ML102030156
| ML102030156 | |
| 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 | |
| FOIA/PA-2010-0209 | |
| Download: ML102030156 (145) | |
Text
- SSME 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 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-48DR Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 3 Boring Depth (ft):
90.3 Elevation (ft):
760.5 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/12/07 12717 1_________
Logged By: Courtney Withers Water Level:
Stabilized Water Level at 20.71 ft bIs Drilling Method: Mud Rotary Elev.
Depth Lith-(Feet); (Feet) ology Well Construction Penetration Resistance (Blows/Foot) 1(
-760 Sandy, Silty, CLAY SAND V
Roller Cone Refusal at 21.60 ft bls 30-
\\
'J' <
v'<
\\1' <
\\J* <
SOUND ROCK (D): Coarse-Grained QUARTZ DIORITE With Intermittent Soil Seams, Moderately Fractured With Intermittent Zones of Intense Fracturing F' <
'-4 r-1*
'4-'
'4. '-.
PARTIALLY WEATHERED/FRACTURED ROCK (WF): Fine-Grained QUARTZ DIORITE With Intermittent Soil Seams and Quartz Veins, Intensely 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 WITHASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO FlPIV I '1Al /
I1n,941!PTP.rI -T Project:
MNS - Groundwater Protection Project Boring No. M-48DR Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (f1):
90.3 Elevation (ft):
760.5 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/12/07 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 20.71 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-725
-720
-715
-710
-705
-700 K 695 40-45-50-55-60-65-PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained GRANITE, Intensely Fractured v*-<
-4 hi-/
<4 hi-
<.iri qhi WEATHERED ROCK (M2): When Sampled Becomes White, Black, and Gold, Micaceous, Silty, Coarse to Fine "SAND (Granitic)
I SOUND ROCK (D): Fine-Grained QUARTZ DIORITE Interlayered With Fine-GrainedGRANITE With Pyrite and Quartz Veins, Slightly Fractured SOUND ROCK (D): Medium-Grained QUARTZ DIORITE, Unfractured SOUND ROCK (D1): Fine-Grained GRANITE,
< Unfractured
< SOUND ROCK (D): Medium-Grained QUARTZ I-/.. DIORITE, Unfractured i-SOUND ROCK (D): Fine-Grained QUARTZ DIORITE With Intermittent Fine-Grained GRANITE and
< Coarse-Grained QUARTZ DIORITE; Pegmatitic Granite I -
Vein from 53.35 to 53.50 ft his, Slightly Fractured SOUND ROCK (D): Fine-Grained QUARTZ DIORITE, h'-.i
< Slightly Fractured
- /
4 SOUND ROCK (D): Fine-Grained DIORITE,
< -AUnfractured SOUND ROCK (D*)- Fine-Grained QUARTZ DIORITE,
- <Slightly Fractured
-V FjVz<~ \\Fractured
-4h i-I,
/-
a-SSME 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 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-48DR Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
90.3 Elevation (ft):
760.5 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/12/07 2717 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 20.71 ft bis Drilling Method: Mud Rotary Elev.
Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)
(Feet) I (Feet) ology Construction 0
50 100
-690
-685
-680
-675
~-
S<
SOUND ROCK (D): Fine-Grained QUARTZ DIORITE, Unfractured 75-80-85 90-
-. + + +
SOUND ROCK (D): Fine-Grained, Quartz-Rich
+ +
GRANITE, Slightly Fractured SOUND ROCK (D): Fine-Grained QUARTZ DIORITE, V
<Unfractured SOUND ROCK (D): Fine-Grained META GABBRO,
',W;vv:;
Slightly Fractured VTT V V
V TV VVT
V IM 11111 M
m
+ +4
+ +4 SOUND ROCK (D): Fine-Grained, Quartz-Rich GRANITE With Orbicuals, Unfractured
-4 w-4-4
-l 14--+---
Boring Terminated at 90.30 ft bls CDJ C9 0Z
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-48DR
- 6&MAD-21 NQ Core lHller Co 121
.6' 22 JsoilS 22.55' Ho 22.81'Ho 23 24 25 25.30' En 25.35' So, 25.5' Low 26 27 27.7' Low 28 28.2' - 28 29 29.35'- 2 29.85'- 3 30 ne Refusal at 21. 60 ft bl
.22.25' Intensely Fractured, Moderate Discoloration, eams; Core Loss rizontal Joint, Moderate Discoloration rizontal Joint, Moderate Discoloration d of Run # 1, REC - 89%, ROD - 70%
il Seam; Core Loss
'Angle Joint, Heavy Discoloratior
'Angle Joint
.25' Soil Seam; Core Loss 9.5' High Angle Joint, Wide Aperature 30 31 32 33 34 35 36 37 38 39 30.75' - 33.9' Intensely Fractured, Heavy Discoloration, Soil Seams; Core Loss 3.9' Horizontal Joint, Heavy Discoloration 30'End ofRin #2, REC - 1000%,
RQD - 94%
).7 -30.8' Low Angle Joint, Heavy Discoloratior i.
5.
5.
I
.30' End of Run #3, REC - 98%, RQD - 36%
EXPLANATION
.45' Horizontal Joint, Heavy Discoloratior 0
.75' Horizontal Joint, Heavy Discoloratior Meta Gabbro E
36.2' - 36.4' Granitic PWR Quartz Diorite U
Diorite U
36.4'- 37.65' Highly Weathered Granitic Soil Seam; Core Loss Granite Core Loss r.65' Horizontal Joint Along Contact Intense Fracturing Fractures
-End of Run Contact Healed Joint 1.0' High Angle Joint Page 1 of 4
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&MWE Core Location: M-48DR 39 39.1' Horizontal Joint 40 40.30' End of Run #4, RE 41 42 43
~#43.02' Horizontal Joint 44 45 45,30' End of Run #5, RE 46 47 48 C - 88%, RQD - 62%
48 49 50 51 52-53-54-55-56-57-1.30' End of Run #6, REC - 97%, RQD - 97%
2.8' Low Angle Joint, Slight Discoloration
- 100%,
RQD - 100%
EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite U
Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint 55.3(Y End of Run #7, REC - 1000/, RQD - I 00/o Page 2 of 4
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&ME Core Location: M-48DR 57 NQ Core 5858.05' Horizontal Joint, Slight Di 59 59.8' Low Angle Joint, Slight Dir 60 60.30'End of Run #8, REC - 100 61 62 62.25'- 62,4' High Angle Joint, S 63 64 65 65.1' Horzontal Joint, Slight Dis 65.30'End of Run #9, REC - I0 66 FIELD ROCK CORE LOG swoloratior coloratior RQD-100%
66 67 68-69 70 71 72 73 74 75 NQ Core 68.55' Horizontal Joint, Moderate Discoloration 0.30'End ofRun #10,REC - 100%, RQD - 100%
light Discoloratiot 73.0' Horizontal Joint, Slight Discoloration EXPLANATION m
Meta Gabbro IU Quartz Diorite m
Diorite U
Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint coloration P/6, RQD - 96%
Page 3 of 4
McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-48DR A&UNME 75 76 77 78 79 80-81-82-83-84 9Q Core i.30'End ofRun #11,REC - 19)%, RQD - 1000/.
84 85 86 87 88 89 90 91 NQ Core 5.30 End of Run #13, REC - 100I/, RQD - 100/o 1.30' End of Run #12, REC - 100%, RQD - 100%
Z.65' Horizontal Joint, Sight Discoloration 30 End of Ran #14, REC - 95%, ROD - 95%
ring Terminated at 90.30 ft bls EXPLANATION m
Meta Gabbro IU Quartz Diorite m
Diorite U
Granite Core Loss Intense Fracturing Fractures End of Run Contact
-Healed Joint Page 4 of 4
COMPLETION REPORT OF WELL No. M-48DR 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 20.71 ft bls DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 6/12/07 LATITUDE: 35 26 00.80 LONGITUDE: 80 56 51.67 TOP OF CASING ELEVATION: 760.22 DATUM: MSL STRATA PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 79 ft bis GROUT Type:
Interval:
Neat Cement 0 to 75 ft bls SEAL Type:
Interval:
K-Packer + Bentonite 75 to 78.2 ft bls FILTERPACK Type:
NIA Interval:
NIA Coarse-Grained QUARTZ DIORITE With Intermittent Soil Seams, Moderately Fractured With Intermittent Zones of Intense Fracturing NC
-4r' NC NC
~4r~
NC NC
-4r' NC SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 79 to 89 ft bls LEGEND D FILTER PACK E BENTONITE
]
CEMENT GROUT CUTTINGS / BACi I
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 (FILL EVEL ENGINEERING
- TESTING COMPLETION REPORT OF WELL No. M-48DR 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: 760.5 CHECKED BY: Courtney Withel STRATA z
WELL 0
0*
0 DETAILS
- w.
WELL CONSTRUCTION DETAILS DESCRIPTION 0
I-
__J (See Page 1)
Seams and Quartz Veins, Intensely Fractured HA-I IALLY WEATHERED/FRACTI ROCK (WF):
Medium-Grained GRANITE, Intensely Fractured (continued)
WEATHERED ROCK (M2): When Sampled Becomes White, Black, and Gold, Micaceous, Silty, Coarse to Fine SAND (Granitic)
SOUND ROCK (D):
Fine-Grained QUARTZ DIORITE Interlayered With Fine-Grained GRANITE With Pyrite and Quartz Veins, Slightly Fractured SOUND ROCK (D):
Medium-Grained r UARTZ DIORITE, Unfractured SOUND ROCK (D):
Fine-Grained
- GRANITE, Unfractured SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, nfractured SOUND ROCK (D):
Fine-Grained QUARTZ DIORITE With Intermittent Fine-Grained GRANITE and Coarse-Grained QUARTZ DIORITE; Pegmatitic Granite Vein from 53.35 to 53.50 ft bis, Slightly Fractured SOUND ROCK (D):
Fine-Grained QUARTZ DIORITE, lightly Fractured SOUND ROCK (D):
Fine-Grained DIORITE, Unfractured SOUND ROCK (D):
Fine-Grained QUARTZ DIORITE, Slightly Fractured
+
-4>
.4r-
-4'.'
'1
'-Il-'
'I-4'.'
'I>
.1
-4>
.4'.-
-4>
-4>
"'V.
.4>
-4>
++
-'I-4'.'
"/'-
++
+
"/
'-4 >
-4 I'-.
35
-40
-45
-50
-55
-60 765 70
-75 i-0 75.00 78.00 78.20 685.51 682.51 682.31 LEGEND El FILTER PACK BENTONITE CEMENT GROUT E
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 111111111ni I
I COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-48DR 0# S uM E
Charlotte, North Carolina ENGINEERING. TESTING Sheet 2 of 3 0E NVI PCINME14"AL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 760.5 CHECKED BY: Courtney Withei STRATA WELL z
D ERIDETAILS a-4E.
WELL CONSTRUCTION DETAILS DESCRIPTION
_5__a
.4-
>i IJJ
_J-Cf)
W SOUND ROCK (D):
- ine-Grained 3RANITE, Slightly Fractured SOUND ROCK (D):
Fine-Grained QUARTZ DIORITE, Linfractured SOUND ROCK (D):
Fine-Grained, Quartz-Rich GRANITE, Slightly Fractured
- UUNU XUCK (U):
Fine-Grained QUARTZ DIORITE, U nfractured (continued)
SOUND ROCK (0):
Fine-Grained
- GRANITE, Unfractured SOUND ROCK (D):
Fine-Grained META GABBRO, Slightly Fractured SOUND ROCK (D):
Fine-Grained, Quartz-Rich GRANITE With Orbicuals, Unfractured
V
'V V
~vYvv (See Page 1)
-80
-85
-90 79.00 88.50 89.00 90.30 681.51 672.01 671.51 670.21 (0
C-o 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-48DR 0m # S&M E 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
- 6&ME Boring Number:
M-48DR Sample No:
Depth (ft-bis):
Blow Count:
1 4.6-6.1 9*9*4 Sample No:
Depth (ft-bls):
Blow Count:
2 9.6-11.1 5*4*6 Sample No:
Depth (ft-bls):
Blow Count:
3 14.6-16.1 3*6*7 Sample No:
Depth (ft-bls):
Blow Count:
4 19.6-21.1 4 *7
- 7 No Reovr Page 1 of 1
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-48DR A6& MEN Page 1 of 3
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-48DR 4-~f R Page 2 of 3
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Proj S&ME Project No: 1264-06-724 Core Location: M.48DR 6&,fmEa CLASSIFICATION:
21.60' - 30.45': Coarse-Grained Quartz Diorite With Intermittent Soil Seams 30.45' - 34.7': Fine-Grained Quartz Diorite 347' - 36.4': Medium-Grained Granite 36.4' - 36.95': Soil Seam 36.95' - 45.3': Fine-Grained Quartz Diorite With Intermittent Fine-Grained Granite and Soil Seams 45.3' - 48.25': Medium-Grained Quartz Diorite 48.25' - 48.45': Fine-Grained Granite 48.45' - 49.1': Medium-Grained Quartz Diorite 49.1' - 55.3': Fine-Grained Quartz Diorite With Intermittent Fine-Grained Granite and Coarse-Grained Quartz Diorite 55.3'- 61.15': Fine-Grained Quartz Diorite 61.15' - 61.8': Fine-Grained Diorite 61.8' - 68.1': Fine-Grained Quartz Diorite 68.1' - 69.0': Fine-Grained Granite 69.0' - 72.35': Fine-Grained Quartz Diorite 72.35' - 74.0': Fine-Grained, Quartz-Rich Granite 74.0' - 80.42': Fine-Grained Quartz Diorite 80.42' - 80.62': Fine-Grained Granite 80.62' - 83.97': Fine-Grained Meta Gabbro 83.97' - 90.3': Fine-Grained, Quartz-Rich Granite With Orbicuals Page 3 of 3
BOREHOLE PERMEABILITY TEST USING PACKERS FIELD DATA SHEET
- S&ME]
PROJECT NAME AND NO.:
LOCATION:
TEST DATE:
TESTED BY:
GROUND ELEV (ft MSL):
MNS - GWPP Huntersville, NC 6/15/2007 Jay Little and Courtney Withers 760.4 BOREHOLE NO.:
M-48DR TEST INTERVAL:
81.3 to 86.3 bgs TEST INTERVAL:
679.1 to 674.1 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 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: Meta Gabbro to 84.0 ft bls with horizontal fracture at 82.65 ft bls; Unfractured Granite from 84.0 to 86.3 ft bls Catawba River (treated)
Flushed Mud 160 psi 2.00 feet 2
feet 5.0 feet 90.3 feet below ground surface (bgs) 3.0 inches 0.3 feet 0.13 feet 21.3 feet 4.7 feet ags 81.8 feet bgs 86.8 feet bgs below 26.0 feet 88.5 feet 1.25-inch I.D.
Packer Test M-48DR.xls Permeability Test Field Data Page I of 2
[BOREHOLE PERMEABILITY TEST USING PACKERS
ýIFILD DATA SHEET PROJECT NAME AND NO.: MNS - GWPP LOCATION:
Huntersville, NC TEST DATE:
6/15/07 BOREHOLE NO.:
M-48DR TEST INTERVAL:
81.3 to TEST INTERVAL:
679.06 to 86.3 bgs 674.06 EL G P Water Level Flow Rate FlowRate Gauge Pressure (h 2) in psi Elapsed Time (minutes)
(feet bgs)
(total flow in gal)
(gpm)
Step 1 40 0
2029.00 40 1
2029.70 0.70 40 2 "
2030.20 0.50 40 5
2032.00 0.60 40 10 2035.30 0.66 40 15 2043.50 1.64 40 20 1
2051.50 1.60 Average 1.13 0.95 Selected stabilized flow rate to be used in calculation 0.95 Step 2 45 0
2052.90 45 1
2053.50 0.60 45 2
2054.00 0.50 45 5
2056.20 0.73 45 10 2059.30 0.62 45 15 2062.20 0.58 45 20 2065.30 0.62 1
Average 0.62 0.61 Selected stabilized flow rate to be used in calculation 0.61 Step 3 50 0
2065.50 50 1
2066.30 0.80 50 2
2067.20 0.90 50 5
2068.80 0.53 50 10 2071.80 0.60 50 15 2075.00 0.64 50 20 2078.00 0.60 Average 0.63 0.68 Selected stabilized flow rate to be used in calculationj 0.68 Step 4 45 0
2078.30 45 1
2078.90 0.60 45 3
2080.00 0.55 45 5
2081.60 0.80 Average 0.66 0.65 Selected stabilized flow rate to be used in calculation 0.65 Step 5 40 0
2081.90 40 1
2082.50 0.60 40 3
2083.80 0.65 40 5
2085.30 0.75 Average 0.68 0.67 Selected stabilized flow rate to be used in calculationq 0.67 NOTES:
Packer Test M-48DR.xls Permeability Test Field Data Page 2 of 2
BOREHOLE PERMEABILITY TEST USING PACKERS CALCULATIONS,..,.-
PROJECT NAME AND NO.:
MNS-GWPP BOREHOLE NO.:
M-48DR LOCATION:
Huntersville, NC TEST INTERVAL:
81.3 to 86.3 bgs TEST DATE:
6/15/2007 TEST INTERVAL:
679.1 to 674.1 EL TESTED BY:
Jay Little and Courtney Withers GROUND ELEV (ft MSL):
760.4 TEST METHOD: Double Packer Method using Multiple Pressure Tests METHOD
REFERENCE:
Ground Water Manual, US Bureau of Reclamation, 1995, Chapter 10 RESULTS OF PERMEABILITY CALCULATIONS MULTIPLE STEP TEST Step Flow (Q)
Pressure (psi)
Lugeons Permeability.
Permeability (gpm)
Gauge Effective (ft/sec)
(cm/sec) 1 0.95 40 51 7
2.23E-06 6.8E-05 2
0.61 45 56 4
1.3E-06 4.OE-05 3
0.68 50 61 4
1.3E-06 4.1E-05 4
0.65 45 56 4
1.4E-06 4.2E-05 5
0.67 40 51 5
1.6E-06 4.8E-05 AVERAGE 5
1.6E-06 4.8E-05 SELECTED VALUES I
I Rock Description of Tested Interval:
Sound Rock: Meta Gabbro to 84.0 ft bls with horizontal fracture at 82.65 ft bls; Unfractured Granite from 84.0 to 86.3 ft bls TEST INTERPRETATION Text here Text here EFFECTIVE PRESSURE(psi) 45 50 55 60 65 2l
__35 0
1-
- 0.
3 I
- 0.4 081 50 52 54 56 58 60 62 Effective Differential Pressure (psi)
FLOW (gpm) 0 0.2 0.4 0.6 0.8 I
Packer Test M-48DR.xls Permeability Calculations Page 1 of 4
PERMEI ABILITY ~CA LCULATIONS FOR iEACH 'STEP OF TEST, CALCULATED PERMEABILITY FOR STEP I Gauge Pressure, h2, 40 psi 92.4 feet of water Flow Rate, Q:
0.95 gpm 0.002 ft3/sec Head loss per TEN foot section of pipe:
0.0 psi
. (per tables)
Head Loss, L:
0.0 psi 0.0 feet of water Distance from pressure gauge to bottom of test section, hj:
26.0 feet Value ofh1 :
26.0 feet Effective Head, H where H = hl+h2-L:
118.4 feet 51.3 psi Determine Saturation Zone:
Select Zone 1, 2, or 3 3
Zones I and 2 are unsaturated, 3 is saturated Tu = U-D+H 52.9 feet X = (H/Tu)* 100 223.9' Tu/A 10.6 Determine Conductivity Coefficient H/r Value for Zone I analysis A/H Value for Zone I analysis A/r 40 Value for Zone 2 and 3 analysis Select Cu from Fig 10-7 for Zone I tests:
Cu for Zone I Cs for Zone 2 and 3 tests:
64 Cs for Zones 2 and 3 Calculate K if Zone I and using single or double packer ft/sec cnm/sec Calculate K if Zone 2 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 2 and using double packer (Method 2) ft/sec c-m/sec Calculate K if Zone 3 and using single packer (Method 1) ft/sec cm/sec Calculate K if Zone 3 and using double packer (Method 2) 2.23E-06 ft/sec 6.81 E-05 cm/sec Is this step valid?
If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section:
3.9 square feet Is Q/a * (estimated porosity) > 10??
True, Test Valid CALCULATED PERMEABILITY FOR STEP 2 Gauge Pressure, h2.
Flow Rate, Q:
Head loss per TEN foot section of pipe:
Head Loss, L:
45 psi 0.61 0.0 0.0 gpm psi psi Distance from pressure gauge to bottom of test section, h1 :
26.0 feet Value of hl:
26.0 feet Effective Head, H where H = hl+h2-L:
129.9 feet Determine Saturation Zone:
Select Zone 1 2, or 3 3
Tu = U-D+H 64.4 feet X = (H/Tu)* 100 201.7 Tu/A 12.9 Determine Conductivity Coefficient H/r A/H A/r 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) 1.31E-06 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??
103.9 feet of water 0.001 ft3/scc (per tables) 0.0 feet of water 56.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3.
cm/sec cm/sec cm/sec cm/sec 3.99E-05 cm/sec 3.9 square feet True, Test Valid Packer Test M-48DR.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, hl:
Value ofhj:
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 A/r 50 psi 0.68 gpm 0.0 psi 0.0 psi 26.0 feet 26.0 feet 141.5 feet 3
76.0 feet 186.2 15.2 115.5 feet of water 0.002 ft3/sec (per tables) 0.0 feet of water 61.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone 1 analysis Value for Zone 2 and 3 analysis Cu for Zone 1 Cs for Zones 2 and 3 cm/see ClTe/sec cm/scC cm/sec 4.08E-05 cm/sec 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) 1.34E-06 ft/sec Is this step valid?
If (Q/a)*(estimated porosity) > 10 the calculations may not be valid due to turbulent flow Calculate a, the total open area of the test section:
Is Q/a * (estimated porosity) > 10??
3.9 square feet True, Test Valid CALCULATED PERMEABILITY FOR STEP 4 Gauge Pressure, h2.
Flow Rate, Q:
Head loss per TEN foot section of pipe:
Head Loss, L:
Distance from pressure gauge to bottom of test section, h1 :
Value 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 45 psi 0.65 gpm 0.0 psi 0.0 psi 26.0 feet 26.0 feet 129.9 feet 3
64.4 feet 201.7 12.9 103.9 feet of water 0.001 ft3/scc (per tables) 0.0 feet of water 56.3 psi Zones I and 2 are unsaturated, 3 is saturated Value for Zone I analysis Value for Zone I analysis Value for Zone 2 and 3 analysis Cu for Zone I Cs for Zones 2 and 3 cm/sec cm/sec cm/sec cm/sec 4.25E-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) 1.39E-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-48DR.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, hi:
Value of h1 :
Effective Head, H where H = hl+h2-L:
Determine Saturation Zone:
Select Zone 1,2, or 3 Tu ý U-D+H X = (H/Tu)* 100 Tu/A Determine Conductivity Coefficient H/r A/H A/r 40 psi 0.67 gpm 0.0 psi 0.0 psi 26.0 feet 26.0 feet 118.4 feet 3
52.9 feet 223.9 10.6 92.4 feet of water 0.001 ft3/sec (per tables) 0.0 feet of water 51.3 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 S cm/scc cm/sec cm/sec S cm/sec 4.80E-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) fl/sec Calculate K if Zone 3 and using double packer (Method 2) 1.58E-06 ft/sec Is this step valid?
If (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??
Packer Test M-48DR.xls Permeability Calculations Page 4 of 4
Site Name:
MNS-(
Test Date:
6/22/20 Well Label:
M-48D Aquifer Thickness:
73.29 f Screen Length:
- 10. feel Casing Radius:
- 1. Inchi Effective Radius:
1.5 Inc]
Static Water Level:
20.71 f Water Table to Screen Bottom:
68.29 f Anisotropy Ratio:
1 Time Adjustment:
- 0. Seco Test starts with trial 0 There are 150 time and drawdown measurements Maximum head is 5.432 feet Minimum head is 0. feet 3WPP 107 R
eet es hes eet eet
'nds Calculation by Bouwer and Rice Graphical Method MNS-GWPP 6/22/07 Bouwer and Rice Graph M-48DR I
01 1 1 Bouwer and Rice parameter A = 3.8 Bouwer and Rice parameter B = 0.72 ln(Re/Rw) = 3.918276e+000 Analysis starts at time 3600 Seconds Analysis ends at time 1830 minutes 114 Measurements analyzed from 5 to 118 2 Points not plotted because head ratio <= 0.0 These points are not included in the analysis
-002
-00a Hydraulic Conductivity = 1.1 33e-006 cm/sec Transmissivity = 1.519e-005 m2/min 0
2 4
6 8
10 12 14 16 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 1e-Adjusted Time (Hours) c Kw. Ahli, P,,torcr--A-An ^f.QRAP Ine-Ho is 5432 feet at 0 Seconds AnilC-i PERMEABILITY 1.13E-06 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-48DR SS-2 9.6 - 11.1 ft bls Sample
Description:
Reddish-Brown, Fine to Medium Sandy, Silty, Clay With Mica 1 00 %
80%
70%
6 0 %
5 0 %
40%
CL 60%
0%
100 10 1
0.1 Ln 0.01 0.001 CD 0
Particle Size (mm) 0oo 0.
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.2%
33.6%
30.1%
36.2%
Adjusted for 0%
34%
30%
36%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix I.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
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-48DR LXII1A\\AFB ).\\
Boring Depth:
9.6 to 11.1 ftbls I
.'B Iin "it4 ]J
- l tr "'.
h
% Sand:
34%
8"0 n i,rI v L
1;,,:, 2- ).ll,2"*
5ill 0('(_1 -'0.00 q 4
% Silt:
30%
(LIx t1()
CLAY
% Clay:
36%
6 0
'S Estimated Specific Yield:
3.2%
SAN)
CLA 1SITY CLAY 40.
CLA'i-SA{ND) 5*
Silt,ize (perceni)
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.
435 150 SPECIFIC mETENT.4i 0
Uj 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)
S&ME S&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 IN ACCORDANCE W1THASTMD-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 Location:
Huntersville, North Carolina Boring No. M-53 Sheet No. 1 of 2 Number:
1264-06-724 Boring Depth (ft):
50.0 Elevation (ft):
760.6 Driller:
Jay Little, NC Cert No.
2717 Date Drilled: 5/29/07 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 14.77 ft bis Drilling Method: Mud Rotary Elev.
(Feet) 1=
Depth Lith-(Feet) I ology Material Description Well Construction Penetration Resistance (Blows/Foot) 760 ASPHALT Sandy, SILT with Manganese Banding V
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 ID. SAMPLER 1 FT ENGINEERING - TESTING ENVIRONMENTAL SERVICES Project:
MNS -Groundwater Protection Project Boring No. M-53 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (ft):
50.0 Elevation (ft):
760.6 Driller:
Jay Little, NC Cert No.
Date Drilled: 5/29/07 1
2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 14.77 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-725
-720
-715
!.- h-i i
40-SOIL/SAPROLITE (MI): Brown, Micaceous, Silty, Fine SAND with Manganese Staining
.I
ýWhite, Silty, Coarse to Fine SAND WEATHERED ROCK (M2): When Sampled Becomes Olive Green and Brown, Silty, Coarse to Fine SAND with Rock Fragments WEATHERED ROCK (M2): When Sampled Becomes Brown, Micaceous, Fine Sandy SILT with Manganese Staining o
- *.r& --
Boring Terminated at 50.00 ft bls 0
Z 0:
0.
COMPLETION REPORT OF WELL No. M-53 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 14.77 ft bis DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 5129107 LATITUDE: 35 26 02.56 LONGITUDE: 80 56 52.43 TOP OF CASING ELEVATION: 760.32 DATUM: MSL LOGGED BY: Julie Petersen STRATA WELL WELL r-Z DESCRIPTION 0
t DETAILS
- b.
z WELL CONSTRUCTION DETAILS CL cý ULJ W
,-w.
-J cI
- 0U 0
ASPHALT FILL (F): Red, Fine Sandy, Silty, CLAY SOIL/SAPROLITE (Ml): Orange to Light Brown, Fine Sandy, SILT with Manganese Banding SOIL/SAPROLITE (Ml): Olive Green and Brown, Slightly Micaceous, Silty, Fine SAND 5
-10
-15
-20
-25
-30 0.00 4.00 6.00 22.80 23.00 760.57 756.57 754.57 737.77.
737.57 GROUT Type:
Interval:
Neat Cement 0 to 4 ft bis PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter:
2" Type: Sch. 40 PVC Interval: 0 to 8 ft bls SEAL Type: Bentonite Interval: 4 to 6 ft bis FILTERPACK Type: #1 Filter Sand Interval: 6 to 23 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 8 to 23 ft bls LEGEND N
C,)
aCD u
CD CD 0
D FILTER PACK E BENTONITE CEMENT GROUT CUTTINGS / BACKFILL
._ STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-53 WS UEE Charlotte, North Carolina ENGINEERING - TESTING Sheet 1 of 2
- l NVIRNMENAL'ERVICES
PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 760.6 CHECKED BY: Julie I STRATA WELL DETAILS W
"j-L0 z
UJ
.. J z0
-J (See Page 1)
(Ml): Brown, Micaceous, Silty, Fine SAND with Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes White, Silty, Coarse to Fine SAND WEATHERED ROCK (M2): When Sampled Becomes Olive Green and Brown, Silty, Coarse to Fine SAND ith Rock Fragments WEATHERED ROCK (M2): When Sampled Becomes Brown, Micaceous, Fine Sandy SILT with 50.00 710.57 LEGEND FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACI V STATIC WATER L TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT KFILL
_EVEL S AM- -E COMPLETION REPORT OF 9751 Southern Pine Blvd.
Charlotte, North Carolina WELL No. M-53
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
$6&,E Boring Number:
Sample No:
1 Depth (ft-bls):
3.2 - 4.7 Blow Count:
5* 6
- 7 M-53 Sample No:
Depth (ft-bls):
Blow Count:
2 8.2 - 9.7 3*3*3 I
Sample No:
Depth (ft-bls):
Blow Count:
3 13.2 - 14.7 3*3*3 Sample No:
Depth (ft-bis):
Blow Count:
4 18.2-19.7 3*4*5 Sample No:
Depth (ft-bis):
Blow Count:
5 23.2 - 24.7 2*3*3 Sample No:
Depth (ft-bls):
Blow Count:
6 28.2 - 29.7 7
- 12
- 14 Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&ME Boring Number:
M-53 I
Sample No:
Depth (ft-bls):
Blow Count:
7 33.2 - 34.7 5*7*9 Sample No:
8 Depth (ft-bls): 38.2 - 39.7 Blow Count: 7*7*10 Sample No:
Depth (ft-bls):
Blow Count:
9 43.2 - 44.7 50/4 Sample No:
Depth (ft-bls):
Blow Count:
10 48.2 - 49.7 43
- 50/4 Page 2 of 2
CALCULATION OF PERMEABILITY By THE FALLING HEAD METHO 6D'-`A (Ojen olein Uniform Materil Site Name:
Date:
Boring I.D.
Test Interval:
Total Depth of Hole:
Length of Open Hole:
Transformation Ratio m=
Performed by:
MNS - GWPP 5/30/2007 M-53 19.4' to 22.5' 22.5 ft 3.1 ft I
Julie Petersen (Soil/Saprolite) 685.98 cm 94.51 cm Time (see)
Head (cm)
Permeability (cm/see) 0
.677.56 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 3600 668.69 660.00 651.55 643.29 635.24 627.53 619.73 612.10 604.76 597.32 563.29 532.20 503.84 477.74 431.43 392.20 358.72 5.42E-05 5.38E-05 5.29E-05 5.25E-05 5.17E-05 5.02E-05 5.14E-05 5.09E-05 4.96E-05 5.09E-05 4.82E-05 4.67E-05 4.50E-05 4.37E-05 4.19E-05 3.92E-05 3.67E-05 Calculations d
2 -lIn 2rnLj for mL§ Kh InH 2 Where:
K, is the Horizontal Coefficient of Permeability (cm/sec) 1-1, is the Piezometric Head for time; t = ti (cm)
H2 is the Piezoinetric 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 k= 7 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) 4.82E-05 Graph of Field Data Head vs Time 700.00 600.00 E 550.00 u
500.00 450.00 400.00 350.00 300.00, 0
500 1000 1500 2000 Time (sec) 2500 3000 3500 4000
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 6/5/2007 M-53 13.23 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
3.391 Inches 14.77 feet 8.23 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 87 time and drawdown measurements Maximum head is 2.265 feet Minimum head is -2.e-003 feet Calculation by Bouwer and Rice Graphical Method M NS-GWPP 6/5/07 1
Bouwer and Rice Graph M-53 0!1 I
1 302
=
Bouwer and Rice parameter A = 2.463 Bouwer and Rice parameter B = 0.4661 ln(Re/Rw) = 2.637533e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 30. Seconds Analysis ends at time 15. minutes 52 Measurements analyzed from 2 to 53 4 Points not plotted because head ratio <= 0.0 These points are not included in the analysis Hydraulic Conductivity =3.303e-004 cmlsec Transmissivity = 7.992e-004 m2/min Analysis by Julie Petersen of S&ME, Inc.
Adjusted Time (Hours)
Ho is 2 265 feet at 0 Seconds PERMEABILITY 3.30E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
ISample No.:
Depth:
M-53 I
SS-8 38.2 to 39.7 ft bls Sample
Description:
Brown, Silty, Fine Sand With Mica 100%
90%
80%
70%
06 U) 50%-
40%
il 30%
i*
20%
10%
0%
100 10 4
1 0.1 Ln 0.01 0.001
£0 Particle Size (mm)
Ro0
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.0%
60.0%
36.7%
3.3%
Adjusted for 0%
60%
37%
3%
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-53
-I Boring Depth:
38.2 to 39.7 ft bls I in'.. "t iý tit.fl '",t 1
"ti,-
% Sand:
60%
131\\
I
,~0'
-- 0I 004T,
% Silt:
37%
7()
CLAY P11.00 4
% Clay:
3%
J#
V/_
"(
Estimated Specific s o Yield:
24.5%
S::ill.l/4Ž (1porceO lt)
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, 1 967.
a 4 5: - -
AO to, I&
P OI-T Y-I II d
1!di d
UJ-8 Xj a
W in A"
W Cc 83 Estimated Porosity:
43%
Variation of Porosity, Specific Yield, and Specific Fletention with Grain Size (after Bear, 1972)
tS&ME 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 301N. REQUIRED TO DRIVE 1.4 IN. 1D. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Location:
Huntersville, North Carolina Number:
1264-06-724 Boring No. M-55 Sheet No. 1 of 2 Boring Depth (I):
50.0 ] Elevation (f1):
760.1 Driller:
Justin Millwood, NC Cert. No. 3439 Date Drilled: 6/7/07 Logged By: Scott Dacus Water Level:
Stabilized Water Level at 9.84 ft his Drilling Method: 4/4" H.S.A.
Elev.
(Feet)
Depth (Feet)
Lith-Well Construction Penetration Resistance (Blows/Foot)
FILL (F): Red and Orange, Micaceous, Clayey, SILT SILT Iii!I SOIL/SAPROLITE (Ml): Brown and Tan, Micaceou Fine Sandy, SILT With Iron and Manganese Staining 30-
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. ID. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-55 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (ft):
50.0 Elevation (fi):
760.1 Driller:
Justin Millwood, NC Date Drilled: 6/7/07 1
Cert. No. 3439 Logged By: Scott Dacus Water Level:
Stabilized Water Level at 9.84 ft bls Drilling Method: 4V4" H.S.A.
Elev.
(Feet)
Depth (Feet)
Lith-ology Well Penetration Resistance (Blows/Foot)
Material Description Co:
-720
-715 40-45-SOIUSAPROLITE (Ml): White and Brown, Micaceous,
'\\Silty, Medium to Fine SAND With Manganese Staining S01USAPROLITE (Ml): White and Brown, Micaceous, Fine Sandy, SILT SOIL/SAPROLITE (Ml): Black and White, Micaceous, Coarse to Fine SAND (Granitic) f SOIL/SAPROLITE (Moii): Brown and Gray, Micaceous, Silty, Fine SAND (Granitic)
-4..-
+
Boring Terminated at 50.00 ft his
COMPLETION REPORT OF WELL No. M-55 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: 41/4/4" H.S.A.
TC DATE DRILLED: 617/07 WATER LEVEL: Stabilized Water Level at 9.84 ft bis LATITUDE: 35 26 01.39 LONGITUDE: 805647.75
)P OF CASING ELEVATION: 759.73 DATUM: MSL LOGGED BY: Scott Dacus STRATA WELL z o Co DETAILS w
WELL CONSTRUCTION DETAILS DESCRIPTION W
I-w I
-J
-J CO 0 w
t*
ýASPHALT FILL (F): Red and Orange, Micaceous, Clayey, SILT FILL (F): Brown, Micaceous, Clayey, SILT With Manganese Nodules and White, Feldspar Nodules FILL,(F): Brown and Red, Clayey, SILT With Manganese Nodules SOIL/SAPROLITE (Ml): Red and Gray, Micaceous, SILT SOIL/SAPROLITE (Ml): Brown and Tan, Micaceous, Fine Sandy, SILT With Iron and Manganese Staining VFT
- 5
-10 0.00 2.00 4.00 19.50 20.00 21.00 760.09 758.09 756.09 740.59 740.09 739.09 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 5 ft bis GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 2 ft bis Bentonite 2 to 4 ft bIs
-15
-20
-25
-30 FILTERPACK Type: #1 Filter Sand Interval: 4 to 21 ft bis SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 5 to 20 ft bIs LEGEND 0-o3.
_2J 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
{/OI
-4.
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-55 0W WM 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: 760.1 CHECKED BY: Scott Dacus STRATA Wz o
DETAILS 1.-,
W WELL CONSTRUCTION DETAILS DESCRIPTION M
C.
uJ v W-S
-J
-J coo w
(See Page 1)
SOIL/SAPROLITE (Ml): Red and Orange, Micaceous, SILT With Feldspar Veins and Manganese
,Staining (continued)
SOIL/SAPROLITE (Ml): White and Brown, Micaceous, Silty, Medium to Fine SAND With Manganese Staining SOIL/SAPROLITE (Ml): White and Brown, Micaceous, Fine Sandy, SILT SOIL/SAPROLITE (Ml): Black and White, Micaceous, Coarse to Fine SAND (Granitic)
SOIL/SAPROLITE (Ml): Brown and Gray, Micaceous, Silty, Fine SAND (Granitic)
-35
-40
-45 50 710.09 50.00 0
I-0 0~
0 LEGEND D FILTER PACK
- BENTONITE L
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-55
_ w~iwCharlotte, North Carolina ENGINEERING - TESTING Sheet 2 of 2 n
ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
$S&ME rn-rn Boring Number:
M-55 Sample No:
1 Depth (ft-bls):
3.5 - 5.0 Blow Count:
3
- 4
- 4 Sample No:
2 Depth (ft-bls):
8.5 - 10 Blow Count:
3
- 4
- 7 Sample No:
3 Ja Depth (ft-bls):
13.5-15 2
Blow Count:
2
- 3
- 4 Sample No:
6 Depth (ft-bls):
28.5 -30 Blow Count:
2
- 4
- 5 Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 6&ME Boring Number:
M-55 Sample No:
Depth (ft-bls):
Blow Count:
7 33.5-35 3*4*7 Sample No:
Depth (ft-bls):
Blow Count:
8 38.5 - 40 5*5*9 I
Sample No:
9 Depth (ft-bls):
43.5-45 Blow Count: 10
- 28
- 34 Sample No:
Depth (ft-bhs):
Blow Count:
10 48.5 - 50 3* 5* 18 Page 2 of 2
.%s.
Pw E
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 ASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN I.D. SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-59 I
Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 3 Boring Depth (ft):
85.1 1 Elevation (fi):
760.0 Driller:
Jay Little, NC Cert No.
2717 Date Drilled: 6/1/07
+
Logged By: Julie Petersen Water Level:
Stabilized Water Level at 24.62 ft bls Drilling Method: Mud Rotary
+
Elev.
(Feet)
Depth (Feet)
Well Construction Penetration Resistance (Blows/Foot) 11 Medium to Fine SAND With Mica (Dioritic)
I-CCD C
CD CD 5
30-I SOIL/SAPROLITE (MI): Brown to White, Silty, Coarse to Fine SAND SI-
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 1.4 IN. ID. SAMPLER 1FT Project:
MNS - Groundwater Protection Project Boring No. M-59 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (1i):
85.1 Elevation (ft):
760.0 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/1/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 24.62 ft hIs Drilling Method: Mud Rotary Elev.
Depth Lith-Material Description Well Penetration Resistance (Blows/Foot)
(Feet) I
_(Feet) Iology Construction o
50 100
-720
-- 715
-710
-705 700
-695
-690 40-45-50-55-60-65-
<J~
'J~<
<4rL PARTIALLY WEATHERED/FRACTURED ROCK (WE): Medium-Grained QUARTZ DIORITE With A Intermittent GRANITE, Intensely Fractured; Heavily Weathered Void from 37.45 to 37.95 ft bls I
SOUND ROCK (D): Medium-Grained QUARTZ DIORITE, Unfractured SOUND ROCK (D): Medium-Grained GRANITE,
< U~nfractured
- X-Z< SOUND ROCK (D): Medium-Grained QUARTZ
< DIORITE, Unfractured
_+ + 4 SOUND ROCK (D): Medium-Grained GRANITE,
+ + 4* Unfractured
+ +4
- ,: SOUND ROCK (D): Medium-Grained META DIORITE
°*"%*With Intermittent QUARTZ DIORITE Inclusions,
<SOUND ROCK (D): Medium-Grained META QUARTZ
< DIORITE, Unfractured 70-
.4 N-
\\I~*
.4 N~
.,jt~
.4 t'j.
SOUND ROCK (D): Medium-Grained META DIORITE,
-\\Unfractured SOUND ROCK (D): Medium-Grained META QUARTZ
\\*DIORITE, Unfractured 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 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. I.D. SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-59 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
85.1 Elevation (fI):
760.0 Driller:
Jay Little, NC Cert No.
Date Drilled: 6/1/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 24.62 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-685
-680
- 675 75-80--
vJ~
S<
S<
vd'
.. ~ <
<l SOUND ROCK (D): Medium-Grained DIORITE,
- *
- ~
"Unfractured
\\j--
N-&<
VJ~
SOUND ROCK (D): Medium-Grained QUARTZ DIORITE, Unfractured oJ-1
+
4-Boring Terminated at 85.10 ft his C,
0)z 0.
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-59 All-36 NQ Core Roller Co 36.8'Low 37 37.45' 38 39 40 40 End 41 42 43 44 45 ne Refasal at 36.40 ft his Angle Joint, Slight Weathering and Discoloration
- 37.95' Heavily Weathered Void; Core Loss of Run #1, REC - 86%, RQD - 79%
45 46 47 48 49 50 51 52 53 54
- i. End ofRun #2. REC - 98%, RQD - 98%
Ij.l' End of Run #3, REC - 1001/6, RQD - 100I F
- 50. ' - 50.8' High Angle Granite-Healed Joint EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite IU 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 Core Location: M-59 4-54-55-56 57-58-59-60 61-62-i,. End of Run #4, REC - 100%, RQD - 100%
63 64 65 66 67 68 69 70 71 65.1' End of Run #6, REC - 100%, RQD - 100%
D.1 FEnd of Run #5, REC - 100%, RQD - 100%
EXPLANATION m
Meta Gabbro m
Quartz Diorite m
Diorite U
Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint
- 0. VEnd of Run #7, REC - 100%,RQD -100%
vo Page 2 of 3
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-59 4-am 72 73 74 75 76 77 78 79 80 01 1 End of Run #8, REC - 100%, RQD - 100%
81 -
82 83 84 85 86 10 End of Run# 10, REC - 100%/o, RQD - 1000/o ring Terninated at 85.10 ft bis 6.55' Low Angle Joint, Fresh Surface
?.85' Low Angle Joint, Fresh Surface
).1' End of Run #9, REC - 100%, RQD - 1000/.
EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite m
Granite NO Core Loss 0
Intense Fracturing Fractures End of Run Contact Healed Joint 01 Page 3 of 3
COMPLETION REPORT OF WELL No. M-59 Sheet 1 of 3 PROJECT:
PROJECT NO:
PROJECT LOCATION:
DRILLING CONTRACTOR:
DRILLING METHOD:
DATE DRILLED:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 24.62 ft bis S&ME, Inc.
Mud Rotary 611107 LATITUDE: 35 25 58.83 LONGITUDE:- 80 56 50.81 TOP OF CASING ELEVATION: 759.68 DATUM: MSL PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade Fine RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 21 ft bls GROUT Type:
Interval:
Neat Cement 0 to 17 ft bls SEAL Type:
Interval:
Bentonite 17 to 19 ft bis 17.00 743.03 FILTERPACK 741.03 Type: #1 Filter Sand Interval: 19 to 37 ft bls 19.00 SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 21 to 36 ft bls LEGEND E
FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACIt 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
<FILL EVEL ENGINEERING. TESTING COMPLETION REPORT OF WELL No. M-59 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: 760.0 CHECKED BY: Julie Petersen STRATA z
WELL o
o0 DESCRIPTION DETAILS WELL CONSTRUCTION DETAILS 0~0 W
(See Page 1)
PARTIALLY WEATHERED/FRACT ROCK (WF):
Medium-Grained QUARTZ DIORITE With Intermittent GRANITE, Intensely Fractured; Heavily Weathered Void from P7.45 to 37.95 ft bls (continued)
SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Unfractured SOUND ROCK (D):
Medium-Grained
- GRANITE, Unfractured SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Unfractured SOUND ROCK (D):
Medium-Grained
- GRANITE, Unfractured SOUND ROCK (D):
Medium-Grained META DIORITE With Intermittent QUARTZ DIORITE Inclusions, U nfractured SOUND ROCK (D):
Medium-Grained META QUARTZ DIORITE, Unfractured SOUND ROCK (D):
Medium-Grained META DIORITE, Unfractured SOUND ROCK (D):
Medium-Grained META QUARTZ DIORITE, Unfractured SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Slightly Fractured V.q-
++*
+..,
+..
a..,
a,,,-
'a%,
.. °
-40 45 50 55 60 65 70
-75 80 37.00 1 723.03 Cq Ui U)
M.
LEGEND E
FILTER PACK I
BENTONITE
] CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT Eni
=
z
-N.
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-59 WUUE 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: 760.0 CHECKED BY: Julie Petersen STRATA z
WELL a-0 DECI0O DETAILS a
WELL CONSTRUCTION DETAILS Co W
0
- 5 DESCRIPTION 2
nL W--
.u
>- w
_J
-J co a
W (See Page 1)
SOUND ROCK (D):
Medium-Grained DIORITE, Unfractured (continued)
SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Unfractured
-85 85.10 674.93 CD Ui C,,
LEGEND E] FILTER PACK E
BENTONITE
]CEMENT GROUT CUTTINGS I 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 S
9751 Southern Pine Blvd.
WELL No. M-59 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
`6&MbjE Boring Number:
Sample No:
1 Depth (ft-bls):
4.3 - 5.8 Blow Count:
3
- 5
- 5 M-59 Sample No:
Depth (ft-bls):
Blow Count:
2 9.3 - 10.8 3*2*3 Sample No:
Depth (ft-bls):
Blow Count:
3 14.3-15.8 3 *4*6 No Reovr Sample No:
Depth (ft-bls):
Blow Count:
4 19.3 - 20.8 NO 5*6*9 7
Sample No:
Depth (ft-bls):
Blow Count:
5 24.3 - 25.8 6*9* 10 Sample No:
Depth (ft-bls):
Blow Count:
6 29.3 - 30.8 5
- 12
- 17
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
'T, IT Al ý -Aý '
Boring Number:
M-59 Sample No:
Depth (ft-bls):
Blow Count:
7 34.3 - 35.8 50/3 Page 2 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-59 4
-dýfj Page 1 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-59 4
-dhd CLASSIFICATION:
36.40' to 51.70' Coarse-Grained Quartz Diorite 51.70' to 52.10' Medium-Grained Granite 52.10' to 59.10' Coarse-Grained Quartz Diorite 59.10' to 61.80' Medium-Grained Granite 61.80' to 65.60' Fine-Grained Meta Diorite With Coarse-Grained Quartz Diorite Inclustions 65.60' to 67.90' Coarse-Grained Meta Quartz Diorite 67.90' to 68.80' Fine-Grained Meta Diorite 68.80' to 81.70' Coarse-Grained Meta Quartz Diorite 81.70' - 83.30' Fine-Grained Diorite 83.30' - 85.10' Coarse-Grained Quartz Diorite 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 6/18/2007 M-59 16.38 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
3.391 Inches 24.62 feet 11.38 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 140 time and drawdown measurements Maximum head is 3.706 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 6/18/07 1
-,ý Bouwer and Rice Graph M-59 01 1:
le-O02 Bouwer and Rice parameter A = 2.874 Bouwer and Rice parameter B = 0.5869 In(Re/Rw) = 2.737496e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 60. Seconds Analysis ends at time 42. minutes 77 Measurements analyzed from 2 to 78 1 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 1
e-001 n
Hydraulic Conductivity = 1.075e-004 cm/sec I Transmissivity = 3.221 e-004 m2/min I
I I
I I
I I
I I
I I
I I
3 Adjusted Time (Hours)
Ho is 3 706 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.08E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-59 SS-2
]
9.3 to 10.8 ft bls Sample
Description:
Red, Silty, Clay With Fine to Medium Sand 100%
90%
80% i 70%
60%
(A-50%
-I.
40%--
30%
I!
20%
10%
0%
AAA 100 10 1p 0.1 0.0 0.001 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 0.8%
22.1%
.25.8%
51.4%
Adjusted for 0%
22%
26%
52%
Calculations I
I I
Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix 11.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
McGuire Nuclear Station - GWPP S
dM G
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-59 EXI'I.ANA-\\rIN Boring Depth:
9.3 to 10.8 ft bls iii.'\\
\\,
i
-1
% Sand:
22%
Ho"j,.r a
]
,*11" 1
v~~t Sill
.t 27-lo
% Silt:
26%
Ct
-70 Clay 0.0114
% Clay:
52%
60 Estimated Specific 50 1--6 Yield:
0.9%*
- Estimated Value SANrDY CLAY /
SILT'ACLAY 40)
Silt s~ze. (prcLentl 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 435 30-7PCFC IU T
T.1i.
- n. II~#I~
Estimated Porosity:
49%**
- Based on Table of Selected Values of Porosity, Specific Yield and Specific Retention, USGS Water Supply Paper 2220.
Variation of Porosity, Specific Yield, and Specilic 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-59 SS-5 24.3 to 25.8 ft bis Sample
Description:
Black and White, Silty, Fine to Medium Sand With Mica 100%
90%
80%
70%
60%
C-_
50%
40%
30%
I_
20%
10%
100 1010.1 0.01 0.001 S 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 0.1%
65.3%
30.9%
3.7%
Adjusted for 0%
65%
31%
4%
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 4
ShR2 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 Boring No.
M-59 i~~fi.
~
EXVIAN,\\A\\M()N Boring Depth:
24.3 to 25.8 ft bls in,
-- 1-i-
\\,irv,,
1
,,,,,,,pii'i
% Sand:
65%
511 Pairil,.,.i wt,,,..
Sill l.ll,.*62
.1 % Silt:
31%
7liv 1)<'"""
% Clay:
4%
60 Estimated Specific Yield:
25%Y'S'N"DY CLAY C -L--Y 40 Sill S
iA N
/pi.,rtYcnl)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.
45 21----
-j d
I Id u Estimated Porosity:
43%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)
SS8ME 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 fI¥TH ASTM D-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. ID. SAMPLER ] FT.
Project:
MNS - Groundwater Protection Project Boring No. M-60 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 1 Boring Depth (fit):
39.8 FElevation (ft):
779.5 Driller:
Justin Millwood, NC Date Drilled: 11/27/07 1
Cert. No. 3439 Logged By: Courtney Withers I Water Level:
Stabilized Water Level at 31.43 ft bis Drilling Method: 4'" H.S.A.
Elev.
(Feet)
Depth (Feet)
Lith-ology Well Construction Penetration Resistance (Blows/Foot)
SOIL/SAPROLITE (Ml): Reddish-Brown, Micaceous, Clayey, SILT SOIL/SAPROLITE (Ml): Tan and Orange-Brown, Micaceous, Fine Sandy, SILT With Manganese Staining and Rock Fragments WEATHERED ROCK (M2): When Sampled Becomes, White and Tan, Clayey, Silty, Coarse to FineSAND With
\\ ock Fragments Auger Refusal at 39.80 ft bl
COMPLETION REPORT OF WELL No. M-60 Sheet 1 of 1 PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 31.43 ft bls LATITUDE: 35 26 03.01 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD:
41/45 H.S.A.
DATE DRILLED: 11127107 LONGITUDE: 80 56 38.95 TOP OF CASING ELEVATION: 781.90 DATUM:
MSL STRATA PROTECTIVE CASING Diameter: 4" X4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: -2.40 to 24 ft bis GROUT Type:
Interval:
Neat Cement 0 to 18 ftbls SEAL 761.50 Type:
Interval:
18.00 Bentonite 18 to 21.6 ft bis 21.60 757.90 FILTERPACK Type: #1 Filter Sand Interval: 21.6 to 39 ft bis SCREEN Diameter:
Type:
Interval:
21 0.010 Slotted Sch. 40 PVC 24 to 39 ft bis LEGEND FILTER PACK 740.50 739.70 BENTONITE CEMENT GROUT TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL ENGINEERING
- TESTING COMPLETION REPORT OF WELL No. M-60 9751 Southern Pine Blvd.
Charlotte, North Carolina
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Boring Number:
M-60 Sample No:
1 Depth (ft-bls):
9.1 -10.6 No Photo Blow Count: 5*7*10 Sample No:
2 Depth (ft-bls): 14.1-15.6 Blow Count:
3*4*6
- 4*
Sample No:
3 2
3 6
7 829 Depth (ft-bls): 19.1 - 20.6 Blow Count:
4* 5
- 8 Sample No:
4 Depth (ft-bis): 24.1 - 25.6 Blow Count:
4*7*9 2q.1'-254; Sample No:
5 Depth (ft-bls): 29.1 - 30.6 Blow Count:
2 3
- 4 Sample No:
6 Depth (ft-bls): 34.1 - 35.6 Blow Count:
19* 7 *9 Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Boring Number:
M-60 Sample No:
7 Depth (ft-bls): 39.1 - 40.6 No Reovery Blow Count:
50/1 Page 2 of 2
CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD (Open Hole in Uniform Material)
I Site Name:
MNS - GWPP Date:
11/27/2007 Boring I.D.
M-60 Test Interval:
31' to 34' (Soil/Saprolite)
Total Depth of Hole:
34 ft bls 1036.58 cm Length of Open Hole:
3 ft 91.46 cm Transformation Ratio m=
I Performed by:
Courtney Withers Time (sec)
Head (cm)
Permeability (cm/sec)
Calculations 0
975.52 60 946.95 1.25E-04 d 2. In(2mL 120 921.34 1.15E-04 D
H for 180 898.32 1.06E-04 Kh In 240 877.56 9.83E-05 8-L. (t 2 -t 1 )
H 2 300 857.44 9.75E-05 360 839.02 9.13E-05 Where:
420 823.57 7.82E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 809.91 7.03E-05 H,
is the Piezometric Head for time; t = t1 (cm) 540 796.98 6.76E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 785.61 6.04E-05 D
is the Diameter of the Standpipe (cm) 900 739.70 5.06E-05 d
is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where 7= K Kh is the H-lorizontal 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) 8.73E-05 Graph of Field Data Head vs Time 1000.00 950.00 900.00 850.00 I
800.00 750.00 -.
700.00 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 12/11/2007 M-60 12.57 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 31.43 feet 7.57 feet I
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 85 time and drawdown measurements Maximum head is 2.21 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 12/11/07 Bouwer and Rice Graph M-60 1
01 N
Bouwer and Rice parameter A = 2.361 Bouwer and Rice parameter B = 0.4516 ln(Re/Rw) = 2.601198e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 84. Seconds Analysis ends at time 4. minutes 27 Measurements analyzed from 28 to 54
-Hydraulic Conductivity =6. 1 e-004 cm/sec
-Transinissivity = 2.039 meters2lday t.e-(X3 0
10 15 Adjusted Time (minutes)
Ho is 2-21 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 6.16 x 10-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-60 I
SS-6 34.1 to 35.6 ft bis Sample
Description:
White and Tan, Clayey, Silty, Coarse to Fine Sand 100%6--
90%
80%
70%
60%
-I 40%
30%
CL 20%
10%
i F
4 0%
A 100 10 N
1 0.1 0.01 0.001 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 0.6%
72.4%
24.3%
2.7%
Adjusted for 0%
73%
24%
3%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix II.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
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
& IMI E Boring No.
M-60 0 10(1 EXPI.,rNA
)-.
Boring Depth:
34.1 to 35.6 ft bis 90
.i fUi.---
i&"
IX
% Sand:
73%
.O Par,,ri,,,,
- r
,..-* [
1**S'ill O+()25,2*-JW4il
% Silt:
24%
" 2'
% Clay:
3%
6 Estimated Specific Yield:
27%
SANDY CLAY, SILTY CLAY 40 a*
X (S~~LAY-SILU 20 Sill size (ipercurl)
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
S 3
3 a
2 A.
<*,OROSITY
'°i.."
" *'I "%
c -I Estimated Porosity:
43%
Variation of Porosity, Specific Yield, and Specifc Retention with Grain Size (after Bear, 1972)
tS&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 IN ACCORDANCE WJTHASTMD-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-62 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 2 Boring Depth (fit):
50.8 1 Elevation (fit):
760.4 Driller:
Jay Little, NC Cert No.
I 2717 Date Drilled: 5/24/07 Logged By: Julie Petersen I Water Level:
Stabilized Water Level at 25.51 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 760
- 0*.
GRAVEL: Road Bed
%~' ~::II 5--
10-FILL (F): Grayish-Tan, Micaceous, Silty, FineSAND with Red CLAY Layers (Striated)
FILL (F): Brown, Micaceous, Medium to Fine Sandy, Clayey, SILT with Grayish-Tan, Micaceous, Silty, Fine SAND Layers (Striated)
Silty, Fine SAND
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 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. I.D. SAMPLER 1]FT.
Project:
MNS - Groundwater Protection Project Boring No. M-62 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (fi):
50.8 Elevation (fi):
760.4 Driller:
Jay Little, NC Cert No.
Date Drilled: 5/24/07 2717 Logged By: Julie Petersen Water Level:
Stabilized Water Level at 25.51 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 11
-720
-715
-710 40-WEATHERED ROCK (M2): When Sampled Becomes Gray and White, Micaceous, Silty, Fine SAND Boring Terminated at 50.80 ft bls
COMPLETION REPORT OF WELL No. M-62 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 25.51 ft bls LATITUDE: 35 25 59.09 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 5124107 LONGITUDE: 80 57 02.67 TOP OF CASING ELEVATION: 760.09 DATUM: MSL LOGGED BY: Julie Petersen STRATA z
WELL "r
0 DECRPTON 0
DETAILS w~+/-~
DESCRIPTION m
a u WELL CONSTRUCTION DETAILS W-LLI
,_1 U
w GRAVEL: Road Bed CONCRETE FILL (F): Grayish-Tan, Micaceous, Silty, Fine SAND with Red CLAY Layers (Striated)
FILL (F): Brown, Micaceous, Medium to Fine Sandy, Clayey, SILT with Grayish-Tan, Micaceous, Silty, Fine SAND Layers
(ýStriated)
SOIL/SAPROLITE (Ml): Red, Micaceous, Fine Sandy, Silty, CLAY with Manganese Staining SOIIJSAPROLITE (Ml): Orange, Micaceous, Slightly Sandy, SILT with Manganese Banding SOIL/SAPROLITE (Ml): Gray and White, Micaceous, Silty, Fine SAND 0
-5
-10
-15
-20
-25
-30
-35 0.00 1 1760.37 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 21 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 17 ft bls Bentonite 17 to 19 ft bls 17.00 19.00 35.50 743.37 741.37 724.87 FILTERPACK Type: #1 Filter Sand Interval: 19 to 36 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted Interval: 21 to 36 ft bls LEGEND E
FILTER PACK E BENTONITE
]CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL Sch. 40 PVC I-0qD 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-62 0m # S&Charlotte, North Carolina ENGINEERING. TESTING Sheet 1 of 2 ENVIRONMENTAL SERVICES
PROJECT: MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 760.4 CHECKED BY: Julie I STRATA I
WELL DETAILS I
z W---
0 azrw CD Lw (See Page 1) 709.57 LEGEND D
FILTER PACK BENTONITE
]CEMENT GROUT CUTTINGS / BACP 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 (FILL EVEL S&ME COMPLETION REPORT OF WELL No. M-62 9751 Southern Pine Blvd.
Charlotte, North Carolina
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
" d&ME Boring Number:
M-62
-- I Sample No:
Depth (ft-bls):
Blow Count:
1 4.3 - 5.8 3*4*7 Sample No:
Depth (ft-bls):
Blow Count:
2 9.3-10.8 4*6*6 Sample No:
Depth (ft-bls):
Blow Count:
3 14.3 - 15.8 6*7*9 Sample No:
Depth (ft-bls):
Blow Count:
4 19.3 - 20.8 4*5*6 Sample No:
Depth (ft-bls):
Blow Count:
5 24.3 - 25.8 3*5*6 Sample No:
6 Depth (ft-bls): 29.3 - 30.8 Blow Count:
4
- 6
- 7 No Roe Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6"ME Boring Number:
M-62 Sample No:
Depth (ft-bls):
Blow Count:
7 34.3 - 35.8 5
- 8*11 Sample No:
Depth (ft-bls):
Blow Count:
8 39.3 - 40.8 14
- 20
- 3C Sample No:
Depth (ft-bls):
Blow Count:
9 44.3 - 45.8 50/5 Sample No:
Depth (ft-bls):
Blow Count:
10 49.3 - 50.8 Nu 50/4 Page 2 of 2
CALCULATIONOFm PMEABILIT fBY*THE FALLING HEA METHOD (Open Hole in Uniform Material)
"M Site Name:
N Date:
5 Boring I.D.
N Test Interval:
2 Total Depth of Hole:
2 Length of Open Hole:
4 Transformation Ratio m=
I Performed by:
i tNS - GWPP
/24/2007 4-62 4.5' to 28.7' 8.7 ft
.20 ft ulie Petersen (Soil/Saprolite) 875 cm 128.05 cm Time (sec)
Head (cm) 0 895.03 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 3600 877.10 860.34 844.76 830.00 815.82 802.23 789.09 776.31 763.96 751.92 696.25 646.74 601.59 560.55 487.80 425.40 371.59 Permeability (cm/sec) 6.72E-05 6.41 E-05 6.07E-05 5.85E-05 5.72E-05 5.58E-05 5.48E-05 5.42E-05 5.32E-05 5.28E-05 5.11 E-05 4.90E-05 4.8 1E-05 4.69E-05 4.62E-05 4.55E-05 4.49E-05 Calculations Kh D
In Hf 8.L.(t2 -t)
H2 Where:
Kh is the Horizontal Coefficient of Permeability (cm/sec) l-I, is the Piezometric Head for time; t = t (cm)
H2 is the Piezometric Head for time; t = t2 (cm)
D is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where m=
jK,,/K Kh is the Horizontal Permeability K, is the Vertical Permeability L
is the Open Length of Hole (cm)
Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 5.35E-05 Graph of Field Data Head vs Time 1000.00 900.00 800.00 700.00 600.00 ---------------------------- - ------------------
500.00 400.00 300.00, 0
500 1000 1500 2000 2500 3000 3500 4000 Time (sec)
Site Name:
MNS-GWPP Test Date:
6/5/2007 Well Label:
M-62 Aquifer Thickness:
15.49 feet Screen Length:
- 15. feet Casing Radius:
- 1. Inches Effective Radius:
- 3. Inches Gravel Pack Porosity:
30.00%
Corrected Casing Radius:
3.391 Inches Static Water Level:
25.51 feet Water Table to Screen Bottom:
10.49 feet Anisotropy Ratio:
1 Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 88 time and drawdown measurements Maximum head is 4.942 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 6/5/07 M-62 Bouwer and Rice parameter A = 2.764 Bouwer and Rice parameter B = 0.5322 In(Re/Rw) = 2.724662e+000 Gravel Pack Porosity: = 30.
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 75. Seconds Analysis ends at time 9.75 minutes 35 Measurements analyzed from 6 to 40 n01 I e00 Hydraulic Conductivity = 1.817e-004 cm/sec Transmissivity = 5.146e-004 m2/min III I
I II 5
10 15 20 25 30 35 Adjusted lime (minutes)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 4 942 feet at 0 Seconds PERMEABILITY 1.82E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
ISample No.:
Depth:
M-62 I
SS-3 14.3 to 15.8 fi bls Sample
Description:
Brown, Fine to Medium Sandy, Clayey, Silt With Mica 100%
90%---
80%
a-70%60%
U 20%
L 100 10 N
1 0.1 0.01 0.001 CD Particle Size (mm) o
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.7%
42.5%
34.3%
22.5%
Adjusted for 0%
43%
35%
23%
Calculations 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 & M E S&ME PROJECT NO.:
1264-06-724 Boring No.
M-62 in EXFLA\\AriM Boring Depth:
14.3 to 15.8 ft bIls 9.1
% Sand:
43%
-ý 1311 I'
% Silt:
35%
(
' (1 CLAY
% Clay:
23%
'60
/
(I Estimated Specific o(
Yield:
7.5%
'I I C-LAY-SlITI Sill snze (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing thie relation between particle size and specific yield. Source: A. I. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.
45.
Pa 0A0ITY
- ~~-
SAC Ic 7--*E,**-4
.u SI" cc
=55 d
Estimated Porosity:
45%
Variation of Porosily, Specific Yield, and Speciflc Retention with Grain Size (after Bear, 1972)
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. I.D. SAMPLER I FT ENGINEERING - TESTING ENVIRONMENTAL SERVICES Project:
MNS - Groundwater Protection Project Boring No. M-64 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 2 Boring Depth (ft):
50.1 Elevation (ft):
760.8 Driller:
Justin Millwood, NC Date Drilled: 5/24/07 Cert. No. 3439 1
Logged By: Courtney Withers Water Level:
Stabilized Water Level at 14.58 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth Lith-(Feet) ology I Material Description Well Construction Penetration Resistance (Blows/Foot)
II
-760 FILL (F): Red, Micaceous, Silty, CLAY Micaceous, Clayey, Staining Fine SAND With Manganese
'V I 01 WI
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-VAL UE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO D)R!VE 1.41 1N IfD SAMPLER 1 F'7 Project:
MNS - Groundwater Protection Project Boring No. M-64 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (fi):
50.1 Elevation (ft):
760.8 Driller:
Justin Millwood, NC Date Drilled: 5/24/07 g
B nCert.
No. 3439 Logged By: Courtney Withers
-7 Water Level:
Stabilized Water Level at 14.58 ft bls jDrilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 1l
-725
-720
-715 40-45-50-SOIL/SAPROLITE (Ml): Brown and Black, Micaceous, Slightly Sandy, SILT With Quartz Rocks (Schistose) n M
i.
i i.
I-.
I.* "..
SOIL/SAPROLITE (Ml): Tan and White, Slightly Sandy, SILT With Manganese Staining and Medium to Fine Sand Lenses (MI): Brown and Black, Micaceous, /
\\Slightly Sandy, SILT SOIL/SAPROLITE (Ml): Tan and White, Micaceous, SILT With Manganese Staining and Medium to Fine Sand Lenses Boring Terminated at 50.10 ft bls II CD I-.
0CD
- CzC, CD 5
a.
CD C,
0 C,,z II.-
C, 0
-J CD
- z20a,
COMPLETION REPORT OF WELL No. M-64 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 14.58 ft bIs LATITUDE: 35 26 00.08 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD:
DATE DRILLED:
Mud Rotary 5/24107 LONGITUDE:
80 57 00.77 TOP OF CASING ELEVATION: 760.30 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL
- r a
o 0
DETAILS c -
WELL CONSTRUCTION DETAILS DESCRIPTION c aw
- a.
.J
.j
-o-J
-J C0 W
L GRAVEL FILL (F): Red, Micaceous, Silty, CLAY SOIL/SAPROLITE (Ml): Tan and Red Striated, Micaceous, Slightly Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Tan and Red Mottled, Micaceous, Clayey, Silty, Fine SAND With Manganese Staining '7
.7 0
-5
-10
-15
-20
-25
-30
- o-=.
0.00 2.00 10.00 Y
760.84 758.84 750.84 733.34 732.84 731.84 GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 2 ft bis Bentonite 2 to 10 ft bls PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 13 ft bis FILTERPACK Type: #1 Filter Sand Interval: 10 to 29 ft bis SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 13 to 28 ft bls LEGEND 27.50 28.00 29.00 00 to a.
E FILTER PACK E BENTONITE CEMENT GROUT 5
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 z
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-64 0M Charlotte, North Carolina Z
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: 760.8 CHECKED BY: Courtney Withei STRATA z
WELL o
0
-JI---.
Z O
DETAILS W'
- WELL CONSTRUCTION DETAILS DESCRIPTION CO
- w oI
-J
___a L _ __ _ _ _ _
(See Page 1)
SOIL/SAPROLITE (Ml): Brown and Black, Micaceous, Slightly Sandy, SILT With Quartz Rocks (Schistose)
SOIUSAPROLITE (Ml): Tan and White, Slightly Sandy, SILT With Manganese Staining and Medium to Fine Sand Lenses SOIL/SAPROLITE
,(Ml): Brown and Black, Micaceous, Slightly Sandy, SILT SOIL/SAPROLITE (Ml): Tan and White, Micaceous, SILT With Manganese Staining and Medium to Fine and Lenses 35
-40
-45
-50 50.10 710.74 o0 oC I-LEGEND D
FILTER PACK I
BENTONITE
]CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT Cl sCOMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-64 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 gods-M Boring Number:
Sample No:
1 Depth (ft-bls):
3.6 - 5.1 Blow Count:
5
- 5
- 7 M-64 Sample No:
Depth (ft-bhs):
Blow Count:
2 8.6-10.1 2*3*4 Sample No:
Depth (ft-bis):
Blow Count:
3 13.6-15.1 1*1*1 Sample No:
Depth (ft-bls):
Blow Count:
4 18.6 - 20.1 2*2*3 Sample No:
Depth (ft-bls):
Blow Count:
5 23.6 - 25.1 1
- 1*3 Sample No:
Depth (ft-bls):
Blow Count:
6 28.6 - 30.1 2*2*5 rage I O0 Z
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 96&"M Boring Number:
M-64 Sample No:
7 Depth (ft-bls): 33.6 - 35.1 Blow Count:
3
- 3
- 5 Sample No:
8 Depth (ft-bls): 38.6 - 40.1 Blow Count: 12
- 23
- 26 Sample No:
9 Depth (ft-bls): 43.6 - 45.1 Blow Count:
3
- 6
- 14 Sample No:
10 Depth (ft-bls): 48.6 - 50.1 Blow Count: 4*6*11 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 6/5/2007 M-64 18.42 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
3.391 Inches 14.58 feet 13.42 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 66 time and drawdown measurements Maximum head is 4.793 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 6/5/07 Bouwer and Rice Graph M-64
- 01 0
2:
0l02 Bouwer and Rice parameter A = 3.117 Bouwer and Rice parameter B = 0.6606 ln(Re/Rw) = 2.769313e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 168. Seconds Analysis ends at time 9. minutes 32 Measurements analyzed from 13 to 44 2 Points not plotted because head ratio <= 0.0 These points are not included in the analysis Hydraulic Conductivity = 2.469e-004 cmlsec Transmissivity = 8.319e-004 m2/min 1 e-I I
Adjusted Time (Hours)
Ho is 4 793 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 2.47E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-64 I
SS-5 23.6 to 25.1 ft bls Sample
Description:
Tan and Red, Clayey, Silty, Fine Sand With Mica 100%-
80%
70% -
70%
60%
r_
40%
G S
30%
-(0 0.9 20% f%4 10%--
0%,--
-]L A
A A
100 10 CM 1
- 0. 1 )
0.010.1 Particle Size (mm)
A n
I
> 2mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay
__________0.0%
52.5%
40.6%
6.9%
Adjusted for 0%
53%
41%
7%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix 11.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
McGuire Nuclear Station - GWPP S&ME Project No.:
11264-06-724
FETTER AND BEAR DIAGRAMS S&ME PROJECT:
McGuire Nuclear Station - GWPP S&ME PROJECT NO.:
1264-06-724 Boring No.
M-64 Hil Boring Depth:
23.6 to 25.1 ft bls i i i --
i--
hi,vv.i I
- !*l'f:*
% Sand:
53%
"till
% Silt:
41%
.0" CSln.r.yII14 Zo~~~~~~ 11:
70,-
LAYI I
% Clay:
7%6 Estimated Specific Yield:
20%
Sill silze (percent)
FIGURE 4.11 Textural. classification triangle for unconsolidated materials showing the relation between particle size and specific yield. Source: A. 1. Johnson, U.S. Geological Survey Water-Supply Paper 1662-D, 1967.
I-I A40:" 7' 1--*,.. PO SIR 1TY 30,3 II
"/eE/171.'
CC-Estimated Porosity:
43.5%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (alter Bear, 1972)
7tS8ME 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 INA CCORDANCE WITH ASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-66 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of I Boring Depth (ft):
27.0 Elevation (fi):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/4/07 L
yCert.
No. 3439 Logged By-Courtney Withers Water Level:
Stabilized Water Level at 15.10 ft bls Drilling Method: 41A" H.S.A.
Elev.
(Feet)
Depth (Feet)
I Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
F-
-760 755
-750
-745
-740
-735
-\\GRAVEL f
FILL (F): Red, Micaceous, Silty, CLAY Interlayered With Tan, Micaceous, Fine Sandy, SILT With Rock Fragments FILL (F): Yellow-Brown and Red, Micaceous, Clayey, SILT With Rock Fragments 20 SOIL/SAPROLITE (Ml): Tan, Red, Yellow, and White Mottled, Micaceous, Slightly Clayey, Fine Sandy,SILT With Manganese Nodules I
I*- F co 0I co 0
25-SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining Boring Terminated at 27.00 ft bls Lithologic Descriptions Obtained From M-66R
COMPLETION REPORT OF WELL No. M-66 Sheet 1 of I PROJECT:
MNS - Groundwater Protection Project PROJECT NO: 1264-06-724 PROJECT LOCATION: Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 15.10 ft bls DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: 4/" H.S.A.
DATE DRILLED: 614/07 LATITUDE: 35 26 00.03 LONGITUDE: 80 56 59.36 TOP OF CASING ELEVATION: 760.09 DATUM:
MSL LOGGED BY: Courtney Withers STRATA z
WELL o
o J
z r-DSIN DETAILS w "
WELL CONSTRUCTION DETAILS DESCRIPTION n
W W
w IJ uJ C/)
W GRAVEL FILL (F): Red, Micaceous, Silty, CLAY Interlayered With Tan, Micaceous, Fine Sandy, SILT With Rock Fragments FILL (F):
Yellow-Brown and Red, Micaceous, Clayey, SILT With Rock Fragments SOIL/SAPROLITE (Ml): Tan, Red, Yellow, and White Mottled, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Nodules SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining
-0
-5 K10
-15
-20
-25 0.00 6.80 9.70 26.50 27.00 760.43 753.63 750.73 733.93 733.43 GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 6.8 ft bis Bentonite 6.8 to 9.7 ft bls PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 12 ft bls FILTERPACK Type: #1 Filter Sand Interval: 9.7 to 27 ft bis SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 12 to 27 ft bls LEGEND 0O 030 I-E FILTER PACK E BENTONITE
]CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-66 L0 w
- u.
Charlotte, North Carolina ENGINEERIN4 TESTING Sheet 1 of 1 0ENVIRONMENTWl 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 6/12/2007 M-66 16.9 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 15.1 feet 11.9 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 315 time and drawdown measurements Maximum head is 3.4 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 6/12/07 Bouwer and Rice Graph M-66 1
-_ 0 1 0
T Bouwer and Rice parameter A = 2.934 Bouwer and Rice parameter B = 0.6169 ln(Re/Rw) = 2.743742e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 240. Seconds Analysis ends at time 30.7 minutes 208 Measurements analyzed from 39 to 246 2 Points not plotted because head ratio < 0.0 These points are not included in the analysis o00
-Hydraulic Conductivity =5.371 e-005 cmlsec Transmissivity = 1.66e-004 m2/min I e-0 0
1 2
3 Adjusted Time (Hours)
Ho is 3.4 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 5.37E-05 cm/sec
S$
M E
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 1 FT ENGINEERING
- TESTING ENVIRONMENTAL SERVICES Project:
MNS - Groundwater Protection Project Boring No. M-66R Location:
Huntersville, North Carolina Number:
1264-06-724 SheetNo. I of 3 Boring Depth (ft):
89.5 Elevation (11):
760.51 Driller:
Justin Millwood, NC Cert. No. 3439 Date Drilled: 5/29/07 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 48.96 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-760 FILL (F): Red, Micaceous, Silty, CLAY Interlayered With Tan, Micaceous, Fine Sandy, SILT With Rock Fragments FILL (F): Yellow-Brown and Red, Micaceous, Clayey, SILT With Rock Fragments Mottled, Micaceous, Slightly Clayey, Fine Sandy,SILT With Manganese Nodules 20-W
- h.
P.
25-I Slightly Clayey, Fine Sandy, SILT With Manganese Staining
'01
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. I.D. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-66R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (ft):
89.5 Elevation (f1):
760.5 Driller:
Justin Millwood, NC Date Drilled: 5/29/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 48.96 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-725
-720
-715
-710
-705
-700 695 45 50-
/
/
SOIL/SAPROLITE (Ml): Reddish-Brown, Tan, and White, Micaceous, Slightly Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Green, Tan, and White, Micaceous, SILT With Manganese Staining I I 55-60-SOIL/SAPROLITE (Ml): Greenish-Black, Brown, Tan, and White, Micaceous, Silty, Medium to Fine SAND With Quartz Rock Fragments and Manganese Staining (Granitic) 65-WEATHRED ROCK (M2): When Sampled Becomes Greenish-Black, Brown, Tan, and White, Micaceous, Silty, Medium to Fine SAND Wtih Quartz Rock Fragments and Manganese Staining (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes
- Brown, Micaceous, Silty, Medium to Fine SAND With
/Rock Fragments (Schistose/
I I
I C3 1
I Rock Fragments (Schistose)
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. L.D. SAMPLER I FT.
Project:
MNS - Groundwater Protection Project Boring No. M-66R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
89.5 Elevation (f1):
760.5 Driller:
Justin Millwood, NC Date Drilled: 5/29/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 48.96 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description
-690 685
-680
-675 75-80-85-v-<
-4 I'-/
\\I~ <
\\Roller Cone Refusal at 69.00 ft bis
[PARTIALLY WEATHERED/FRACTURED ROCK (WF): Coarse-Grained QUARTZ DIORITE, Intensely
- Fracued Well Construction fill 11111 U11-Penetration Resistance (Blows/Foot)
SOUND ROCK (D): Coarse-Grained QUARTZ DIORITE, Moderately Fractured; Calcite Contained in Fine-Grained Matrix Around 71.54 and 73.84 ft bls V T T T T*
'mT T V
,T'W T T T
VWV,,
WTV'
V.
'WV, TTTT T_
V V.
SOUND ROCK (D): Fine-Grained META GABBRO, Moderately Fractured V T W
TV' T T T
" V T T TVVTVVVV',:
SOUND ROCK (D): Medium-Grained QUARTZ
\\MDIORITE, Moderately Fractured
/
SOUND ROCK (D): Fine-Grained META GABBRO, Moderately Fractured Boring Terminated at 89.54 ft his
+/- ________ L
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 4-j Core Location: M-66R 68 NO Core 69 Roller Cone Refusal at 69.0 f bhs Soil Seams; Core Loss 69.54' End of Run #1, REC - 64%, ROD - 64' 70 69,54'- 70,35' Intensely Weathered Zone 71 71.54' Horizontal Joint Calcite Contained in Fine-Grained Matru 72 72.82'- 72.9' Low Angle Joint 73 73.84' Horizontal Joint 4Calcite Contained in Fine-Grained Matrb 74.54' End of Run #2, REC - 93%, ROD - 83' 75 75.4' - 75.48' Low Angle Joint 76 76.05'- 76.98' Low Angle, Horizontal, us C,!
77 78 79 80 81 82 83 84 85 86 77.0' - 77.72' Vertical and Low Angle Joints 9.2' Horizontal Joint 1.33' - 79.41' Low Angle Joint 1.54' End of Run #3, REC - 100%. ROD - 70%
0.74' Horizontal Joint
- . '- 83.17I Low Angle Joint
$.14' Horizontal Joint 4.54' End of Run #4, REC - 100%, ROD - 100t/.
EXPLANATION D
Calcite m
Fine-Grained Meta Gabbro U
Quartz Diorite m
Diorite Granite Core Loss Intense Fracturinn Fractures End of Run Contact Healed Joint d Vertical Joints fI!
Page 1 of 2
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-66R 86 86.0'- 86.1' Low Angl 86.84' - 86.94' Low Ai 87 87.01'- 87.09' Low Ax 88 89 89.24' - 89.29' Low Ax 89.54' End of Run #5, e Joints ngle Joint ngle Joint ngle Joint REC - 100%, ROD - 92%
89.54 fR bis Cornne Terminaed at EXPLANATION D
Calcite U
Fine-Grained l
Meta Gabbro U
Quartz Diorite U
Diorite U9 Granite Core Loss Intense Fracturine Fractures
-End of Run Contact Healed Joint Page 2 of 2
COMPLETION REPORT OF WELL No. M-66R Sheet 1 of 3 PROJECT:
PROJECT NO:
PROJECT LOCATION:
DRILLING CONTRACTOR:
DRILLING METHOD:
DATE DRILLED:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina WATER LEVEL: Stabilized Water Level at 48.96 ft bls S&ME, Inc.
Mud Rotary 5129/07 LATITUDE: 35 25 59.98 LONGITUDE: 80 56 59.38 TOP OF CASING ELEVATION: 760.12 DATUM: MSL STRATA PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 70 ft bls GROUT Type:
Interval:
Neat Cement 0 to 65 ft bls SEAL Type:
Interval:
K-Packer + Bentonite 65 to 70.2 ft bls (Ml): Tan, Red, Yellow, and White Mottled, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Nodules SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining FILTERPACK Type: N/A Interval: N/A SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 70.8 to 75.8 ft bls LEGEND D 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 S&ME ENGINEERING
- TESTING COMPLETION REPORT OF WELL No. M-66R 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: 760.5 CHECKED BY: Courtney Withei STRATA z
WELL o
o0 "J
z F---
O DETAILS WELL CONSTRUCTION DETAILS DESCRIPTION m
i-.o.
C/, 0 L
(See Page 1)
SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining (continued)
SOIL/SAPROLITE (Ml):
Reddish-Brown, Tan, and White, Micaceous, Slightly Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Green, Tan, and White, Micaceous, SILT With Manganese Staining SOIL/SAPROLITE (Ml):
Greenish-Black, Brown, Tan, and White, Micaceous, Silty, Medium to Fine SAND With Quartz Rock Fragments and Manganese Staining (Granitic)
WEATHRED ROCK (M2): When Sampled Becomes Greenish-Black, Brown, Tan, and White, Micaceous, Silty, Medium to Fine SAND Wtih Quartz Rock Fragments and Manganese Staining (Granitic)
WEATHERED ROCK (M2): When Sampled Becomes Brown, Micaceous, Silty, Medium to Fine AND With Rock Fragments (Schistose)j PARTIALLY WEATHERED/FRACT
'ROCK (WF):
.135 Z
-41" Yv,
'V JYV
'V VY V V-V-v
-40
-45
-50
-55
-60
-65
-70
-75 X
ý I 65.00 c')
I-(LCD 70.00 70.20 70.80 75.30 75.80 77.00 695.47 690.47 690.27 689.67 685.17 684.67 683.47 LEGEND E
FILTER PACK SBENTONITE 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 Ii "JC
.CO lCI*
U
.1 z
-4, COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-66R 0 S & M 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: 760.5 CHECKED BY: Courtney Withet STRATA z
WELL o
o
_J e--
I--
D P -
DETAILS
- a.
Xt WELL CONSTRUCTION DETAILS w
_J DESRIPIO 0
W
--i0 (See Page 1)
QUARTZ DIORITE, Intensely Fractured SOUND ROCK (D):
Coarse-Grained QUARTZ DIORITE, M oderately Fractured; Calcite Contained in Fine-Grained Matrix 0 round 71.54 and 3.84 ft bUs
,.OUNLI ROCK (D):
Fine-Grained META GABBRO, Moderately Fractured (continued)
SOUND ROCK (D):
Medium-Grained QUARTZ DIORITE, Moderately Fractured SOUND ROCK (D):
Fine-Grained META GABBRO, Moderately ractured TV rV,
'V V T T, T V TVYI
- TVY, V Y
'rV.
-80
-85 89.54 670.93 U,
ca 0n 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 9751 Southern Pine Blvd.
WELL No. M-66R WUUE Charlotte, North Carolina ENGINEERING - TESTING Sheet 3 of 3 20 ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
$6&ME Boring Number:
Sample No:
1 Depth (ft-bls):
3-4.5 Blow Count:
3
- 3
- 3 M-66R Sample No:
Depth (ft-bhs):
Blow Count:
2 8-9.5 3*3*5 Sample No:
Depth (ft-bls):
Blow Count:
3 13-14.5 1*2*3 Sample No:
Depth (ft-bls):
Blow Count:
4 18-19.5 2*2*3 Sample No:
Depth (ft-bls):
Blow Count:
5 23-24.5 2*2*3 I
Sample No:
Depth (ft-bls):
Blow Count:
6 28-29.5 2*3*5 Page 1 of 3
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 d D&M" Boring Number:
M-66R I
Sample No:
Depth (ft-bls):
Blow Count:
7 33-34.5 2*3*5 Sample No:
Depth (ft-bls):
Blow Count:
8 38-39.5 3 *3*4 I
Sample No:
Depth (ft-bls):
Blow Count:
9 43-44.5 2*3*4 Sample No:
10 Depth (ft-bls):
48-49.5 Blow Count:
2
- 4
- 7 Sample No:
Depth (ft-bls):
Blow Count:
11 53-54.5 12
- 12
- Sample No:
Depth (ft-bls):
Blow Count:
12 58-59.5 17
- 20
- 49
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&ME Boring Number:
M-66R Sample No:
Depth (ft-bls):
Blow Count:
13 63-64.5 50/5 Sample No:
Depth (ft-bls):
Blow Count:
14 68-69.5 50/4 Page 3 of 3
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-66R S*6&ME CLASSIFICATION:
68.99' - 75.40': Coarse-Grained Quartz Diorite 75.40' - 84.34': Fine-Grained Meta Gabbro 84.34' - 85.14: Medium-Grained Quartz Diorite 85.14'- 89.54: Fine-Grained Meta Gabbro Page 1 of I
'CALCULATION OF PERMEABILITY BY THE EALLINGIEAD METHOD, (O en Hole in Uniform Material)
-1 Site Name:
MNS - GWPP Date:
5/30/2007 Boring I.D.
M-66R (Soil/Saprolite)
Test Interval:
48.7' to 51.7' Total Depth of Hole:
51.7 ft 1576.21 cm Length of Open Hole:
3.00 ft 91.46 cm Transformation Ratio m=
I Performed by:
Julie Petersen Time (sec Head (cm)
Permeability (em/see)
Calculations 0
1626.52 60 1615.34 2.90E-05 d22
- In.lf 120 1601.49 3.62E-05 D
H for
-i4 180 1584.09 4.59E-05 Kh =
- tIn 240 1564.42 5.25E-05 8 L (t2 - t1 H2 300 1545.12 5.22E-05 360 1527.56 4.81E-05 Where:
420 1511.86 4.34E-05 Kh is the Horizontal Coefficient of Permeability (cm/sec) 480 1497.80 3.93E-05 H,
is the Piezometric Head for time; t = tq (cm) 540 1485.40 3.50E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 1474.02 3.23E-05 D
is the Diameter of the Standpipe (cm) 900 1429.76 2.56E-05 d
is the diameter of the Open Length (cm),
1200 1397.84 1.90E-05 m
is the Transformation Ratio, Where 1500 1371.83 1.58E-05 m =
K 1,
/K K1 is the Horizontal Permeability 1800 1349.15 1.40E-05 K, is the Vertical Permeability 2400 1310.40 1.23E-05 L
is the Open Length of Hole (cm) 3000 1275.64 1.13E-05 3600 1246.46 9.73E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 3.07E-05 Graph of Field Data Head vs Time M
0 M
1650.00 1600.00 1550.00 1500.00 1450.00 1400.00 1350.00 1300.00 1250.00 1200.00 0
500 1000 1500 2000 2500 3000 3500 4000 Time (sec)
CALCULATION OF PERMEABILITYBY THE FALLING EAD METHOD"
&ME pen Hole in Uniform Material)
S&IWE Site Name:
MNS - GWPP Date:
5/31/2007 Boring I.D.
M-66R Test Interval:
69.54' to 74.54' (Sound Rock)
Total Depth of Hole:
74.54 ft 2272.56 cm Length of Open Hole:
5.0 ft 152.44 cm Transformation Ratio m=
I Performed by:
Julie Petersen Time (see)
Head (cm)
Permeability (cm/sec)
Calculations 0
2168.08 60 2041.01 1.77E-04 d 2. In for 120 1980.43 8.82E-05 D
H 180 1953.51 4.01E-05 Kh 8= L.(t 2 -t 1 )
"In Where:
Kh is the Horizontal Coefficient of Permeability (cm/sec)
H, is the Piezometric 1-lead for time; t = t, (cm)
H2 is the Piezometric Head for time; t = t2 (cm)
D is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where
=
K K
Kh is the Horizontal Permeability K, is the Vertical Permeability L
is the Open Length of Hole (cm)
Spreadsheet assumes 3" ID Pipe; NQ Hole, OD 3"
MEAN PERMEABILITY (cm/sec) 1.02E-04 Graph of Field Data Head vs Time 2200.00 2150.00 2100.00 2050.00 I
2000.00 1950.00 1900.00 0
50 100 150 200 Time (sec)
LCALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD, (O en, Hole in Uniform eriL___
Site Name:
MNS - GWPP Date:
5/31/2007 Boring I.D.
M-66R Test Interval:
69.54' to 79.54' (Sound Rock)
Total Depth of Hole:
79.54 ft 2425 cm Length of Open Hole:
loft 304.88 cm Transformation Ratio m=
I Performed by:
Julie Petersen Time (sec)
Head (cm)
Permeability (cm/sec)
Calculations 0
2204.21 60 2168.60 2.83E-05 d'
-.In for 120 2137.56 2.51 E-05 D
H 180 2109.63 2.29E-05 Kh
- In 240 2083.96 2.13E-05 8"L. (t 2 -
1 )
H 2
300 2060.34 1.98E-05 360 2038.48 1.85E-05 Where:
420 2018.14.
1.74E-05 K,
is the Horizontal Coefficient of Permeability (cm/sec) 480 1999.18 1.64E-05 1-1 is the Piezometric Head for time; t =
(cm) 540 1985.49 1.19E-05 H2 is the Piezometric Head for time; t = t2 (cm) 600 1969.05 1.45E-05 D
is the Diameter of the Standpipe (cm) 900 1901.52 1.21E-05 d
is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where
=
K, Kb is the Horizontal Permeability K, is the Vertical Penneability L
is the Open Length of Hole (cm)
Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/sec) 1.89E-05 Graph of Field Data Head vs Time 2250.00 2200.00 2150.00 2100.00
,S 2050.00 2000.00 -
M 1950.00 1900.00 1850.00 1800.00 0
200 400 600 800 1000 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 6/12/2007 M-66R 31.84 feet
- 5. feet
- 1. Inches 1.5 Inches 48.96 feet 26.84 feet 1
Time Adjustment:
528. Seconds Test starts with trial 0 There are 121 time and drawdown measurements Maximum head is 3.19 1 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 6/12/07 1
-X Bouwer and Rice Graph M-66R 01 Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 ln(Re/Rw) = 3.139934e+000 Analysis starts at time 888. Seconds Analysis ends at time 390. minutes 65 Measurements analyzed from 33 to 97 Hydraulic Conductivity 1.696e-006 cm/sec I Transmissivity = 9.873e-006 m2imin 1 e-00 i
i i
I i
1 2
3 4
5 6
I i I
I I
I I
7 8
9 10 11 12 13 14 Adjusted Time (Hours)
Ho is 3 191 feet at 528 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.70E-06 cm/sec
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. D. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-70 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of I Boring Depth (ft):
21.0 Elevation (ft):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/19/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 11.45 ft his Drilling Method: 4'" H.S.A.
Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) i4
-760
-755
-750
-745 740 FILL (F): Red and Yellow, Micaceous, Slightly Sandy, Clayey, SILT With Manganese Staining 10--
Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining 15 SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly
- i.
Clayey, Medium to Fine Sandy, SILT With Manganese
" " i" Nodules SOIL/SAPROLITE (Ml): Yellowish-Tan, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With
. Manganese Staining 20-SOIL/SAPROLITE (Ml): Red, Yellowish-Tan, and White, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining Boring Terminated at 21.00 ft bls Lithologic Descriptions Obtained From M-70DR 0
4-0:
0.
COMPLETION REPORT OF WELL No. M-70 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: 4/" H.S.A.
TC DATE DRILLED: 6119107 WATER LEVEL: Stabilized Water Level at 11.45 ft bls LATITUDE: 352601.23 LONGITUDE: 80 56 57.16
)P OF CASING ELEVATION: 760.18 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL a
o Z
DESCRIPTION 0
DETAILS X
WELL CONSTRUCTION DETAILS
>- UJ-UJ DECRPTO ASPHALT FILL (F): Red and Yellow, Micaceous, Slightly Sandy, Clayey, SILT With Manganese Staining SOIUSAPROLITE (Ml): Red, White, and Yellow, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Nodules SOIL/SAPROLITE (Ml): Yellowish-Tan, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red, Yellowish-Tan, and White, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining 0
5 10
-15
-20 0.00 1.50 4.00 20.50 21.00 760.44 758.94 756.44 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 6 ft bis GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 1.5 ft bls Bentonite 1.5 to 4 ft bls FILTERPACK Type: #1 Filter Sand Interval: 4 to 21 ft bls 739.94 739.44 SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 6 to 21 ft bls a) 0 C,2i LEGEND El FILTER PACK E
BENTONITE
] CEMENT GROUT R
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 ID COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-70 ENGIEERINGCharlotte, North Carolina Z
ENGINEERING - TESTING Sheet I of 1 0
ENVIRONMENTAL SERVICES
Site Name:
Test Date:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Gravel Pack Porosity:
Corrected Casing Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
MNS-GWPP 6/21/2007 M-70 14.55 feet
- 15. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 11.45 feet 9.55 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 119 time and drawdown measurements Maximum head is 3.354 feet Minimum head is -1.2e-002 feet Calculation by Bouwer aad Rice Graphical Method MNS-GWPP 6/21/07 1
-. 4 Bouwer and Rice Graph M-70 01 I
I*
Bouwer and Rice parameter A = 2.644 Bouwer and Rice parameter B = 0.492 In(Re/Rw) = 2.698372e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 6. Seconds Analysis ends at time 2.35 minutes 34 Measurements analyzed from 2 to 35 6 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 1 e-O02 1 8-002 Hydraulic Conductivity = 1.275e-003 cm/sec Transmissivity = 3.393e-003 m2/min 1
15 i
20 n
in 1
i 30 35 Adjusted Time (minutes)
Ho is 3.354 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.28E-03 cm/sec
ItSSME 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 WITHASTM 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 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-70R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 2 Boring Depth (fi):
65.5 Elevation (1i):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/18/07 I
Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 12.63 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 50 10C 0
.4-
-760
-755
-750
-745
-740
-735
-730 r
FILL (F): Red and Yellow, Micaceous, Slightly Sandy, Clayey, SILT With ManganeseStaining 5
Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining 10-15-20-25-C-I-A-A SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly NClayey, Medium to Fine Sandy, SILT With Manganese Nodules I
SOIL/SAPROLITE (Ml): Yellowish-Tan, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (M1): Red, Yellowish-Tan, and White, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining M
f I
CL
'0 0
CD 0
CD SOIL/SAPROLITE (Ml): Tan and White, Coarse SAND Lense I. I I ý i I 30-SOIL/SAPROLITE (Ml): Brown, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (MN): Brownish-Orange and White, Micaceous, Fine Sandy, SILT With Manganese Staining
- S&dME 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. I.D. SAMPLERI FT Project:
MNS - Groundwater Protection Project Boring No. M-70R Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (1t):
65.5 Elevation (f1):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/18/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 12.63 ft bls Drilling Method: Mud Rotary Elev.
(et)
Ligy Material Description i
Well Penetration Resistance (Blows/Foot)
(Feet)
Feet) ology Construction o
50 100
-725
-720
-715
-710
-705
-700
-695 40-45-50 55-60-65-iI.
WEATHERED ROCK (M2): When Sampled Becomes
\\ Tan and White, Micaceous, Fine Sandy, SILT With Manpganese Stainingz I
WEATHERED ROCK (M2): When Sampled Becomes Brownish-Orange and White, Micaceous, Silty, Medium to Fine SAND With Manganese Staining v
I WEATHERED ROCK (M2): When Sampled Becomes Tan, White, and Black, Micaceous, Silty, Medium to Fine SAND 0
(0 0
0~
WEATHERED ROCK (M2): When Sampled Becomes Orange, Tan, Black, and White, Micaceous, Silty, Medium to Fine SAND With Manganese Staining
~-'--'-
+
Roller Cone Refusal at 65.45 ft bls Lithologic Descriptions Obtained From M-70DR
COMPLETION REPORT OF WELL No. M-70R 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 12.63 ft bis DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 6/18/07 LATITUDE: 35 26 01.23 LONGITUDE: 80 56 57.10 TOP OF CASING ELEVATION: 760.22 DATUM: MSL LOGGED BY: Courtney Withers STRATA WELLo 0
DETAILS WELL CONSTRUCTION DETAILS DESCRIPTION m
IvETIL LU LU ASPHALT FILL (F): Red and Yellow, Micaceous, Slightly Sandy, Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red, White, and Yellow, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL0SAPROLITE (Ml): Red, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Nodules SOIL/SAPROLITE (Ml): Yellowish-Tan, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red, Yellowish-Tan, and White, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOI LISAPROLITE (Ml): Tan and White, Coarse SAND Lense SOIL/SAPROLITE (Ml): Brown, Micaceous, Slightly Clayey, Fine Sandy, SILT With 0.00 d
5
-10
-15
-20
-25
-30
ýflý 760.44 747.44 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 55.45 ft bls GROUT Type:
Interval:
SEAL Type:
Interval:
13.00 Neat Cement 0 to 13 ft bls Bentonite 13 to 53.5 ft bls FILTERPACK Type: #1 Filter Sand Interval: 53.5 to 65.45 ft bis SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 55.45 to 65.45 ft bls C,
LEGEND EFILTER 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 II I
z i
- SS*ECOMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-70R Charlotte, North Carolina ENGINEERING - TESTING Sheet 1 of 2 ENV1RONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 760.4 CHECKED BY: Courtney Withei STRATA z
WELL 0
0° DETAILS w
X.
WELL CONSTRUCTION DETAILS DESCRIPTION N
I-'"
w'-
-J
_J En0 Wu (See Page 1)
MagaeseStainiqL (Ml):
Brownish-Orange and White, Micaceous, Fine Sandy, SILT With Manganese Staining (continued)
WEATHERED ROCK (M2): When Sampled Becomes Tan and White, Micaceous, Fine Sandy, SILT With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Brownish-Orange and hite, Micaceous, Silty, Medium to Fine SAND With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Tan, White, and Black, Micaceous, Silty, Medium to Fine SAND WEATHERED ROCK (M2): When Sampled Becomes Orange, Tan, Black, and White, Micaceous, Silty, Medium to Fine SAND With Manganese Staining
-35
-40
-45
-50
-55
-60
-65 53.50 65.00 65.45 706.94 695.44 694.99 Li 0
LEGEND D
FILTER PACK E
BENTONITE
] CEMENT GROUT CUTTINGS / BACKFILL STATIC WATER LEVEL TOC GS BS FP TSC BSC TD CG TOP OF CASING GROUND SURFACE BENTONITE SEAL FILTER PACK TOP OF SCREEN BOTTOM OF SCREEN TOTAL DEPTH CEMENT GROUT z
COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-70R 0_
WUM E
Charlotte, North Carolina ENGINEERING. TESTING Sheet 2 of 2 2EWVRONMENVAL SERVICES
CALCULATION OVFERMEABILITY BY THE FALLING HEAD METHOD
`(Open Hole 'in Uniform Material) l:
Site Name:
Date:
Boring I.D.
Test Interval:
Total Depth of Hole:
Length of Open Hole:
Transformation Ratio m=
Performed by:
MNS - GWPP 6/15/2007 M-70R 49.2' to 52.2' 52.2 ft 3ft I
Julie Petersen (Weathered Rock) 1591.46 cm 91.46 cm Time (sec) 0 60 120 180 240 300 360 420 480 540 600 900 1200 1500 1800 2400 3000 3600 Head (cm) 1618.81 1618.29 1618.05 1617.74 1617.41 1617.07 1616.71 1616.37 1616.01 1615.61 1615.21 1613.45 1611.46 1609.24 1606.86 1602.26 1597.50 1592.68 Permeability (cm/see) 1.35E-06 6.34E-07 7.92E-07 8.72E-07 8.72E-07 9.51 E-07 8.72E-07 9.52E-07 1.03E-06 1.03E-06 9.21 E-07 1.03E-06 1.16E-06 1.24E-06 1.21 E-06 1.25E-06 1.27E-06 Calculations d2.In2mLH for Kh =
-tln H2 Where:
Kh is the Horizontal Coefficient of Permeability (cm/sec) 1-HI is the Piezometric Head for time; t = t1 (cm)
H2 is the Piezometric Head for time; t = t2 (cm)
D is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where in I
K, 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) 1.03E-06 Graph of Field Data Head vs Time 1625.00 1620.00 E1610.00 cc 1605.00 1600.00 1595.00 1590.00 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:
Gravel Pack Porosity:
Corrected Casing Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
MNS-GWPP 6/20/2007 M-70R 57.82 feet
- 10. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 12.63 feet 52.82 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 302 time and drawdown measurements Maximum head is 2.765 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP 6/20/07 Bouwer and Rice Graph M-70R 1
0 1-1 e-00ý Hydraulic Conductivity 1.884e-004 cm/sec Transmissivity = 1.992e-003 m2/min Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 In(Re/Rw) = 3.221319e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 24. Seconds Analysis ends at time 56. minutes 294 Measurements analyzed from 2 to 295 3 Points not plotted because head ratio <= 0.0 These points are not included in the analysis 1 e-002
\\
Adjusted lime (Hours)
Ho is 2.765 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 1.88E-04 cm/sec
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. ID. SAMPLER 1 FT.
ENGINEERING
- TESTING ENVIRONMENTAL SERVICES Project:
MNS - Groundwater Protection Project Boring No. M-70DR Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 3 Boring Depth (ft):
94.5 Elevation (ft):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/6/07 1
Cert. No. 3439 Logged By: Courtney Withers
[ Water Level:
Stabilized Water Level at 13.20 ft bIs Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot) 760
-755
-750
-745
-740
-735
-730 0.p.
- 0o....
.'.o F
-ASPHALT GRAVEL
.%..*[
,. 31 5-10-FILL (F): Red and Yellow, Micaceous, Slightly Sandy, Clayey, SILT With Manganese Staining SOIL/SAPROLITE (MI): Red, White, and Yellow, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining 15-SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese S \\Nodules SOIL/SAPROLITE (Ml): Yellowish-Tan, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With J[..Manganese Staining 20-25-SOIL/SAPROLITE (Ml): Red, Yellowish-Tan, and White, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining co 0
(D I-0 9D iC 0
30-SOIL/SAPROLITE (Ml): Tan and White, Coarse SAND Lense SOIL/SAPROLITE (Ml): Brown, Micaceous, Slightly Clayey, Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Brownish-Orange and White, Micaceous, Fine Sandy, SILT With Manganese Staining L
.&*~4-.~,J~J
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 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-70DR Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 3 Boring Depth (ft):
94.5 Elevation (1i):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/6/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 13.20 ft his Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
- 1-
-725
-720
-715
-710
-705
-700 6 9 5 40-45-50-55-60-65-
\\yj WEATHERED ROCK (M2): When Sampled Becomes
\\Tan and White, Micaceous, Fine Sandy, SILT With Manganese Staining I
WEATHERED ROCK (M2): When Sampled Becomes Brownish-Orange and White, Micaceous, Silty, Medium to Fine SAND With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Tan, White, and Black, Micaceous, Silty, Medium to Fine SAND T VY V V T
'r T
rVYVYT T VYVT T r T "
TV T,,T
,v T,
VYYY'V WEATHERED ROCK (M2): When Sampled Becomes Orange, Tan, Black, and White, Micaceous, Silty, Medium to Fine SAND With Manganese Staining Roller Cone Refusal at 65.55 ft bls PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained META GABBRO With Intermittent Fine and Coarse-Grained META GABBRO and Soil Seams, Very Intensely Fractured I.
.1 I
J -
- SSME 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 A CCORDANCE WITH ASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. ID. SAMPLER 1 FT Project:
MNS - Groundwater Protection Project Boring No. M-70DR Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 3 of 3 Boring Depth (ft):
94.5 Elevation (ft):
760.4 Driller:
Justin Millwood, NC Date Drilled: 6/6/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Stabilized Water Level at 13.20 ft bis Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description
-690
-685
-680
-675 670
T V'T T
V V 'It
, T T V V V I PARTIALLY WEATHERED/FRACTURED ROCK (WF): Medium-Grained META GABBRO With Intermittent Soil Seams and Quartz Veins, Very Intensely
\\Fractured I
T WTT T !
SOUND ROCK (D): Medium-Grained META GABBRO, Slightly Fractured Well Construction
Ill'l Penetration Resistance (Blows/Foot)
Tr'V
.4 r'-i I
.4 r-t SOUND ROCK (D): Fine and Medium-Grained QUARTZ DIORITE With Intermittent Medium-Grained META GABBRO, Slightly Fractured C
(N I-0 CD C
2CD CD 0.
CD Ci 0
w 2
0 CD z
0
+ -
C-.-,~ ~.
Boring Terminated at 94.49 ft bis
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 A& M =
tag Core Location: M-70DR 65 NQ Core Holer Cone Refusal at 65.55 ft bh 6"6 165.55' - 66.35' High Angle and Horizontal Join 66.0'- 66.35' Void on one side of core 67 66.89'- 67.29' Soil Seam, Core Loss 68 68.09' - 68.22' High Angle Joint 69 69.35' - 69.49' High Angle Joint, Wide Aperanirv 9.49' End of Run #1, REC - 96%, RQD - 73%
)" 69.49'- 70,0' Very Intensely Fractured Zone 70 71 0.89'- 71.0' Low Angle Joint 71.W - 72.7' Intensely Fractured Zone 72 71.94'- 72.7' High Angle Joints 73 f
72.65'- 73.45' Very Intensely Fractured Zone 74 0s 74 73 74 74 74 75 t
75 76 76 76 771 78 79 79 79 80 S
80 81 82 83
.9' - 74.1' High Angle Joint
.38' - 74.49 High Angle Joint, Wide Aperature
.49' End of Run #2, REC - 91%, RQD - 50%/.
.89' Horizontal Joint
.75.05' - 75.55' Horizontal and High Angle Joints
.75' Horizontal Joint
.1 Horizontal Joint
.5' - 76.6' Horizontal and High Angle Joints 76.9' - 76.4' Soil Seam, Core Loss 77.95' - 78.45' Soil Seam and Rock Fragments, Core Loss
'.49' End of Run #3, REC - 85%, RQD - 36%
.6' - 79.8' High Angle Joint, Moderate Discoloration g.9' Horizontal Joint EXPLANATION U
Meta Gabbro IN Quartz Diorite Diorite E
Granite Core Loss 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 Core Location: M-70DR 83 84-85 86-87 88-89 90-91-3.05'- 83.28'High Angle Joint
- .39' - 83.49' Low Angle Joint 84.1' - 84.9' High Angle Joini 84.49' End of Run #4, REC - 100%, RQD - 82%
92 m
93 93.49'- 93.59' Low Angle Joint, Fresh Surface 93.79'- 93.89' Low Angle Joint. Fresh Surface 94 94.4W End of Run #6, REC - 1000a, ROD - 86%
Coring Tenninated at 94.49 ft bls 95 i.39' Horizontal Joint, Moderate Discoloration U.39'- 87.59' High Angle Joint, Fresh Surface
.2' - 88,5' High Angle Joint, Fresh Surfacu orizontal Joints, Slight Discoloratior 9.49' End of Run #5, REC - 100%, RQD - 90%
3.7' Horizontal Joint igh Angle Joint Along Contact, Slight Discoloratiot EXPLANATION U
Meta Gabbro U
Quartz Diorite 0
Diorite Granite Core Loss Intense Fracturing Fractures
-End of Run Contact Healed Joint 7T Page 2 of 2
COMPLETION REPORT OF WELL No. M-70DR Sheet 1 of 3 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: 6/6107 WATER LEVEL: Stabilized Water Level at 13.20 ft bls LATITUDE: 35 26 01.21 LONGITUDE: 80 56 57.05 IP OF CASING ELEVATION: 760.19 DATUM: MSL LOGGED BY: Courtney Withers STRATA z
WELL a 0 DCPO DETAILS a-WELL CONSTRUCTION DETAILS Iu
-D
-J DESCRIPTION
(_
_t w
0 WJ ASPHALT GRAVEL FILL (F): Red and Yellow, Micaceous, Slightly Sandy, Clayey, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red, White, and Yellow, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Nodules SOIUSAPROLITE S(Ml):
Yellowish-Tan, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT ith Manganese ttaining SOIL/SAPROLITE (Ml): Red, Yellowish-Tan, and White, Micaceous, Slightly Clayey, Medium to Fine Sandy, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Tan and White, Coarse SAND Lense SOIL/SAPROLITE (Ml): Brown, Micaceous, Slightly Clayey, Fine Sandy, iUU=
0 5
-10
-15
-20
-25
-30 0.00 760.42 753.42 PROTECTIVE CASING Diameter: 8" Type: Steel Flush Mount Interval: At Grade RISER CASING Diameter: 2" Type: Sch. 40 PVC Interval: 0 to 72.4 ft bls 7.00 GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 7 ft bls K-Packer + Bentonite 7 to 71.8 ft bls FILTERPACK Type: NIA Interval: NIA SCREEN Diameter: 2" Type: 0.010 SI Interval: 72.4 to I LEGEND E
FILTER PACK BENTONITE CEMENT GROUT CUTTINGS / BACI STATIC WATER L otted Sch. 40 PVC 7.4 ft bls (0
Q 0
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 u]
Z
-ii
[
ECOMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-70DR S
Charlotte, North Carolina Z
ENGINEERING TESTING Sheet 1 of 3
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 760.4 CHECKED BY: Courtney Withei STRATA z
WELL 0
0 S
DETAILS J
WELL CONSTRUCTION DETAILS DESCRIPTION o
D I
U LL -
U) 0 L
(See Page 1)
I1LT With Vanganese Staining SOIL/SAPROLI I (Ml):
Brownish-Orange and White, Micaceous, Fine Sandy, SILT With Manganese Staining (continued)
WEATHERED ROCK (M2): When Sampled Becomes Tan and White, Micaceous, Fine Sandy, SILT With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Brownish-Orange and White, Micaceous, Silty, Medium to Fine AND With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Tan, White, and Black, Micaceous, Silty, Medium to Fine SAND WEATHERED ROCK (M2): When Sampled Becomes Orange, Tan, Black, and White, Micaceous, Silty, Medium to Fine LAND With anganese Staining PARTIALLY WEATHERED/FRACTI ROCK (WF):
Medium-Grained META GABBRO With Intermittent Fine and Coarse-Grained META GABBRO and ISoil Seams, Very
,Intensely Fractured SOUND ROCK (D):
Medium-Grained SV' IVVT IY
'V I
'V
'V T V T V T'V
-4 V qY 35
-40
-45
-50
-55
-60 65 70
-75 0
I-.
0 C,
Cd ci, 0~
ci 0-J CTTTTTT111ITI 71.60 71.80 72.40 688.82 688.62 688.02 683.52 683.02 682.62 LEGEND D
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 76.90 77.40 77.80 iSu1 COMPLETION REPORT OF 9751 Southern Pine Blvd.
WELL No. M-70DR 0
wwwM 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: 760.4 CHECKED BY: Courtney Witheli STRATA WELLZ
-J Z
H0-DoR W
DETAILS
- E w X
WELL CONSTRUCTION DETAILS
.DESCRIPTION
__DTI
.w (09 W
(See Page 1)
QUARTZ DIORITE, Moderately Fractured PARTIALLY WEATHERED/FRACT ROCK (WF):
Medium-Grained META GABBRO With Intermittent Soil Seams and Quartz Seins, Very Intensely ractured bOUND KOCK (D):
Medium-Grained META GABBRO, Slightly Fractured (continued)
SOUND ROCK (D):
Fine and Medium-Grained QUARTZ DIORITE With Intermittent Medium-Grained META GABBRO, Slightly Fractured V VT, VY'
'V V TV V TV 'V
'T VV I
- TVV, V V TV' V T V V TV'VV
-80
-85
-90 78.00 94.49 682.42 665.93 CD 0
C,,
I-0C, vi (C,
0~
C, Cia
-J 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 SouhenineCOMPLETION REPORT OF
-9751 Southern Pine Blvd.
WELL No. M-70DR Charlotte, North Carolina ENGINEERING
- TESTING Sheet 3 of 3 0
ENVIRONMENTAL SERVICES
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&M-E Boring Number:
M-70DR Sample No:
Depth (ft-bls):
Blow Count:
1 4-5.5 2*2*2 Sample No:
Depth (ft-bls):
Blow Count:
2 8-9.5 3*2*3 Sample No:
Depth (ft-bls):
Blow Count:
3 13-14.5 2*3*4 Sample No:
Depth (ft-bls):
Blow Count:
4 18-19.5 2*3*5 Sample No:
Depth (ft-bls):
Blow Count:
5 23-24.5 2*3*6 Sample No:
Depth (ft-bls):
Blow Count:
6 28-29.5 3*4*4
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- 6&ME Boring Number:
M-70DR
-- I Sample No:
Depth (ft-bls):
Blow Count:
7 33-34.5 4*7"11 Sample No:
Depth (ft-bls):
Blow Count:
8 38-39.5 5* 9* 12 Sample No:
Depth (ft-bls):
Blow Count:
9 43-44.5 4
- 7
- 12 Sample No:
10 Depth (ft-bls):
48-49.5 Blow Count: 9
- 17
- 50/1 Sample No:
Depth (ft-bhs):
Blow Count:
11 53-54.5 50/5 Sample No:
Depth (ft-bls):
Blow Count:
12 58-59.5 50/3 Page 2 of 3
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 i $d2LE Boring Number:
M-70DR Sample No:
13 Depth (ft-bls):
63-64.5 Blow Count:
50/4 Page 3 of 3
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-70DR v6Am NE 4
2 4,
5 6
7 8
9 Page 1 of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-70DR
- 6&MnE CLASSIFICATION:
65.59' - 74.49': Medium-Grained Meta Gabbro With Intermittent Fine and Coarse-Grained Meta Gabbro and Intermittent Soil Seams 74.49' - 76.89': Medium-Grained Quartz Diorite 76.89' - 78.49': Medium-Grained Meta Gabbro With Intermittent Soil Seams and Quartz Veins 78.49' - 90.84': Medium-Grained Meta Gabbro 90.84' - 94.49': Fine and Medium-Grained Quartz Diorite With Intermittent Medium-Grained Meta Gabbro Page 2 of 2
CALCULATION OF PERMEABILITY BY THE FALLING HEAD METHOD
&[W (Open Hole in Uniform Material)
Site Name:
MNS - GWPP Date:
6/11/2007 Boring I.D.
M-70DR Test Interval:
65.59' to 69.49' (PWR/Sound Rock)
Total Depth of Hole:
69.49 ft 2118.6 cm Length of Open Hole:
3.9 ft 118.9 cm Transformation Ratio m=
I Performed by:
Julie Petersen Time (sec)
Head (cm)
Permeability (cm/sec)
Calculations 0
2141.10 2 L 60 2137.80 5.39E-06 d 2. In for 120 2133.69 6.75E-06 D
180 2129.02 7.66E-06 K
In 240 2124.70 7.13E-06 8"L. (t 2 -2t)
H 300 2120.49 6.94E-06 360 2116.46 6.65E-06 Where:
420 2112.44 6.66E-06 K,
is the Horizontal Coefficient of Permeability (cm/sec) 480 2108.69 6.22E-06 H,
is the Piezometric Head for time; t = t, (cm) 540 2104.91 6.28E-06 H2 is the Piezometric Head for time; t = t2 (cm) 600 2101.04 6.45E-06 D
is the Diameter of the Standpipe (cm) 900 2081.34 6.59E-06 d
is the diameter of the Open Length (cm),
1200 2062.56 6.35E-06 m
is the Transformation Ratio, Where 1500 2046.25 5.56E-06 m =
K/
Kb is the Horizontal Permeability 1800 2032.10 4.86E-06 V,,'
I K, is the Vertical Permeability 2400 2006.68 4.4 1E-06 L
is the Open Length of Hole (cm) 3000 1984.21 3.94E-06 3600 1964.51 3.49E-06 Spreadsheet assumes 3" ID Pipe; NQ Hole, OD = 3" MEAN PERMEABILITY (cm/see) 5.96E-06 Graph of Field Data Head vs Time 2200.00 2150.00 E' 2100.00 2050.00 2000.00 1950.00 0
500 1000 1500 2000 2500 3000 3500 4000 Time (sec)
(ALCULATnIONeOF PERMEABILITY)BY THE.
.FALLING.
.HEAD METHO (Open Hole in Uniform Material)
Site Name:
M Date:
6/
Boring I.D.
M Test Interval:
6.
Total Depth of Hole:
7 Length of Open Hole:
8.
Transformation Ratio m=
I Performed by:
Ju
[NS - GWPP
/11/2007
,-70DR 5.59' to 74.49' 4.49 ft 9ft ilie Petersen (PWR/Sound Rock) 2271.04 cm 271.34 cm
-q Time (sec) 0 60 120 180 240 300 360 420 480 540 600 900 Head (cm) 2133.45 2101.89 2075.00 2051.01 2029.48 2010.55 1992.65 1976.04 1960.79 1946.49 1933.29 1879.54 Permeability (cm/sec) 2.83E-05 2.45E-05 2.21 E-05 2.01 E-05 1.78E-05 1.70E-05 1.59E-05 1.47E-05 1.39E-05 1.29E-05 1.07E-05 Calculations K h =
-t 1 )
H 2 8"Z (t2
- 11)
H2 for mL )4 DE Where:
K, is the Horizontal Coefficient of Permeability (cm/sec)
H, is the Piezometric Head for time; t = t1 (cm)
H2 is the Piezometric Head for time; t = t2 (cm)
D is the Diameter of the Standpipe (cm) d is the diameter of the Open Length (cm),
m is the Transformation Ratio, Where
= K, Kh is the Horizontal Permeabilit.
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) 1.80E-05 Graph of Field Data Head vs Time 2150.00 2100.00
-" 2050.00
-o 2000.00
" 1950.00 1900.00 1850.00 0
200 400 600 800 1000 Time (sec)
Site Name:
MNS-GWPP Test Date:
6/19/2007 Well Label:
M-70DR Aquifer Thickness:
69.2 feet Screen Length:
- 5. feet Casing Radius:
- 1. Inches Effective Radius:
1.5 Inches Static Water Level:
13.2 feet Water Table to Screen Bottom:
64.2 feet Anisotropy Ratio:
I Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 151 time and drawdown measurements Maximum head is 4.747 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MNS-GWPP Bouwer and Rice Graph 6/19/07 M-70DR Bouwer and Rice parameter A = 2.7 Bouwer and Rice parameter B = 0.5 In(Re/Rw) = 3.450034e+000 Analysis starts at time 60. Seconds Analysis ends at time 39. minutes 132 Measurements analyzed from 3 to 134 1 Points not plotted because head ratio < 0.0 These points are not included in the analysis 01
!16-002 Hydraulic Conductivity 8.220e-005 cm/sec Transmissivity = 1.04e-003 m2/min Adjusted Time (Hours)
Analysis by Julie Petersen of S&ME, Inc.
Ho is 4 747 feet at 0 Seconds PERMEABILITY 8.22E-05 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-70DR I
SS-lIl & SS-12 53.0-54.5 and 58.0-59.5 ft bls Sample
Description:
Tan, White, and Black, Silty, Fine to Medium Sand With Mica 80%
70%
60%.
500/
0%
. 1 100 10 1
0.1 i
0.01 0.001 Particle Size (mm)
R 0D
> 2 mm 2 mm - 0.0625 mm 0.0625 mm - 0.004 mm
<0.004 mm From Graph:
% Gravel
% Sand
% Silt
% Clay 0.2%
74.7%
22.4%
2.7%
Adjusted for 0%
75%
22%
3%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix 11.
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-70DR
]00 Boring Depth:
53.0 to 54.5 & 58.0 to 59.5 ft bls
\\'F
% Sand:
75%
2u ).01, SF S
CLAY 71*
C
% Clay:
3%
_6-Estimated Specific "o/
SF Yield:
28%
Silt C i/e spercLen 2)
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
I A0-.
35 30-15' II d
1!d; I d
us Z
A W VZ
'vi A
i 3
Estimated Porosity:
42.5%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)
W mI
=
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. ID. SAMPLER I FT.
Project:
MNS - Groundwater Protection Project Boring No. M-80 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. I of 2 Boring Depth (ft):
50.6 Elevation (ft):
737.2 Driller:
Justin Millwood, NC Date Drilled: 4/3/07 1Cert.
No. 3439 1_________________
Logged By: Courtney Withers Water Level:
Water Table Not Encountered Drilling Method: 4%" H.S.A, Elev.
(Feet)
Depth f Lith-(Feet) I ology Well Penetration Resistance (Blows/Foot)
Material Description
-735
-730
-725
-720
-715
-710
-705 Medium to Fine SAND With a Black and WI Lense mganese Staining 10-
\\White and Black, Silty, Medium to Fine SAND With Rock
ýFragments (Granitic)
I SOIL/SAPROLITE (Ml): White, Tan, and Orange, Silty, Medium to Fine SAND With Manganese Staining (Granitic) 0 co I-0 Gz 15-20-25-30 WEATHERED ROCK (M2): When Sampled Becomes White, Black, and Orange, Silty, Coarse to Fine SAND With Rock Fragments and Iron Staining (Granitic)
Auger Refusal at 18.89 ft his
+ +
SOUND ROCK (D): Medium-Grained GRANITE,
+ +
riaSlightly Fractured
+ +4
++ PARTIALLY WEATHRD/FRCTURED ROCK
-+ *+ +'+ (WF): Medium-Grained GRANITE With Orbicuals,
-l+
+.*-
Intensely Fractured
+ + 4
+++-
SOUND ROCK (D): Medium-Grained GRANITE With
+ +++4 Orbicuals, Moderately Fractured
/+ +
-++++4
+
++4 SOUND ROCK (D): Medium-Grained GRANITE With Orbicuals, 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 IN ACCORDANCE WITH ASTMD-1586.
- 2. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.41 IN. I..SAMPLER 1 P-T Project:
MNS - Groundwater Protection Project Boring No. M-80 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 2 of 2 Boring Depth (ft):
50.6 Elevation (ft):
737.2 Driller:
Justin Millwood, NC Date Drilled: 4/3/07 Cert. No. 3439 Logged By: Courtney Withers Water Level:
Water Table Not Encountered Drilling Method: 4'" H.S.A.
Elev.
eet)
Logy Material Description Well Penetration Resistance (Blows/Foot)
(Feet)
(Feet) Iology
_________Description_
Construction 0
50 100
-700 F
-695
-690 40-45-50-
+ + 4h
++4
+ +
+.+-4
+ + +
++++/-
++
++
4I+
+ + 4
+ +
SOUND ROCK (D): Medium-Grained GRANITE With Orbicuals, Non-Fractured
++"
4
++
4 SOUND ROCK (D): Medium-Granined GRANITE, Slightly Fractured Boring Terminated at 50.62 ft hIs Boring Was Abandoned Due to Absence of Water 0~
0 z
z 0
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- SNOW Core Location: M-80 8NQ Core Auger Ret 19 18.89' - I9 19.25' Ho 19.55' Hot 20 20.24' End 20.5' - 20.
with Mode 21 21.05' Ho, 22 23 21.6'-
Weath
- Staini, 24 25 25.24' 26 26.35' Lo 27 fusal at 1 8.89 fi hIs
.05' High Angle Joints, No Staining
'izontal Joint, No Staining izontal Joint, No Staining ofRun#I PREC - 96%, RQD - 54%
7' Fracture Zone. Low Angle to Near Vertical Fracturing trate Staining.
rizontal Joint, Moderate Staining 25.6' Intensely Fractured Zone. Moderately to Severely ered. Horizontal to Vertical Fracturing with Heavy ng.
27 28 29 30 31 32 33 34 35 36 3.45' - 28.95' Core Loss and Water Loss
).1' Low Angle Joint, Slight Staining
).4' Low Angle Joint, Slight Staining
).95' Horizontal Joint, Wide Aperature, Moderate Staining 1.15' Low Angle Joint, Slight Staining 0.24' End of Run #3, REC - 90%, RQD - 75%
EXPLANATION U
Meta Gabbro U
Quartz Diorite U
Diorite U
Granite Core Loss Intense Fracturing Fractures End of Run Contact Healed Joint End of Run #2, REC - 100%, RQD - 22%
34.85' Horizontal Joint, No Staining.
34.9'- 35.1'Core Loss 35.62' End of Run #4, REC - 97%, RQD - 95%
w Angle Joint, Slight Staining Page 1 of 2
FIELD ROCK CORE LOG McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 AIL Core Location: M-80 36 37 38 38.3'- 38.9 Comp 39 40 40.2' - 40.62' Core 40.62' End of Run 41 42 42' - 42.4' Quartz 43 44 45 letely Heaed Joint Loss
- 5, REC - 99o/,, RQD - 99%
45 46 47 48 49 50 51 52 53 54 45.62' End of Run # 6, REC - 100%, RQD - 100%
49.2'- 49.7'High Angle Joint, No Staining 50.62'End of Run #7, REC - 100%, RQD - 100%
Coring Terminated at 50.62 ft his Vein EXPLANATION m
Meta Gabbro U
Quartz Diorite m
Diorite U
Granite Core Loss Intense Fracturing Fractures
-End of Run Contact Healed Joint Page 2 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project
- S& M E S&ME Project No: 1264-06-724 Boring Number:
M-80 Sample No:
1 Depth (ft-bls):
3.5 - 5 Blow Count:
5
- 6
- 12 Sample No:
2 Depth (ft-bis):
8.5 - 10 Blow Count: 14
- 9
- 10 Sample No:
3 Depth (ft-bls):
13.5 - 15 Blow Count: 17
- 32
- 50/5 Sample No:
4 Depth (ft-bls):
18.5-20 No Ry Blow Count:
50/0 Page 1 of 1
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-80 A&
1ME bM Page I of 2
ROCK CORE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724 Core Location: M-80 v *6 gME CLASSIFICATION:
18.89' - 50.62' Medium Grained Granite with Orbicuals Page 2 of 2
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. ID. SAMPLER 1 FT.
Project:
MNS - Groundwater Protection Project Boring No. M-82 Location:
Huntersville, North Carolina Number:
1264-06-724 Sheet No. 1 of 1 Boring Depth (ft):
34.6 Elevation (ft):
675.2 Driller:
Justin Millwood, NC Date Drilled: 3/21/07 I
BCert.
No. 3439 Logged By: Courtney Withers FWater Level:
Stabilized Water Level at 25.45 ft bls Drilling Method: Mud Rotary Elev.
(Feet)
Depth (Feet)
Lith-ology Material Description Well Construction Penetration Resistance (Blows/Foot)
-675
-670
-665
-660
-655
-650
-645 5-10-15-20-SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly Clayey, Fine Sandy, SILT SOIL!SAPROLITE (Ml): Brown, Black, and White, Micaceous, Silty, Medium to Fine SAND (Granitic)
SOIL/SAPROLITE (Ml): White and Tan, Micaceous, Medium to Fine SAND With Red Clay Seam at 13.8 ft bls (Granitic)
SOIL/SAPROLITE (Ml): Reddish-Brown, SILT With Manganese Staining ZD_
0 0
0 Z
25-30-SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Silty, Fine SAND With Manganese Staining (Granitic)
SOIL/SAPROLITE (Ml): Orange and Brown, Micaceous, Medium to Fine Sandy, SILT With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Brown, Black, and White, Micaceous, Silty, Medium to Fine SAND (Granitic)
Roller Cone Refusal at 34.60 ft bis
COMPLETION REPORT OF WELL No. M-82 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 25.45 ft bis LATITUDE: 35 25 48.15 DRILLING CONTRACTOR: S&ME, Inc.
DRILLING METHOD: Mud Rotary DATE DRILLED: 3/21107 LONGITUDE: 80 57 16.62 TOP OF CASING ELEVATION: 678.36 DATUM: MSL LOGGED BY: Courtney Withers STRATA WEL 0z DETAILS
- a.
u WELL CONSTRUCTION DETAILS DESCRIPTION
-a.-
wi
-J Lo) 0
-0 SOIL/SAPROLITE (Ml): Red, Micaceous, Slightly Clayey, Fine Sandy, SILT SOIUSAPROLITE (Ml): Brown, Black, and White, Micaceous, Silty, Medium to Fine SAND (Granitic)
SOILJSAPROLITE (Ml): White and Tan, Micaceous, Medium to Fine SAND With Red Clay Seam at 13.8 ft bls (Granitic)
SOIL/SAPROLITE (Ml):
Reddish-Brown, SILT With Manganese Staining SOIL/SAPROLITE (Ml): Tan and White, Micaceous, Silty, Fine SAND With Manganese Staining J(Granitic)
SOIL/SAPROLITE (Ml): Orange and Brown, Micaceous, Medium to Fine Sandy SILT With Manganese Staining WEATHERED ROCK (M2): When Sampled Becomes Brown,
-5
-10
-15
-20
-25
-30 0.00 675.23 PROTECTIVE CASING Diameter: 4" X 4" Type: Lockable Steel Interval: Above Grade RISER CASING Diameter:
2" Type: Sch. 40 PVC Interval: 0 to 24.60 ft bis GROUT Type:
Interval:
SEAL Type:
Interval:
Neat Cement 0 to 19.80 ft bis Bentonite 19.80 to 22.05 ft bis 19.80 655.431 0
Q,,
Uj CD 0
22.05 34.10 34.60 653.18 641.13 640.63 FILTERPACK Type: #1 Filter Sand Interval: 22.05 to 34.60 ft bls SCREEN Diameter: 2" Type: 0.010 Slotted Sch. 40 PVC Interval: 24.60 to 34.60 ft bls LEGEND E
FILTER PACK I
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 COMPLETION REPORT OF Sx 9751 Southern Pine Blvd.
WELL No. M-82 SCharlotte, North Carolina ENGINEERING
- TESTING Sheet 1 of 2 S
ENVIRONMENTAL SERVICES
PROJECT:
PROJECT NO:
PROJECT LOCATION:
MNS - Groundwater Protection Project 1264-06-724 Huntersville, North Carolina GROUND SURFACE ELEVATION:
LOGGED BY: 675.2 CHECKED BY: Courtney Withei STRATA z
WELL a
0 DETAILS
- a.
WELL CONSTRUCTION DETAILS DESCRIPTION F
0 W
(See Page 1)
Black, and White, Micaceous, Silty, Medium to Fine SAND (Granitic) 0o I-LE(
El N0]
OR 3END 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&ME 9751 Southern Pine Blvd.
Charlotte, North Carolina COMPLETION REPORT OF WELL No. M-82 Sheet 2 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
- SMdE Boring Number:
M-82 Sample No:
Depth (ft-bls):
Blow Count:
1 3.4-4.9 3*4*7 Sample No:
Depth (ft-bls):
Blow Count:
2 8.4 - 9.9 4*3*4 Sample No:
Depth (ft-bls):
Blow Count:
3 13.4-14.9 4*5*9 Sample No:
4 Depth (ft-bls): 18.4 - 19.9 Blow Count:
5
- 6
- 8 Sample No:
5 Depth (ft-bis): 23.4 - 24.9 Blow Count:
4* 5
- 6 Sample No:
6 Depth (fIt-bls):
28.4 - 29.9 Blow Count: 4*5*11 Page 1 of 2
SPLIT SPOON SAMPLE PICTURES McGuire Nuclear Station - Groundwater Protection Project S&ME Project No: 1264-06-724
'6&ME t
Boring Number:
Sample No:
7 Depth (ft-bls): 33.4 - 34.9 Blow Count:
19
- 50/4 M-82 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 4/2/2007 M-82 11.1 feet
- 10. feet
- 1. Inches
- 3. Inches 30.00%
1.844 Inches 28.5 feet 6.1 feet 1
Time Adjustment:
- 0. Seconds Test starts with trial 0 There are 54 time and drawdown measurements Maximum head is 3.436 feet Minimum head is 0. feet Calculation by Bouwer and Rice Graphical Method MINS-GWPP 4/2/2007 Bouwer and Rice Graph M-82 I
3 o Bouwer and Rice parameter A = 2.223 Bouwer and Rice parameter B = 0.399 ln(Re/Rw) = 2.326752e+000 Gravel Pack Porosity: = 30. %
Corrected Casing Radius: = 1.844 Inches Analysis starts at time 420. Seconds Analysis ends at time 20. minutes 14 Measurements analyzed from 31 to 44 1 Points not plotted because head ratio < 0.0 These points are not included in the analysis 2
Hydraulic Conductivity = 2.537e-004 cm/sec Transmissivity = 5.15e-004 m2/min 1 e-00 0
Adjusted Time (Hours)
Ho is 3 436 feet at 0 Seconds Analysis by Julie Petersen of S&ME, Inc.
PERMEABILITY 2.54E-04 cm/sec
PARTICLE SIZE ANALYSIS OF SOILS FOR USE IN FETTER AND BEAR DIAGRAMS Boring No.:
Sample No.:
Depth:
M-82 I
SS-7 33.4 to 34.9 ft bis Sample
Description:
Brown, Black, and White, Silty, Fine to Medium Sand With Mica 100%-.
1 90%
80%
70%
60%)
50%
I.
40%
P 30%
a 0%
- 7.
T.
100 10 1
0.1 I
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 0.0%
66.6%
30.7%
2.7%
Adjusted for 0%
67%
31%
3%
Calculations Notes:
Grain size distribution taken from grain size with hydrometer data located in Appendix II.
Gravel, sand, silt and clay sizes based on Wentworth Scale.
S&ME Project:
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-82
.7*
- vv*EXFI'AN.\\r,(
-N Boring Depth:
33.4 to 34.9 ft bls
'90
% Sand:
67%
)
-/.~-.'
fc I
% Silt:
31%000
% Clay:
3%
6/
Estimated Specific 0\\)
Yield:
26%
=C*AY-S413 Sih size.1 (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
A43:
P-..,- I**'
3!1 IT.-
25 T!_
I toI I
/
SPECIFIC RE1TETXIC-4 itJ Estimated Porosity:
43%
Variation of Porosity, Specific Yield, and Specific Retention with Grain Size (after Bear, 1972)