GWPP Test Date:
4/24/2007 Well Label:
M-95R Test Interval:
37.6 to 49.5 ft bls Length of Open Hole:
11.9 feet Casing Radius:
1.5 Inches Effective Radius:
1.5 Inches Anisotropy Ratio:
1 Test starts with trial 0 There are 66 time and drawdown measurements Maximum head is 15.88 feet Minimum head is 0. feet (Sound Rock)
Calculation by Bouwer and Rice Graphical Method MNS-GWPP 4/24/07 Bouwer and Rice Graph M-95R 1
1 9-00
-Hydraulic Conductivity =3.086e-004 cm/sec Transmissivity = 1.892e-003 m2/min Bouwer and Rice parameter C = 3.883 ln(Re/Rw) = 4.210447e+000 Analysis starts at time 0. Seconds Analysis ends at time 6. minutes 31 Measurements analyzed from 1 to 31 10 20 0
30 Adjusted Time (minutes)
Ho is 15.88 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 3.09E-04 cm/sec
Site Name:
Test Date:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
MNS-GWPP 5/7/2007 M-95R 34.75 feet
- 5. feet
- 1. Inches 1.5 Inches 14.25 feet 29.75 feet 1
- 0. Seconds Test starts with trial 0 There are 72 time and drawdown measurements Maximum head is 4.93 8 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method M NS-GWPP 5/7/07 Bouwer and Rice Graph M-95R 0 1-0 1 e-002 1 e-003 Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(RelRw) = 3.178393e+000 Analysis starts at time 3. Seconds Analysis ends at time 1.25 minutes 21 Measurements analyzed from 2 to 22 1 Points not plotted because head ratio < 0.0 These points are not included in the analysis Hydraulic Conductivity = 9.916e-004 cm/sec I Transmissivity = 6.302e-003 m2/min 0
10 15 20 Adjusted Time (minutes)
Ho is 4 938 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 9.92E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
ISample No.:
Depth:
M-95R I
SS-2 7.82 to 9.32 ft bls Sample
Description:
Red and Gray, Fine to Medium Sandy, Silty, Clay With Mica 100%
90%
70%~
60%
EU) i l
5 0 %
40%
30%
Ta.
10%O/ -
1 1--..
0%
Al A
100 10 0.1 u 0.01 0.001 100 10 N"
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 2.3%
33.9%
32.0%
31.8%
Adjusted for 0%
35%
33%
33%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix H.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP
- S & M E S&ME PROJECT NO.:
1264-06-724 Boring No.
M-95R 4 I00 Boring Depth:
7.82 to 9.32 ft bls
- 94) 4 I
% Sand:
35%
4
- 4. i, s.-
06 5004 S5*I) 41.)4)4,-4-4.44)4
% Silt:
33%
-0 CL, (I (W CLAY
% Clay:
33%.
'\\
Estimated Specific 5'"
Yield:
3.8%
S,\\NI )Y CL.AY KTY CLAY 40'
- Silt i/e (_ percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing tile relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.
4l o
PCAOITY
/~~~~/
SELI
[
T EUC31
~
'lnic 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 with Grain Size (after Bear, 1972)
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-95R SS-3 I
12.82 to 14.32 ft bls Sample
Description:
Brown and Gray, Silty, Clay With Fine Sand and Mica 100%
90%
80%
70%
60%
50%
40%
30%
q am 20%
10%,,
l 0%
0%
A A
100 10 1
0.1 0.01 0.001 (0
Particle Size (mm) C!
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.1%
16.8%
40.1%
42.9%
Adjusted for 0%
17%
40%
43%
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:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724 S& mE Boring No.
M-95R lilt Boring Depth:
12.82 to 14.32 ft bls i
%Sand:
17%
.,,,i,..
Sill (I.062. *-0.00{ 4
% Silt:
40%
70 c v.'(.(1
% Clay:
43%
Estimated Specific 90 Yield:
2%
4 - - -
,.*../CL,\\YSAN" 10)
SILTY-SAN(
SAN13 SITY
+-..
4 Sill 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.
a 3
2
'a PCAOSITY SPECIFIC IMErENTr-011111-Af afNEEh3 Il w 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 with Grain Size (after Bear, 1972)
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-95R SS-6 27.82 to 29.32 ft bis Sample
Description:
Reddish-Brown, Silty, Fine to Medium Sand With Mica 100%
S.
9 0 %
80%
1 70%
60%-----
60%
S" 50%
IC---
40%
2 0 %
10%
0%
A A
100 10 0.1 ii 0.01 0.001 Particle Size (mm)
R Cý
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.3%
62.1%
32.9%
4.6%
Adjusted for 0%
62%
33%
5%
Calculations I
I I
I 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:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S&ME Boring No.
M-95R Boring Depth:
27.82 to 29.32 ft bls 90 l E',
% Sand:
62%
1 Pm.
%/ Silt:
33%
L y,
.U CLAY
% Clay:
5%
60 Estimated Specific so o Yield:
24%
Silt,tze (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 I
a 4
2
- 5. -
I
% I SPECI FC IC'Yi l.
0:
SPECIFIC METENT C44 haa d
Estimated Porosity:
43%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)
$S&ME ENGINEERING
- TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE 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 J FT.
Project:
MNS - Groundwater Protection Project Boring No. M-96 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of I Boring Depth (fi):
34.0 Elevation (ft):
747.3 Driller:
Justin Miliwood, NC Date Drilled: 5/4/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 24.36 ft his Drilling Method: Mud Rotary Elev.
(et)
Logh-Material Description Well Penetration Resistance (Blows/Foot)
(Feet)
(Feet) ology Construction o
50 lO1
-745
-740 K
735
-730
-725
-720 715 5--
10-15-20-25-30-FILL (F): Red, Yellow, and Gray, Micaceous, Medium to Fine Sandy, Clayey, SILT I -ý'i
,4
/
/
/
/
/
/
/
/
/
SOIL/SAPROLITE (M1): Red, Micaceous, Fine Sandy, Clayey, SILT With Tan, Micaceous, Medium to Fine Sand Lenses SOIL/SAPROLITE (Ml): Yellow, Red, and Brown, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (MI): Yellow, Brown, and White, Micaceous, Slightly Clayey, Fine Sandy,SILT With Manganese Nodules (Granitic) i; i
SOIL/ SAPROLITE (Ml): Brown and White, Slightly Clayey, Fine Sandy, SILT With Manganese Staining
-4 SOIL/SAPROLITE (Ml): Greenish-Black, Tan, and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining (Dioritic); Black Rock Lense
\\From 43.02 to 43.15 fR bls I : -
/
Boring Terminated at 34.00 ft bls Lithologic Descriptions Obtained From M-96R
COMPLETION REPORT OF WELL No. M-96 Sheet 1 of 2
. PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 24.36 ft bls LATITUDE: 35 25 53.45 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 5/4/07 LONGITUDE: 80 56 58.54 TOP OF CASING ELEVATION: 750.27 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL 0-0 F-.'1 -.
Fz.
D PDETAILS CL X
WELL CONSTRUCTION DETAILS DESCRIPTION M
U
>- w.
J FILL (F): Red, Yellow, and Gray, Micaceous, Medium to Fine Sandy, Clayey, SILT SOIL/SAPROLITE (Ml): Red, Micaceous, Fine Sandy, Clayey, SILT With Tan, Micaceous, Medium to Fine Sand iLenses SOIL/SAPROLITE (Ml): Yellow, Red, and Brown, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Yellow, Brown, and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Nodules (Granitic)
SOILI SAPROLITE (Ml): Brown and White, Slightly Clayey, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml):
Greenish-Black, Tan, and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With
'7 7
10
-15
-20
-25
-30 0.00 15.00 17.00 747.29 732.29 730.29 713.79 713.29 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 19 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 15 ft bls Bentonite 15 to 17 ft bls FILTERPACK Type: #1 Filter Sand Interval: 17 to 34 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 19 to 34ft bis C,
0.
33.50 34.00 LEGEND FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACKFILL v
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 9751 SueCOMPLETION REPORT OF
-9751 Southern Pine Blvd.
WELL No. M-96
- 0.
S V E~ Charlotte, North Carolina ENGINEERING - TESTING Sheet 1 of 2 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 747.3 CHECKED BY: Courtney Withei STRATA z
WELL 0 _
A Z
I-- -
DETAILS IL WELL CONSTRUCTION DETAILS DESCRIPTION m
a.D W
W
-J
-J
______UE___
a_
1L (See Page 1)
I.
I.
I-Manganese Staining (Dioritic); Black Rock Lense From 43.02 to 13.15 ft bis Cn LEGEND FILTER PACK BENTONITE CEMENT GROUT KCUTTINGS / BACKFILL
_-T 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 z
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-96 SU M E Charlotte, North Carolina ENGINEERING
- TESTING Sheet 2 of 2 ENVIRONMENTAL SERVICES
Site Name:
MNS-GWPP Test Date:
5/17/2007 Well Label:
M-96 Aquifer Thickness:
- 15. 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:
24.36 feet Water Table to Screen Bottom:
9.64 feet Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 141 time and drawdown measurements Maximum head is 3.306 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 5/17/07 M-96 Bouwer and Rice parameter A 2.655 Bouwer and Rice parameter B = 0.4936 In(Re/Rw) = 2.697877e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 3. Seconds Analysis ends at time 2.8 minutes 56 Measurements analyzed from 2 to 57 002 Hydraulic Conductivity = 1.162e-003 cm/sec Transmissivity = 3.187e-003 m2lmin 00 05 10 15 20 25 30 365 40 45 50 55 60 65 70 75 80 85 Adjusted Time (minutes)
Analysis by Julie Petersen of S&ME, Inc.
o is 3 306 feet at 0 Seconds PERMEABILITY 1.16E-03 cm/sec
S&IIE CS&ME, Inc.
9751 Southern Pine Blvd.
S& M E Charlotte, North Carolina ENGINEERING
- TESTING Telephone: 704-523-4726 ENVIRONMENTAL SERVICES Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE W1THASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.41I IND. SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-96R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 3 Boring Depth (ft):
99.6 Elevation (fi):
747.4 Driller:
Justin Millwood, NC Date Drilled: 4/26/07 1
BCert.
No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 23.14 ft his
{Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
I.-.,,
-745
-740
-735
-730
-725
-720
-715 FILL (F): Red, Yellow, and Gray, Micaceous, Medium to Fine Sandy, Clayey, SILT Clayey, SILT With Tan, Micaceous, Medium to Fine Sand Lenses SOIL/SAPROLITE (Ml): Yellow, Red, and Brown, Micaceous, Slightly Clayey, Fine Sandy,SILT With Manganese Staining 15-20-25-30-SOIL/SAPROLITE (Ml): Yellow, Brown, and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Nodules (GRANITIC)
SOIL/ SAPROLITE (Ml): Brown and White, Slightly Clayey, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Greenish-Black, Tan, and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining (Dioritic); Black Rock Lense From 43.02 to 43.15 ft bis I---
a
S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina ENGINEERING
- TESTING Telephone: 704-523-4726 ENWRONMENTAL SERIACES Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE 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:
MNS - Groundwater Protection Project Boring No. M-96R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (ft):
99.6 Elevation (ft):
747.4 Driller:
Justin Millwood, NC Date Drilled: 4/26/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 23.14 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
F I~.Y -
~V7T -
7"
-710
-705
-700
-695
-690
-685
-680 40-45-50-SOIL/SAPROLITE (Ml): Black, White, and Orange, Micaceous, Silty, Medium to Fine SAND With Manganese Staining (Granitic)
Roller Cone Refusal at 52.54 ft bls WEATHERED ROCK (M2): When Sampled Becomes Black, Tan, and Gray, Micaceous, Silty, Coarse to Fine SAND with Fine-Grained GRANITE Fragments 55
ENGINEERING ° TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.44 IN ID. SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-96R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
99.6 Elevation (fi):
747.4 Driller:
Justin Millwood, NC Date Drilled: 4/26/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 23.14 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 100 00 50/
3I*
-675
-670
-665
-660
-655 650 Set Back up to Mud Rotary at 74.57 ft bis Roller Cone Refusal at 80.38 ft bis SOUND ROCK (D): Coarse-Grained, QUARTZ DIORITE, Moderately Fractured With Soil Seam From 82.84 to 83.84 ft bls 85-90-95-
- 4 t't.
j*-<
'4
<4
<4N.
<4N.
"'In' 501 0
(0 C.)
I-0Cs 0z 0.
Cs Cs 0-J (J2 z
2-Cs 0
-J Csz 2
SOUND ROCK (D): Fine-Grained QUARTZ DIORITE, S- < Slightly Fractured sV"~ <"
SOUND ROCK (D): Coarse-Grained, QUARTZ x'
<- DIORITE, Slightly Fractured Boring Terminated at 99.57 ft bls
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-96R 52 NQ Cor 61 Roller Cone Refusal at 52.54 f bls 53 62 52.54' - 54.5T Intensely Fractured with Core Loss. Severely Weathered.
54 63 54.57' End of Run #1, REC - 38%, RQD-0%
55 64 56 65 57 66-58 67-59 68 59.57'End ofRun #2, REC - 0%, RQD - 0%
60 69-61 7070 4-0%
EXPLANATION U
Meta Gabbro U
Quartz Diorite U
Diorite Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint Page 1 of 3
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 A&
ý m
Core Location: M-96R 70
.... ~
71 72 73 74 75
!.05' Horizontal Joint, No Staining.
!.3' High Angle Joint, No Staining.
1.9' Low Angle Joint, No Staining.
- 3. V - 83.55' Soil Seam, Core Loss 3.75' High Angle Joint, No Staining.
I. U Horizontal Joint, No Staining.
oiler Cone Refusal at 80.38 ft bls 1.6' Low Angle Joint, Moderately Weathered 0.8' Horizontal Joint, No Staining.
1.5' Horizontal Joint, No Staining.
' End of Run #5, REC - 0%, RQD - 0%
84 76 85 77 78 86 87 88 L.57' End of Ron #6, REC - 90%, RQD - 52%
1.7 High Angle Joint, Fresh Surface.
5.1' Horizontal Joint, Fresh Surface.
5.7' Low Angle Joint, No Staining.
5.9' Horizontal Joint, No Staining.
1.6' High Angle Joint, No Staining.
7' High Angle Joint, No Staining.
7.3' Horizontal Joint, No Staining.
EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite U
Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint 79 Page 2 of 3
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4-Core Location: M-96R 88 88.4' Low Angle Joint, No 89 89.25' Horizontal Joint, No 89.57' End of Run #7, REC 90 90.1' High Angle Joint, No 90.8' High Angle Joint, No 91 91.2' - 91.35' Quartz Vein.
92 91.8'- 92.2'Quartz Vein -
92.3' High Angle Joint, No 93
- 93. I'High Angle Joint, No 93.6& High Angle Joint, No 94 94,1 Horizontal Joint, No 94.5' High Angle Joint, No 94.57' End of Ron #8, REC 95 96 97' Horizontal Joint, No St Staining.
Staining.
- 92%, RQD - 79%
Staining, Smooth Schistose Surface.
Staining, Smooth Shistose Surface.
Fractured through Vein.
Staining, Smooth Shistose Surface.
97 98 99 100-101 102 103-Z 104 105 106 87.3' - 97.6' High Angle Joint, Completely Healed with Epidote.
88.3' Horizontal Joint, No Staining.
)8.7' - 98.77' Quartz Vein.
)8.8'- 99' Fracture Zone, Horizontal to Low Angle Fracturing.
N9.57'End ofRun # 9, REC - 100/, RQD - 100%
Coring Terminated at 99.57 ft bls Staining, Smooth Shistose Surface.
Staining, Smooth Shistose Surface.
Staining Staining, Smooth Shistose Surface.
- 97%. RQD - 93%
EXPLANATION m
Meta Gabbro Um Quartz Diorite E
Diorite Granite Core Loss Intense Fracturing Fractures End of Run
-.--- Contact Healed Joint aining Page 3 of 3
COMPLETION REPORT OF WELL No. M-96R Sheet 1 of 3 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 23.14 ft bIs DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 4/26/07 LATITUDE: 35 25 53.46 LONGITUDE: 80 56 58.60 TOP OF CASING ELEVATION: 750.25 DATUM: MSL LOGGED BY:
, Withers STRATA PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 81.2 ft bis GROUT Type:
Interval:
Neat Cement 0 to 78 ft bIs SEAL Type:
Interval:
K-Packer + Bentonite 78 to 81.4 ft bis FILTERPACK Type:
N/A Interval: N/A SCREEN Diameter:
Type:
Interval:
2s 0.010 Slotted Sch. 40 PVC 82 to 87 ft bis LEGEND E
FILTER PACK BENTONITE
] CEMENT GROUT
]CUTTINGS / BACI T
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 ENGINEERING - TESTING COMPLETION REPORT OF WELL No. M-96R 9751 Southern Pine Blvd.
Charlotte, North Carolina
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 747.4 CHECKED BY: Courti Withei STRATA WELL DETAILS 1*
II-,-?.
0-0zLU
-J (See Page 1)
(Ml):
Greenish-Black, Tan, and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining (Dioritic); Black Rock Lense From 43.02 to 43.15 ft bls (continued)
(M2): When Sampled Becomes Black, Tan, and Gray, Micaceous, Silty, Coarse to Fine SAND with Fine-Grained GRANITE Fragments LEGEND E
FILTER PACK E
BENTONITE
]CEMENT GROUT CUTTINGS / BACKFILL V 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 669.40 S&ME COMPLETION REPORT OF WELL No. M-96R 9751 Southern Pine Blvd.
Charlotte, North Carolina
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 747.4 CHECKED BY: Courtney Withei STRATA z
WELL I
0 o D
DETAILS
- u.
WELL CONSTRUCTION DETAILS DESCRIPTION V) in:
LU (See Page 1)
SOUND ROCK (D):
Coarse-Grained, QUARTZ DIORITE, Moderately Fractured With Soil Seam From 82.84 to 83.84 ft bls SOUND ROCK (D):
Fine-Grained QUARTZ DIORITE, Slightly Fractured SOUND ROCK (D):
Coarse-Grained, QUARTZ DIORITE, Slightly Fractured
-q r-,
- r',
-q r-
-. r-
-80
-85
-90
-95 81.20 81.40 82.00 87.00 88.00 99.57 666.20 666.00 665.40 660.40 659.40 647.83 I-
¢0
.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 COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-96R p_ *R M
Charlotte, North Carolina ENGINEERING
- TESTING Sheet 3 of 3 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- S&ME Boring Number:
M-96R Sample No:
Depth (ft-bis):
Blow Count:
1 2.9-4.4 4*8"11 Sample No:
Depth (ft-bis):
Blow Count:
2 7.9 - 9.4 4* 5* 10 Sample No:
Depth (ft-bis):
Blow Count:
3 12.9 - 14.4 3*5*8 Sample No:
Depth (ft-bls):
Blow Count:
4 17.9-19.4 2*5*5 Sample No:
Depth (ft-bls):
Blow Count:
5 22.9 - 24.4 2*2*3 Sample No:
6 Depth (ft-bIs): 27.9 - 29.4 Blow Count:
2
- 2
- 4 Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4ll -ZE Boring Number:
Sample No:
7 Depth (ft-bIs): 32.9 - 34.4 Blow Count:
3
- 3
- 6 M-96R Sample No:
Depth (ft-bIs):
Blow Count:
8 37.9 - 39.4 2*4*7 Sample No:
Depth (ft-bls):
Blow Count:
9 42.9 - 44.4 7
- 7
- 13 Sample No:
Depth (ft-bls):
Blow Count:
10 47.9 - 49.4 12
- 15
- 22 Sample No:
Depth (ft-bls):
Blow Count:
11 77.48 - 78.98 50/3 Page 2 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 v ARIRE CLASSIFICATION:
52.54' to 80.5' Fine Grained Granite with Core Loss (Weathered Rock) 80.5' to 99.57' Coarse to Fine Grained Quartz Diorite Page I of I
Site Name:
MNS-GWPP Test Date:
4/24/2007 Well Label:
M-96R Test Interval:
33.9 to 36.9 ft his Length of Open Hole:
- 3. feet Casing Radius:
1.5 Inches Effective Radius:
1.5 Inches Anisotropy Ratio:
I Test starts with trial 0 There are 85 time and drawdown measurements Maximum head is 25.82 feet Minimum head is 0. feet (Soil/Saprolite)
Calculation by Bouwer and Rice Graphical Method M NS-GWPP 4/24/07 Bouwer and Rice Graph M-96R
--I MR 01 I
I O0 Bouwer and Rice parameter C = 1.78 Iln(Re/Rw) = 3.121635e+000 Analysis starts at time 0. Seconds Analysis ends at time 47. minutes 72 Measurements analyzed from 1 to 72 1 Points not plotted because head ratio <= 0.0 LThese points are not included in the analysis Hydraulic Conductivity 3.117e-004 cm/sec Transmissivity = 6.213e-004 m2lmin 0021 1 e-003 0
Adjusted Time (Hours)
Ho is 2582 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 3.12E-04 cm/sec
CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (Open Hole in Uniform Material)',
teaM E
Site Name:
MNS - GWPP Date:
5/1/2007 Boring I.D.
M-96R Test Interval:
52.17 to 59.57 Total Depth of Hole:
59.57 ft Length of Open Hole:
7.40 ft Transformation Ratio m=
I Performed by:
Julie Petersen (Weathered Rock).
1816.16 cm 225.61 cm Time (see) 0 60 120 180 240 300 360 Head (cm) 1838.41 1627.74 1455.76 1337.10 1251.19 1186.83 1138.41 Permeability (cm/see) 2.66E-04 2.44E-04 1.86E-04 1.45E-04 1.16E-04 9.11E-05 ions d2 "ln1-.-n
. in HM for mL7j Kh =ný-
K 8-L. ( 2 - t1 H 2 Where:
K, is the Horizontal Coefficient of Permeability (cm/sec)
H, is the Piezornetric Head for time; t = t, (cm) 1-12 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--
K~h is the Horizontal Permeability K, is the Vertical Permeability L
is the Open Length of Hole (cm)
Spreadsheet assumes 3" ID Pipe: NO Hole. OD = 3" MEAN PERMEABILITY (cm/scc) 1.75E-04 Graph of Field Data Head vs Time 1900.00 1700.00 1500.00.-
-~1300.00 1100.00 900.00 700.00...
0 50 100 150 200 250 300 350 400 Time (sec)
CALCULATIONOFPERME.ABILITY BY THE FALLING.. HEA.METH.OD (O e H l i
niom aera)
Site Name:
MNS - GWPP Date:
5/1/2007 Boring I.D.
M-96R Test Interval:
52.17 to 64.57 Total Depth of Hole:
64.57 ft Length of Open Hole:
12.40 ft Transformation Ratio m=
I Performed by:
Julie Petersen (Weathered Rock) 1968.6 cm 378.05 cm Time (sec) 0 60 120 180 240 300 360 Head (cm) 1847.71 1637.87 1504.94 1414.79 1350.15 1302.56 1266.71 Permeability (cm/see) 1.77E-04 1.25E-04 9.09E-05 6.88E-05 5.28E-05 4.11 E-05 Calculations K, 2 -
Inl2rnLj)
H 1 for L4 gh =n-8.L. (t 2 - t1 H2 Where:
Kh is the Horizontal Coefficient of Permeability (cm/sec)
H, is the Piezometric Head for time; t = tt (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 Kh is the Horizontal Permeability Kv 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) 9.26E-05 Graph of Field Data Head vs Time 1900.00 1700.00 1600.00 E 1500.00
. " 1 4 0 0.0 0 1300.00 1200.00 1100.00 1000.00 900.00 0
50 100 150 200 250 300 350 400 Time (sec)
BOREHOLE PERMEABILITY TEST USING PACKERS FIELD DATA SHEET
- S&MEI PROJECT NAME AND NO.:
LOCATION:
TEST DATE:
TESTED BY:
GROUND ELEV (ft MSL):
MNS - GWPP Huntersville, NC 5/3/2007 Justin Milwood and Courtney Withers 747.2 BOREHOLE NO.:
M-96R TEST INTERVAL:
83.0 TEST INTERVAL:
664.2 to 88.0 bgs to 659.2 EL TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD
REFERENCE:
Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 TEST DATA (Enter data in underlined cells):
Rock Description of test interval:
Source of test water and clarity:
Method of cleaning hole prior to testing:
Drilling Fluid (water or type of drilling mud)
Packer Brand and Model:
Packer Inflation Pressure Packer Length:
Method: Single (1) or double (2) packer (Enter I or 2):
Interval below base of packer for Method I (single packer test),A I':
Interval between packers for Method 2 (double packer test),A 2:
Depth of hole at time of test:
Diameter of borehole, d:
Radius of the borehole, r Depth to water table (thickness of unsaturated material above water table,U):
Height above ground surface of pressure gauge:
Top of test section (bottom of upper packer), ht:
Bottom of test section (top of lower packer if double packer used, bottom of hole for a single packer,D):
Is test section above or below water table?
For tests below the water table determine h, the distance between the gauge and the water table:
Length of pipe over which head loss occurs (distance from gauge to outlet of pipe in test section):
Diameter and type of pipe used:
Sound Rock - Coarse Grained Quartz Diorite, Moderately Fractured Holding Pond - Slightly Turbid Flushed Water 160 psi 2.00 feet 2
feet 5.0 feet 99.2 feet below ground surface (bgs) 3.0 inches 0.3 0.13 feet feet 23.8 feet 4.9 feet ags 83.0 feet bgs 88.0 feet bgs below 28.7 feet 90.4 1.25-inch I.D.
feet Packer Test M-96R Test 2.xls Permeability Test Field Data Page 1 of 2
BOREHOLE PERMEABILITY TEST"USING PACKERS" 4S&M FIELD DATA SHEET S&ME PROJECT NAME AND NO.:
MNS - GWPP LOCATION:
Huntersville, NC TEST DATE:
5/3/07 BOREHOLE NO.:
M-96R TEST INTERVAL:
83 to 88 bgs TEST INTERVAL:
664.22 to 659.22 EL Water Level Flow Rate Flow Rate Gauge Pressure (h 2) in psi Elapsed Time (minutes)
(feet bgs)
(total flow in gal)
(gpm)
Step 1 30 0
2004.50 30 1
2004.60 0.10 30 2
2004.60 0.00 30 5
2004.60 0.00 30 10 2004.60 0.00 30 15 2004.60 0.00 30 20 2004.60 0.00 Average 0.00 0.02 Selected stabilized flow rate to be used in calculation 0.00 Step 2 40 0
2004.70 40 1
2004.75 0.05 40 2
2004.80 0.05 40 5
2004.90 0.03 40 10 2005.00 0.02 40 15 2005.15 0.03 40 20 2005.30 0.03 Average 0.03 0.04 Selected stabilized flow rate to be used in calculation 0.03 Step 3 50 0
2005.50 50 1
2005.60 0.10 50 2
2005.80 0.20 50 5
2006.30 0.17 50 10 2007.10 0.16 50 15 2007.70 0.12 50 20 1
2008.60 0.18 Average 0.15 0.15 Selected stabilized flow rate to be used in calculation 0.15 Step 4 40 0
2008.60 40 1
2008.70 0.10 40 3
2008.90 0.10 40 5
2009.10 0.10 Average 0.10 0.10 Selected stabilized flow rate to be used in calculation 0.10 Step 5 30 0
2009.20 30 1
2009.30 0.10 30 3
2009.50 0.10 30 5
2009.60 0.05 Average 0.08 0.08 Selected stabilized flow rate to be used in calculation 0.08 NOTES:
Packer Test M-96R Test 2.xis Permeability Test Field Data Page 2 of 2
rBOREHLOLEýP'ERMEABILITY TEST U SING PACKERS CALCULATIONS, PROJECT NAME AND NO.:
LOCATION:
TEST DATE:
TESTED BY:
GROUND ELEV (ft MSL):
MNS - GWPP Huntersville, NC 5/3/2007 Justin Milwood and Courtney Withers 747.2 BOREHOLE NO.:
TEST INTERVAL:
TEST INTERVAL:
M-96R 83.0 to 664.2 to 88.0 bgs 659.2 EL 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 0
30 42 0
0.00E+00 0.OE+00 2
0.03 40 52 0
6.9E-08 2.IE-06 3
0.15 50 62 1
2.9E-07 8.8E-06 4
0.1 40 52 1
2.3E-07 7.OE-06 5
0.08 30 42 1
2.3E-07 6.9E-06 AVERAGE 0
1
.6E-07 5.OE-06 SELECTED VALUES I
Rock Description of Tested Interval:
Sound Rock - Coarse Grained Quartz Diorite, Moderately Fractured TEST INTERPRETATION Text here Text here EFFECTIVE PRESSURE(psi) 0 20 40 60 80 OMN I
]
~-3
"-was-.is sslu tlii 5
FLOW (gpm) 0 0.05 0.1 0.15 0.2 I-3 (4.
0.16 0.14 -.
J.
-. -L 0.06
-5
.S 0.04 -
0.02 0
0 20
- 40) 60 80 Effective Differential Pressure (psi)
Packer Test M-96R Test 2.xls Permeability Calculations Page 1 of 4
PERMEABILITY CALCULATIONS FOR EACH STEP OF TEST S&ME CALCULATED PERMEABILITY FOR STEP 1 Gauge Pressure, h2.
30 psi 69.3 feet of water Flow Rate, Q:
0 gpm 0.000 fti/scc 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,:
28.7 feet Value ofh1 :
28.7 feet Effective Head, H where H = hl+h2-L:
97.9 feet 42.4 psi Determine Saturation Zone:
Select Zone 1, 2, or 3 3
Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 33.7 feet X = (H/Tu)* 100 290.7 Tu/A 6.7 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests:
Cu for Zone I Cs for Zone 2 and 3 tests:
64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec crds/c Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec cm/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 0.OOE+00 ft/sec 0.OOE+00 cm/sec Is this step valid?
lf(Q/a)*(cstimatcd 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.
Flow Rate, Q:
Head loss per TEN foot section of pipe:
Head Loss, L:
40 psi 0.03 0.0 0.0 gpm psi psi Distance from pressure gauge to bottom of test section, hj:
28.7 feet Value of hj:
28.7 feet Effective Head, H where H = hJ+h2-L:
121.0 feet Determine Saturation Zone:
Select Zone 1, 2, or 3 3
Tu = U-D+H 56.8 feet X = (H/Tu)*100 213.2 Tu/A 11.4 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 1 and using single or double packer ft/se Calculate K if Zone 2 and using single packer (Method 1) ft/se Calculate K if Zone 2 and using double packer (Method 2) ft/se Calculate K if Zone 3 and using single packer (Method 1) ft/se Calculate K if Zone 3 and using double packer (Method 2) 6.90E-08 ft/se 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 ft3/scc (per tables) 0.0 feet of water 52.4 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 2.10E-06 cm/sec 3.9 square feet True, Test Valid c
e e
e c
Packer Test M-96R Test 2.xls 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 :
50 psi 0.15 gpm 0.0 psi 0.0 psi Distance from pressure gauge to bottom of test section, h1:
28.7 feet Value of hl:
28.7 feet Effective Head, H where H = hl+h2-L:
144.1 feet Determine Saturation Zone:
Select Zone 1,2, or 3 3
Tu = U-D+H 79.9 feet X = (H/Tu)* 100 180.4 Tu/A 16.0 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 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) 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) 2.90E-07 ft/sec Is this step valid?
If (Q/a)*(estimatcd 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 ft3/see (per tables) 0.0 feet of water 62.4 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 cr/sec cm/sec cm/scc 8.83E-06 cm/sec 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, 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)* 100 Tu!A Determine Conductivity Coefficient H/r A/H 40 psi 0.10 gpm 0.0 psi 0.0 psi 28.7 feet 28.7 feet 121.0 feet 3
56.8 feet 213.2 11.4 92.4 feet ofwater 0.000 ft3/sec (per tables) 0.0 feet of water 52.4 psi Zones I and 2 arc unsaturated, 3 is saturated 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/scc 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/scc Calculate K if Zone 3 and using double packer (Method 2) 2.30E-07 ft/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??
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 cnem/see cm/sec cm/sec 7.01E-06 cm/sec 3.9 square feet True, Test Valid Packer Test M-96R Test 2.xls 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, h1 :
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 0.08 gpm 0.0 psi 0.0 psi 28.7 feet 28.7 feet 97.9 feet 3
33.7 feet 290.7 6.7 69.3 feet of water 0.000 ft3/scc (per tables) 0.0 feet of water 42.4 psi Zones I and 2 are unsaturated, 3 is saturated 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) ft/sec Calculate K if Zone 2 and using double packer (Method 2) ft/scc Calculate K if Zone 3 and using single packer (Method 1) ft/sec Calculate K if Zone 3 and using double packer (Method 2) 2.28E-07 ft/sec Is this step valid?
lf(Q/a)*(cstimatcd 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 em/scc cm/sec c-m/sec Clem/seC 6.9313-06 cm/sec 3,9 square feet True, Test Valid Packer Test M-96R Test 2.xls Permeability Calculations Page 4 of 4
Site Name:
MNS-GWPP Test Date:
5/17/2007 Well Label:
M-96R Aquifer Thickness:
- 69. feet Screen Length:
- 5. feet Casing Radius:
- 1. Inches Effective Radius:
1.5 Inches Static Water Level:
23.14 feet Water Table to Screen Bottom:
63.86 feet Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 161 time and drawdown measurements Maximum head is 3.105 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 5/17/07 01 I
1 e-002 Hydraulic Conductivity = 1.193e-005 cm/sec Transmissivity 1.506e-004 m2lmin 01 2
Analysis by Julie Petersen of S&ME, Inc.
Bouwer and Rice Graph M-96R Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.444149e+000 Analysis starts at time 120. Seconds Analysis ends at time 176. minutes 88 Measurements analyzed from 2 to 89 Adjusted Time (Hours)
Ho is 3 105 feet at 0 Seconds PERMEABILITY 1.19E-05 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
ISample No.:
Depth:
M-96R SS-1 2.9 to 4.4 ft bls Sample
Description:
Red, Yellow, and Gray, Fine to Medimn Sandy, Clayey, Silt With Mica 100%
90%
80%
60%
6 0 0 /
U 5 0 %
40%.
30%
,_IL 10%
i 0%
100 10 M
1 0.1 n
0.01 0.001 to 0
01 Particle Size (mm) q 0
> 2 mm 2 mm - 0.0625 mm 0.0625 mln - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.2%
32.4%
42.1%
25.3%
Adjusted for 0%
32%
42%
25%
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:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S&ME Boring No.
M-96R Boring Depth:
2.9 to 4.4 ft bls
% Sand:
32%
I
% Silt:
42%
C.
CLAY
% Clay:
25%
6 Estimated Specific so/ ' '
Yield:
5%
14F SA\\NI)Y CLAY
.~j CY41 SIILTY SAN[D IA N
IL 0
Silt ize (perclent)
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 4,5--J,=-
33 I
30 I
- z. I I'1 I
20 I
01E1 lt;I d I P0A0~ITy i
I l
I I
-a p X _j U Z
16j 2
391011
.94 A us H
to.
25 cc x
uta 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:
M-96R SS-10 47.9 to 49.4 ft bls Sample
Description:
Black, White, and Orange, Silty, Fine to Medium Sand With Mica 100%
7,\\
90%:-
-4_
i_
70%
1-60%
1~
~~
(U 40%
30%
20%
10%
L
--T 0%
0%-A A
100 10 1
.1 0.01 0.001 Particle Size (mm)
C.
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.3%
76.3%
20.9%
2.4%
Adjusted for 0%
77%
21%
2%
Calculations I
I II 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:
McGuire Nuclear Station - GWPP S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724
- S&ME Boring No.
M-96R EXFI.A\\.B(M.
Boring Depth:
47.9 to 49.4 ft bls I.
.,I
% Sand:
77%
8.,,i,.
1.(
- -,1,-,
%Silt:
21%
/
CLAY
%Clay:
2%
/.6 Estimated Specific
/
.so Yield:
28%
Yil: 2%S,\\NI)Y CI./
SIT CLAY
?"0 1
CLAY-SlIT F t LA
- L\\-
SA\\N I
.. /....
A I
Sill tze (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing tic relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.
I I
44 a
I 30-257 0,.
15.
0 I
I_.
I d
WJ 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 Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING ISIN 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. I.D. SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-97 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 3 Boring Depth (fit):
99.4 Elevation (ft):
747.8 Driller:
Juscert.
No.3439 C
Date Drilled: 5/8/07 Logged By: Courtney Withers I Water Level:
Stabilized Water Level at 13.04 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-745
-740
-735
-730
-725
-720
-715 5-10-15-20-
-\\ASPHALT
/
I-'
\\GRAVEL I
SOII/SAPROLITE (Ml): Reddish-Brown and White, Slightly Clayey, SILT With Manganese Staining SOIL/SAPROLITE (MI): Brown, Micaceous, SILT With Manganese Staining; White, Coarse to Fine Sandy, Silt Lense From 18.50 to 18.65 fi bls j5-SOIL/SAPROLITE (MI): White, Tan, and Black, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins (Granitic)
I ~
- 1-1 SOIL/SAPROLITE (MI): White and Tan, Micaceous, Slightly Clayey, Silty, Medium to FineSAND With Manganese Staining (Granitic)
ENGINEERING o TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE WITHASTMD-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 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-97 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (It):
99.4 Elevation (ft):
747.8 Driller:
Justin Millwood, NC Date Drilled: 5/8/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 13.04 fIt his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 100 0
-710
-705
-700
-695
-690 685
-680 40-45 50-h 20
\\\\
43 SOIL/SAPROLITE (Ml): Reddish-Brown, White, and Black, Slightly Clayey, SILT With Manganese Staining; Gray, Slightly Clayey, Silt Lense From 43.65 to 44.65 ft bls SOIL/SAPROLITE (Ml): White, Brown, Reddish-Brown, and Black, Micaceous, Fine Sandy, SILT With Manganese Staining Roller Cone Refusal at 51.90 ft bls 55-60-65-SOUND ROCK (D): Medium-Grained QUARTZ
<- DIORITE, Slightly Fractured
`4 it-/
4-<
SOUND ROCK (D): Fine-Grained DIORITE, Slightly Fractured 15 43 S<~
<t
,J * <I
<1NL
<d~'
t
<C
<-t
<d~'
rt
<I~
SOUND ROCK (D): Medium-Grained QUARTZ DIORITE, Slightly Fractured
S&ME ENGINEERING - TESTING ENVIRONMENTAL SERVICES S&ME, Inc.
9751 Southern Pine Blvd.
Charlotte, North Carolina Telephone: 704-523-4726 Fax: 704-525-3953
- 1. BORING AND SAMPLING IS INACCORDANCE W1THASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 14 IN. LD SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-97 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
99.4 Elevation (1i):
747.8 Driller:
Justin Millwood, NC Date Drilled: 5/8/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 13.04 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 1i
-675 B-670
-665
-660
-655
-650
/-
4t-
.4 N.-/.
75-80-85-90-95-
- + + +
SOUND ROCK (D): Fine-Grained, Quartz-Rich
+ + 4 GRANITE, Unfractured
+ + +
+ +
4
++
\\v" < SOUND ROCK (D): Medium-Grained QUARTZ
'/-
< DIORITE, Slightly Fractured
-V V_
_V D-Wt I 1</F t
-V."
C3 Boring Terminated at 99.41 ft his
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
$6-Core Location: M-97 51 NQ Core Roller Co 52
- 52. I'Hori 53 54 54.41'AE 55 5 5.51'- 5S 56 56.4' Hori 57 56.96' - 5 58 59 59.41' En 60 oe Refusal at 51.90 ft bIs zontal Joint. No Staining.
dof Run #1, REC - 98%, RQD - 88%
60 -
61 62 63 64 65 66 67 68 69 63.2' Low Angle Joint, No Staining.
64.41' End of Run #3, REC - 100/, RQD - 1001/a.
5.86' High Angle Contact - Intact.
izontal Joint, No Staining.
7.31' High Angle Contact - Intact.
d of Run #2, REC - 100%, RQD - I00%
EXPLANATION U
Meta Gabbro U
Quartz Diorite Diorite U
Granite Core Loss Intense Fracturing
-F Fractures
-End of Run Contact Healed Joint Page 1 of 3
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4-Core Location: M-97 69 69.41' End of Run 70 71 72 72.61'- 72.71'FQU 73 74 74.01' Low Angle 74.41' End of Run 74.46' Contact - In 75 76 77 78
- 4, REC - 98%, RQD - 98%
artz Vein.
78 79 80 81 82 83 84 85 86 87 78.21' Mechanical Break Along Contact 79.41' End of Run #6, REC - 96%, RQD - 96%
82.22' - 82.29' Quartz Vein.
Joint. No Staining.
- 5, REC - 100., RQD - 100(/.
ntact 4.4 1'End of Run #7, REC - 100%, RQD - 100%
EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite m
Granite a
Core Loss 0
Intense Fracturing Fractures End of Run Contact Healed Joint Page 2 of 3
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4-mm Core Location: M-97 87 87.36' Low Angle 88 89 89.41' End of Run 90 91 91.62- - 91.9-High 92 93 93.8 lContact - It 94 94.41' End of Run 94.56 - 94.76' Hi 95 Joint, Slight Staining
- 8, REC - 100%, RQD - 100%
96 97 98 99 100 101 102 103 104 97.41' Low Angle Joint, No Staining 98.01' Quartz Vein 98.74' Low Angle Joint, No Staining 99.41' End ofRan #10, REC - 100%, RQD - 100%
Coring Terminated at 99.41 ft bIs Angle Joint Infilled with Diorite - Intact ttact EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint
.#9, REC - 100%, RQD - 100%
gh Angle Contact - Intact
- U luo Page 3 of 3
COMPLETION REPORT OF WELL No. M-97 Sheet 1 of 3 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 13.04 ft bis DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 5/8107 LATITUDE: 35 25 52.14 LONGITUDE: 80 56 50.46 TOP OF CASING ELEVATION: 747.44 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL a-0*
O HI Z
om P DETAILS u '
WELL CONSTRUCTION DETAILS DESCRIPTION o
w
>- w.-
uJ (I)
~W ASPHALT
ýGRAVEL SOIL/SAPROLITE (Ml): Reddish-Brown and White, Slightly Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Brown, Micaceous, SILT With Manganese Staining; White, Coarse to Fine Sandy, Silt Lense From 18.50 to 18.65 ft bIs SOIL/SAPROLITE (Ml): White, Tan, and Black, Silty, Medium to Fine SAND With Manganese Staining and Quartz Veins (Granitic) 0
-5
-10
-15
-20
-25 0.00 5.00 9.00 25.50 26.00 27.50 747.78 742.78 738.78 722.28 721.78 720.28 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 11 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 5 ft bis Bentonite 5 to 9 ft bls FILTERPACK Type: #1 Filter Sand Interval: 9 to 27.5 ft bls SCREEN Diameter:
2 Type: C Interval: I LEGEND 1.010 Slotted Sch. 40 PVC I1 to 26 ft bls ci SOIUSAPROLITE uj (Ml): White and T.an, Micaceous, Slightly Clayey, Silty, Medium to Fine SAND With 0 Manganese Staining n- (Granitic)
E FILTER PACK E 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 Z
_J COMPLETION REPORT OF Z
9751 Southern Pine Blvd.
WELL No. M-97 S W E E Charlotte, North Carolina ENGINEERING
- TESTING Sheet 1 of 3 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 747.8 CHECKED BY: Courtney Withei STRATA z
WELL a*
0 DoN
- DETAILS o
WELL CONSTRUCTION DETAILS DESCRIPTION 0
ý"
u4
> w
-J J
(n~
w (See Page 1)
SOIL/SAPROLITE (Ml): White and Tan, Micaceous, Slightly Clayey, Silty, Medium to Fine SAND With Manganese Staining (Granitic) (continued)
SOIL/SAPROLITE (Ml):
Reddish-Brown, White, and Black, Slightly Clayey, SILT With Manganese Staining; Gray, Slightly Clayey, Silt Lense From 43.65 to
,4.65 ft bls SOIL/SAPROLITE (Ml): White, Brown, Reddish-Brown, and Black, Micaceous, Fine Sandy, SILT With Manganese Staining SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Slightly Fractured SOUND ROCK (D):
Fine-Grained DIORITE, Slightly ractured SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Slightly Fractured JJI V ',
-35
-40 45 50 55
-60
-65
-70
-75 a
C',
I-Lii co, SOUND ROCK (D):
Fine-Grained, Quartz-Rich
- GRANITE, Unfractured
+ +
++
+ +
LEGEND FILTER 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
~E.
-J
\\. v z
-4, COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-97 0 S E
Charlotte, North Carolina ENGINEERING - TESTING Sheet 2 of 3 ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 747.8 CHECKED BY: Courtney Withei STRATA z
WELL o
DDETAILS
-1,,
L X
WELL CONSTRUCTION DETAILS CO aL.
I; DESCRIPTION 2
a*t W
L
>- w -
LJ Vci 0
_I J
(See Page 1)
SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Slightly Fractured (continued)
SOUND ROCK (D):
Fine-Grained DIORITE, Unfractured SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE With Intermittent Blobs of Fine-Grained Diorite, Slightly Fractured
.41'
-4r~
~dr
'II.'
-4r
.4!'
.41'
.41'
-80
-85
-90 95 99.41 648.37 0
C's I-0CD ui C's CD ci 0
LEGEND l 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 9751 Southern Pine Blvd.
WELL No. M-97 0to # S IIE Charlotte, North Carolina ENGINEERING
- TESTING Sheet 3 of 3 0ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 A64MELA Boring Number:
Sample No:
1 Depth (ft-bls): 2.75 - 4.25 Blow Count:
1
- 2
- 4 M-97 Sample No:
Depth (ft-bhs):
Blow Count:
2 7.75 - 9.25 1*2*3 Sample No:
Depth (ft-bls):
Blow Count:
3 12.75 - 14.25 3*3*7 Sample No:
Depth (ft-bls):
Blow Count:
4 17.75 - 19.25 4*5*8 I
Sample No:
Depth (ft-bls):
Blow Count:
5 22.75 - 24.25 3*3*6 Sample No:
Depth (ft-bls):
Blow Count:
6 27.75 - 29.25 2*4*6 Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&M Boring Number:
Sample No:
7 Depth (ft-bls): 32.75-34.25 Blow Count:
3
- 4
- 7 M-97 Sample No:
Depth (ft-bls):
Blow Count:
8 37.75 - 39.25 6
- 7
- 13 Sample No:
Depth (ft-bls):
Blow Count:
9 42.75 -49.25 3
- 5
- 10 I
Sample No:
Depth (ft-bls):
Blow Count:
10 47.75 - 49.25 5*11*32 Page 2 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-97 4&9&M ME Page 1 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Cnre pI neartin-M-97 4-f CLASSIFICATION:
51.9' to 55.65' Medium Grained Quartz Diorite 55.65' to 57.2' Fine Grained Diorite 57.2' to 74.46' Medium Grained Quartz Diorite 74.46' to 78.2 ' Fine Grained Granite 78.21' to 93.81' Medium Grained Quartz Diorite 93.81' to 94.76' Fine Grained Diorite 94.76' to 99.41' Medium Grained Quartz Diorite Page 2 of 2
CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD
_(Open Hole in Unifor~m Matetrial)
Site Name:
MNS - GWPP Date:
5/8/2007 Boring I.D.
M-97 (Soil/Saprolite)
Test Interval:
28 to 31 Total Depth of Hole:
31 ft 945.12 cm Length of Open Hole:
3 ft 91.46 cm Transformation Ratio m=
I Performed by:
Julie Petersen Time (see)
Head (cm)
Permeability (cm/sec)
Calculations 0
979.05 60 974.82 1.82E-05 d 2
- InIM 120 968.20 2.86E-05
[D_
for 180 961.80 2.79E-05 Kh In 240 955.49 2.77E-05 8Lt. (t 2 -t,)
H2 300 949.36 2.70E-05 360 943.35 2.67E-05 Where:
420 937.47 2.63E-05 K,
is the Horizontal Coefficient of Permeability (cm/sec) 480 931.65 2.62E-05 H,
is the Piezometric Head for time; t = 1 (cm) 540 926.01 2.55E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 920.46 2.53E-05 D
is the Diameter of the Standpipe (cm) 900 893.99 2.45E-05 d
is the diameter of the Open Length (cm),
1200 869.66 2.32E-05 m
is the Transformation Ratio, Where 1500 847.13 2.21E-05 i=
n Kh is the Horizontal Permeability 1800 826.37 2.09E-05 I
K, is the Vertical Permeability 2400 789.21 1.93E-05 L
is the Open Length of Hole (cm) 3000 757.07 1.75E-05 3600 728.81 1.60E-05 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 2.37E-05 Graph of Field Data Head vs Time 1000.00 950.00 900.00 850.00 800.00 750.00 700.00 -
0 500 1000 1500 2000 2500 3000 3500 4000 Time (sec)
L(Open Hole in Uniform Material)
I I
- I I
Site Name:
MNS - GWPP Date:
5/9/2007 Boring I.D.
M-97 (Sound Rock)
Test Interval:
51.84 to 59.41 Total Depth of Hole:
59.41 ft 1811.28 cm Length of Open Hole:
7.57 ft 230.79 cm Transformation Ratio m=
I Performed by:
Julie Petersen Time (see)
Head (cm)
Permeability (cm/sec)
Calculations 0
1860.15 60 1825.58 4.04E-05 d 2.l-In(m 120 1793.93 3.76E-05 D_
H for 180 1764.91 3.51E-05 Kh In 240 1738.35 3.26E-05 8-L. (t 2 - tI)
H2 300 1713.90 3.05E-05 360 1691.34 2.85E-05 Where:
420 1670.52 2.66E-05 K,
is the Horizontal Coefficient of Permeability (cm/sec) 480 1651.10 2.52E-05 l-l is the Piezometric Head for time; t = t1 (cm) 540 1633.26 2.34E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 1616.89 2.17E-05 D
is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where
= i,
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) 3.01E-05 Graph of Field Data Head vs Time 1900.00 1850.00 1800.00 E 1750.00 U
1700.00
- 1650.00 1600.00 -
1550.00 1500.00 0
100 200 300 400 500 600
.700 Time (sec)
CALCULATION OF PERM'EABIT BYTHE FALLINGMHEAID MET'HOD ý"
(Open Hole in.Uniform Maerial),
Site Name:
MNS - GWPP Date:
5/9/2007 Boring I.D.
M-97 (Sound Rock)
Test Interval:
51.84 to 64.41 Total Depth of Hole:
64.41 ft 1963.72 cm Length of Open Hole:
12.57 ft 383.23 cm Transformation Ratio m=
1 Performed by:
Julie Petersen Time (sec)
Head (cm)
Permeability (cm/sec)
Calculations 0
201732 60 1986.16 2.27E-05 d 2. In(2ML 120 1956.59 2.18E-05 D
H for D )]
180 1929.24 2.05E-05 Kh =*
InH 240 1904.21 1.90E-05 82L. (t2 -
tI H2 300 1881.13 1.77E-05 360 1859.79 1.66E-05 Where:
420 1840.15 1.54E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 1821.92 1.45E-05 H,
is the Piezometric Head for time; t = t, (cm) 540 1805.00 1.36E-05 1-12 is the Piezometric Head for time; t = t2 (cm) 600 1789.24 1.28E-05 D
is the Diameter of the Standpipe (cm) 900 1724.70 1.07E-05 d
is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where S=
Kh is the Horizontal Permeability M =
V lv I
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) 1.68E-05 Graph of Field Data Head vs Time 2100.00 2000.00 1900.00 "o 1800.00 1700.00 1600.00 1500.00 0
200 400 600 800 1000 Time (sec)
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:
MNS-GWPP 5/22/2007 M-97
- 18. feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 13.04 feet 12.96 feet I
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 78 time and drawdown measurements Maximum head is 2.227 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNI 5/22 1
3-GWPP
/107 Bouwer and Rice Graph M-97 02 Hydraulic Conductivity
- 8.
2.712e-004 cm/sec Transmissivity = 8.927e-004 m2/min Bouwer and Rice parameter A = 3.059 Bouwer and Rice parameter B = 0.6554 In(Re/Rw) = 2.759296e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 24. Seconds Analysis ends at time 3. minutes 21 Measurements analyzed from 9 to 29 0
to 15 20 25 I
I I
30 35 40 Adjusted Time (minutes)
Ho is 2227 feet at 0. Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 2.71E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-97 I
SS-6 27.75 to 29.25 ft bls Sample
Description:
White, Tan, and Black, Silty, Fine to Medium Sand 100%
90%--
80%
70%
60%
U i'
50%--
40%--
30%
a 20%--
10%
NIL 0%
000 AA A
100 10 Cl 10.1 U,
0.01 0.001 Particle Size (mm) 80
>2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.0%
64.4%
29.6%
6.0%
Adjusted for 0%
64%
30%
6%
CalculationsI
_II 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:
McGuire Nuclear Station - GWPP A
p&M M
S&ME Project No.:
1264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT: McGuire Nuclear Station - GWPP S&ME PROJECT NO.: 1264-06-724
- S&ME Boring No.
M-97 oj MI EXPt.A&.\\rI( )N Boring Depth:
27.75 to 29.25 ft bis I i-Iml'r\\III Iv il
% 04.' d
% Sand:
64%.
Pticle...
~
S owll(
.'rd.-11A,0114
% Silt:
30%
7 0 I*, l,-
4
% Clay:
6%
6-Estimated Specific Yield:
22.5%
4",
SANDY CLAY SILTY CLAY 4
l
\\
~CLAY-SILl" Sill site (purcfl)
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 45 -
2.5 10:
id _0 Estimated Porosity:
43%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)