07-01_20_Redacted

Groundwater Evaluation for
Seepage Collection Ditches
Around Gypsum Piles 1, 5 and 6
Texasgulf Phosphate Operations
Aurora, North Carolina
me%
Ardaman & Associates, Inc.
OFFICES
Orlando, 8008 S. Orange Avenue, Orlando, Florida 32859-3003, Phone [phone]
Bartow, 1987 S. Holland Parkway, Bartow, Florida 33830, Phone [phone]
Bradenton, 209 A 6th Avenue East, Bradenton, Florida 33508, Phone [phone]
Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32924, Phone [phone]
Fort Myers, 2508 Rockfill Road, Fort Myers, Florida 33916, Phone [phone]
Miami, 2608 W. 84th Street, Hialeah, Florida 33016, Phone [phone]
Port St. Lucie, 1017 S.E. Holbrook Ct., Port St. Lucie, Florida 34985, Phone [phone]
Sarasota, 2500 Bee Ridge Road, Sarasota, Florida 34277, Phone [phone]
Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone [phone]
Tampa, 105 N. Faulkenburg Road, Suite D, Brandon, Florida 34299-1506, Phone [phone]
West Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Florida 33409, Phone [phone]
MEMBERS:
American Concrete Institute
American Society for Testing and Materials
American Consulting Engineers Council
Association of Soil and Foundation Engineers
Florida Institute of Consulting Engineers
American Council of Independent Laboratories

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- In Ardaman & Associates, Inc.
Emev
Consultants in Soils, Hydrogeology,
Foundations and Materials Testing
Texasgulf Inc.
Post Office Box 48
Aurora, North Carolina 27806
Attention: Mr. William A. Schimming
Manager - Environmental Affairs
November 5, 1991
File Number 88-144B
Subject. Groundwater Evaluation for Seepage Collection Ditches Around Gypsum Piles 1,
5 and 6, Texasgulf Phosphate Operations, Aurora, North Carolina
IGentlemen:
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As requested, we have completed a field monitoring program and evaluation of the groundwater
conditions existing at the seepage collection ditches around Gypsum Piles 1, 5 and 6 as required
by the Permit No, NCO003255 Authorization to Construct. Based upon the findings of the
monitoring program, a plan of action is recommended for continued use of the seepage
collection ditches that incorporates the planned abandonment and filling of the existing sulfuric
acid cooling water discharge and DPW fresh water canals, removal of sediment and lowering of
water levels in some of the seepage collection ditches, and on -going water level monitoring to
verify satisfactory performance of the seepage collection ditch system.
If you have any questions or require additional information, please contact the undersigned or
our Mr. Wayne Dempsey.
Very truly yours,
ARDAMAN & ASSOCIATES, INC.
Thomas S. Ingra, P.E.
Senior Project Engineer
L
J hn E. Ga anger, P .D., P.E.
incipaI
North Carolina Registration No, 9046
=,-fSl:cc
3-881448.TEk
' 8008 S. Orange Avenue (328o9), Post Office Box 593003. Orlando, Florida 32859-3003 Phone [phone] FAX [phone]
Offices in: Avon Park, Bartow, Bradenton, Cocoa, Fort Myers, Miami, Orlando, Port Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa. W. Palm Beach

1 Section TABLE OF CONTENTS
1
INTRODUCTION AND PROJECT BACKGROUND
2
SUBSURFACE EXPLORATION AND GROUNDWATER
MONITORING PROGRAMS
2.1 Standard Penetration Test Borings
2.2 Piezometer Installation
2.3 Sump Installations
2.4 Staff Gage Installations
3
EVALUATION OF GROUNDWATER CONDITIONS AROUND
GYPSUM PILE SEEPAGE COLLECTION DITCHES
3.1 Gypsum Pile 5 Seepage Collection Ditch
3.1.1 North Wall of Gypsum Pile 5
3.1.2 West Wall of Gypsum Pile 5
3.1.3 South Wall of Gypsum Pile 5
3.1.4 Summary and Practical Implications
3.2 Gypsum Pile 6 Seepage Collection Ditch
3.2.1 North Wall of Gypsum Pile 6
3.2.2 East Wall of Gypsum Pile 6
3.2.3 South Wall of Gypsum Pile 6
3.3 Gypsum Pile 1 Seepage Collection Ditch and
Process Water Return Canal
3.3.1 North Wall of Gypsum Pile 1
3.3.2 West Wall of Gypsum Pile 1
3.3.3 South Wall of Gypsum Pile 1
4
RECOMMENDED MEASURES FOR CONTINUED USE OF
SEEPAGE COLLECTION DITCHES AND CONSTRUCTION
SEQUENCE FOR LINING PROCESS WATER RETURN CANAL
4.1 Recommended Measures for Continued Use of
Seepage Collection Ditches
4,1.1 Gypsum Pile 5
4.1.2 Gypsum Pile 6
4.1.3 Gypsum Pile 1
4.2 Lining of Process Water Return Canal
Appendix
A
Standard Penetration Test Boring Logs
B
Piezometer Installation Logs
C
Photographs of Existing Seepage Collection Ditches
2-1
2-1
2-2
2-2
3-1
3-1
3-1
3-1
3-2
3-2
3-3
3-3
3-4
3-4
3-4
3-4
3-5
3-5
4-1
4-1
4-2
4-3
4-3

UST OF TABLES
'
Table
Title
2-1
Piezometer Water Level Readings Around Gypsum Pile 1
1
2-2
Piezometer Water Level Readings Around Gypsum Pile 5
2-3
Piezometer Water Level Readings Around Gypsum Pile 6
2-4
Sump Water Level Readings Around Gypsum Piles 1, 5 and 6
'
2-5
Staff Gage Water Level Readings Around Gypsum Piles 1, 5 and 6
1

ILIST OF FIGURES
'
Figure
Title
2-1
Monitoring Station Location Plan
3-1
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time on
North Wall of Gypsum Pile 5
'
3-2
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section A -A on North Wall of Gypsum Pile 5
3-3
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time on
'
North Wall of Gypsum Pile 5
3-4
Section A -A on North Wall of Gypsum Pile 5
3-5
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section B-B on West Wall of Gypsum Pile 5
3-6
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time on
West Wall of Gypsum Pile 5
3-7
Section B-8 on West Wall of Gypsum Pile 5
3-8
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section C-C on South Wall of Gypsum Pile 5
I 3-9
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section D-D on South Wall of Gypsum Pile 5
3-10
Section C-C on West Wall of Gypsum Pile 5
3-11
Section D-D on West Wall of Gypsum Pile 5
3-12
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section E-E on North Wall of Gypsum Pile 6
3-13
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time on
North Wall of Gypsum Pile 6
3-14
Section E-E on North Wall of Gypsum Pile 6
3-15
Groundwater, Seepage Collection Ditch, DPW Fresh Water Canal and Sulfuric
Acid Cooling Water Discharge Canal Water Elevation Vs. Time at Section F-F on
East Wall of Gypsum Pile 6
3-16
Groundwater, Seepage Collection Ditch, DPW Fresh Water Canal and Sulfuric
Acid Cooling Water Discharge Canal Water Elevation Vs. Time at Section J-J on
East Wall of Gypsum Pile 6
3-17
Section F-F on East Wall of Gypsum Pile 6
3-18
Section J-J on East Wall of Gypsum Pile 6
3-19
Groundwater Elevation Vs. Time at Section G-G on North Wall of Gypsum Pile 1
3-20
Section G-G on North Wall of Gypsum Pile 1
3-21
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section H-H on West Wall of Gypsum Pile 1
3-22
Section H-H on West Wall of Gypsum Pile 1
3-23
Groundwater and Seepage Collection Ditch Water Elevation Vs. Time at
Section 1-1 on South Wall of Gypsum Pile 1
'
3-24
Section 1-1 on South Wall of Gypsum Pile 1
4-1
Construction Sequence for Lining Process Water Return Canal
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Texasgulf Inc.
File Number 88-144B
Section i
INTRODUCTION AND PROJECT BACKGROUND
The Division of Environmental Management (DEM) conducted an inspection of the ditch/canal
systems surrounding Gypsum Piles 1, 5 and 6 with Texasgulf Inc. personnel on August 28, 1989.
During this inspection, the DEM identified four ditch/canal systems potentially requiring liner
systems to prevent the lateral seepage of process water into adjacent groundwater. The
identified ditches, depicted in Figure 2-1, included the following:
• the 3,300-foot long process water return canal from Gypsum Pile 6 to Cooling Pond
No. 1;
• the approximately 6,400-foot long seepage collection ditch on the north, east and south
walls of Gypsum Pile 6;
• the 5,600-foot long seepage collection ditch along the south, west and north walls of
Gypsum Pile 5; and
• the approximately 2,700-foot long seepage collection ditch at the toe of slope of the
west and south walls of Gypsum Pile 1.
Texasgulf Inc. subsequently requested Ardaman & Associates, Inc. to evaluate the function of the
identified seepage collection ditches and process water return canal, and evaluate the feasibility
of installing liner systems. This evaluation was submitted to the DEM in December 1989, and in
summary forwarded the following three findings:
• The process water return canal, the main function of which is to convey process water
from Gypsum Piles 3/4, 5 and 6 to Cooling Pond No. 1, can be lined to prevent lateral
seepage into adjacent groundwaters.
• Lining of the seepage collection ditches around Gypsum files 1, 5 and 6 is inconsistent
with their intended use. The function of these ditches is to collect lateral seepage from
the adjacent gypsum piles and prevent seepage from migrating beyond the perimeter
of the piles. Accordingly, the installation of a liner, preventing the collection of the
seepage, would preclude the ditches from serving their intended purpose.
1 • To document the effectiveness of the seepage collection ditches as groundwater relief
(collection) points, a system of observation wells should be installed at selected
locations at each seepage collection ditch.
The DEM subsequently reviewed our findings and in May 1990, as part of the Water Management
System Authorization to Construct, accepted the proposed monitoring program to evaluate the
function of the seepage collection ditches. This document presents the results of the monitoring
program, undertaken from December 1990 through June 1991, and addresses the groundwater
conditions existing along the various reaches of the identified seepage collection ditches.

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' Texasgulf Inc.
File Number 88-144B 2-1
' Section 2
SUBSURFACE EXPLORATION AND GROUNDWATER MONITORING PROGRAMS
' The subsurface exploration and groundwater monitoring programs performed in conjunction with
the evaluation included the following items:
' • performing 20 standard penetration test borings along the seepage collection ditches
to document subsurface soil conditions at each selected monitoring station;
' • installing 23 piezometers to allow measurement of groundwater levels adjacent to both
sides of the seepage collection ditches; and
• installing 16 staff gages and five sumps to allow measurement of surface water levels
in the seepage collection ditches, selected nearby drainage ditches, and the existing
plant return water and outfall canals.
The locations of the piezometers, staff gages and sumps are depicted in Figure 2-1 *.
' Appendices A and B present the standard penetration test boring logs and well construction
records for the piezometers, respectively.
2.1 Standard Penetration Test Borings
A standard penetration test boring was drilled at the site of each piezometer to define subsurface
1 conditions and establish the appropriate soil strata to be tapped by the piezometer.** The soil
borings were advanced using rotary wash drilling, and sampling was undertaken with a
split -spoon sampler in accordance with ASTM standard D 1586. Upon completion of drilling,
either a piezometer was installed in the borehole, or the borehole was sealed to ground surface
with cement-bentonite grout.
2.2 Piezometer Installation
A total of 23 piezometers were installed to allow measurement of groundwater levels adjacent to
the seepage collection ditches as part of Well Construction Permit No. 06-0071-WM-0223
obtained for the project. As shown in Figure 2-1, the installations were distributed around the
gypsum piles as follows.
• Gypsum Pile 5. Eight piezometers, designated PZGP5-13 through PZGP5-20, were
installed along the north, west and south walls of Gypsum Pile 5. Five existing
piezometers at Gypsum Pile 5, designated PZGP5-2, PZGP5-4, PZGP5-5, PZGP5-7 and
* Since the date of the topography shown in Figure 2-1, Gypsum Pile 5 has been reactivated
and presently has a top elevation of about 105 feet (MSL). The present general layout of
Gypsum Pile 5 is superimposed on the topography for reference.
** Two piezometers are installed at locations PZGP1-3, PZGP6-5 and PZGP6-7. Accordingly,
there are 23 piezometers and only 20 Standard Penetration Test borings.

1 Texasgulf Inc
File Number 88-144B 2-2
i
PZGP5-8 (installed under Well Construction Permit No. 06-0071-WM-0200), were also
used in the evaluation of groundwater conditions at the seepage collection ditch.
• Gypsum Pile 6. Ten piezometers at eight locations, designated PZGP6-1 through
PZGP6-4, PZGP6-5, PZGP6-7, PZGP6-8 and PZGP6-10, were installed along the north
and east walls of Gypsum Pile 6.
• gypsum Pile 1. Five piezometers at four locations, designated PZGP1-1 through
PZGP1-4, were installed on the north, west and south walls of Gypsum Pile 1.
The purpose of the piezometers was to measure the water table elevation adjacent to the
seepage collection ditches. Accordingly, the piezometer collection zones were generally set with
the top of the collection zone sealed just below the water table. On un-mined natural ground
around Gypsum Pile 1, a second deeper piezometer with a collection zone sealed in an
underlying confined sand layer was also installed at two locations (piezometers PZGP1-38 and
PZGP6-7B).
The water level elevations measured in the piezometers between December 1990 and June 1991
are presented in Tables 2-1 through 2-3.
2.3 Sump Installations
' Five sumps were installed at selected locations in seepage collection and drainage ditches to
allow measurement of surface water levels in areas where the water level was at or just below
the ground surface. The sumps consisted of a 5-foot long section of 2-inch diameter PVC well
screen pushed into the bottom of the ditch. As shown in Figure 2-1, the sumps were installed
at the following locations.
• Gypsum Pile 5. Two sumps, designated SPGP5-1 and SPGP5-2, were installed at
Gypsum Pile 5. Sump SPGP5-1 was installed in a shallow drainage ditch about 200 feet
north of the gypsum pile. Sump SPGP5-2 was installed in a low-lying area beyond the
secondary seepage collection ditch on the west wall of the gypsum pile.
• GyA_s_um Pile_ 6. Two sumps, designated SPGP6-1 and SPGP6-2, were installed in the
seepage collection ditch on the east side of the gypsum pile.
• Gyps_um Pile 1. One sump, designated SPGP1-1, was installed in the secondary
seepage collection ditch on the west side of the pile.
' The water level elevations recorded at the sumps between January and July 1991 are
summarized in Table 2-4.
2.4 Staff Gage Installations
Sixteen staff gages were installed to allow measurement of surface water levels in the seepage
collection ditches, selected nearby drainage ditches, sulfuric acid cooling water discharge canal,
and DPW fresh water canal. As shown in Figure 2-1, the staff gages were distributed around the
' gypsum piles as follows:

' Texasgulf Inc.
File Number 68-144B 2-3
• Gypsum Pile 5. Five staff gages, designated SG5-1 through SG5-5, were installed
around Gypsum Pile 5. Four of the staff gages were set in the seepage collection ditch,
and one staff gage (SG5-4) was installed in the secondary seepage collection ditch on
the west wall of the gypsum pile.
• Gypsum Pile 6. Six staff gages, designated SG6-1 through S06-6, were installed around
Gypsum Pile 6. Two of the staff gages were set in the seepage collection ditch on the
north wall of the pile (SG6-1 and SG6-2), two were set in the secondary seepage
collection ditch on the east side of the pile (SG6-3 and SG6-5), staff gage SG6-4 was
set in the DPW fresh water canal on the east side of the pile, and staff gage SG6-6 was
' set in the sulfuric acid cooling water discharge canal on the east side of the pile.
• Gypsum Pile 1. Five staff gages, designated SG1-1 through SG1-5, were installed
around Gypsum Pile 1. Staff gage SG1-1 was located in the seepage collection ditch
on the south side of the pile, staff gage SG1-2 was located in the secondary seepage
collection ditch on the south side of the pile, staff gage SG1-3 was located in the sulfuric
' acid cooling water discharge canal on the west side of the pile, and staff gages SG1-4
and SG1-5 were located in drainage ditches on the north side of the gypsum pile.
The surface water elevations recorded at the staff gages between January and June 1991 are
presented in Table 2-5.
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m r= m r r m r r m m Im r m r r m r m
Table 2-1
PIEZOMETER WATER LEVEL READINGS AROUND GYPSUM PILE 1
Piezometer
Plant Coordinates
Top of Pipe
Elevation
(feet, MSL)
Groundwater Elevation (feet, MSL)
Northing Easting
12/11 /90 12/12/90
2/14/90
L,
01 /25/91 02/01 /91 04/19/91 06/01 /91
• SOUTH WALL
G P 1-1
GP1-2
3267
3119
10943
10934
30.04
20.14
13.25
-
13.33
7.57
13.16
7.66
13.44
8.09
13.49
7.64
13.44
7.44
13.24
7.14
• WEST WALL
GP1-3A
GPI -313
4637
4641
10426
10427
21.60
21.78
15.10
11.30
15.02
11.15
14.99
10.99
15.20
11.13
14.50
14.43
14.90
11.08
15.10
11.08
• NORTH WALL
G P 1-4 1
5138
11107
22.67
15.21 1
15.09
L 14.91 15.17 1 14.57
14.87
14.97

e r r ■� r r r r r �Ir � r� r r� r r r r
Table 2-2
PIEZOMETER WATER LEVEL READINGS AROUND GYPSUM PILE 5
Plant Coordinates
Top of Pipe
Groundwater Elevation (feet, MSL)
Piezometer
Elevation
Northing Easting
(feet, MSL)
12/11 /90
12/12/90 1-1 2/14/90 01 /25/91
02/01 /91
04/19/91 06/01 /91
• NORTH WALL
GP5-2
8225
7860
30.24
-
18.93
-
-
18.74
18.74
18.74
GP5-4
8094
6863
27.32
-
19.87
-
19.92
19.42
20.22
20.62
GP5-13
8294
7862
26.30
16.05
18.15
17.99
18.20
17.80
18.50
18.60
GP5-14
8171
6862
25.14
18.55
18.62
18.46
18.54
18.24
18.74
18.74
GP5-19
8195
6320
24.17
-
-
18.19
17.92
17.62
18.07
18.07
• WEST WALL
GP5-5
7731
6169
28.58
-
19.33
-
-
18.98
19.88
20.18
GP5-15
7709
6080
21.46
17.70
17.71
17.53
17.46
17.36
17.66
17.66
GP5-16
6825
6241
23.16
17.76
17.93
17.68
17.71
17.56
17.96
17.86
GP5-20
6534
6265
25.31
-
-
17.50
18.26
17.86
18.11
18.01
• SOUTH WALL
GP5-7
6579
6595
33.61
-
21.61
-
21.26
20.96
21.51
21.71
GP5-8
6010
7387
33.94
-
19.82
-
19.29
19.34
19.54
19.74
GP5-17
6495
6540
25.64
18.41
18.60
18.37
18.74
18.49
18.74
18.64
GP5-18
5941
7336
27.36
18.94
19.05
18.94
18.86
18.61
19.06
19.06

m m m = m m= r r r m m r i r m m r m
Table 2-3
PIEZOMEiER WATER LEVEL READINGS AROUND GYPSUM PILE 6
Plant Coordinates
Top of Pipe
Groundwater Elevation (feet, MSL)
Piezometer
Elevation
Northing Easting
(feet, MSL)
12/11/90 12/12/90
12/14/90 01/25/91
02/01/91 04/19/91
06/01/91
• NORTH WALL
GP6-1
5448
8208
38.46
24.44
24.66
24.35
24.06
24.11
24.26
24.26
GP6-2
5570
8220
31.67
21.02
21.12
20.94
20.92
20.77
20.97
21.07
GP6-3
5282
9310
34.71
19.19
19.42
19.19
18.71
19.71
19.21
19.31
GP6-4
5396
9318
29.44
18.34
18.55
18.19
-
18.04
18.24
18.34
• EAST WALL
GP6-5A
4502
9541
33.35
24.79
24.82
24.83
24.55
24.05
24.85
25.15
GP6-5B
4520
9541
33.00
17.98
18.10
17.81
17.15
17.40
17.80
18.00
GP6-7A
4509
9842
18.78
14.30
14.43
14.24
14.13
13.53
14.08
14.18
GP6-7B
4515
9841
18.81
11.93
12.18
12.21
11.51
11.41
12.01
11.91
GP6-8
3547
9507
32.82
15.99
16.28
15.97
15.67
15.82
16.42
16.62
GP6-10
3535
9877
18.18
14.41
14.79
14.65
14.38
14.03
14.88
14.98

m m = m
Table 2-4
SUMP WATER LEVEL READINGS AROUND GYPSUM PILES 1, 5 AND 6
SUMP
Plant Coordinates
Top of Casing
Elevation
(feet, MSL)
Groundwater Elevation (feet, MSL)
Northing Easting
01 /25/91 02/01 /91 04/19/91
06/01 /91 07/27/91
• GYPSUM PILE 1
GPI-1
1 4655
10343
12.94
9.04
8.69
9.14
9.04
-
• GYPSUM PILE 5
GP5-1
GP5-2
8443
7662
6863
5856
20.99
16.49
18.04
-
17.74
13.59
17.49
12.99
-
-
-
-
• GYPSUM PILE 6
GP6-1
GP6-2
4499
3550
9581
9558
22.10
21.72
18.65
18.07
19.55
17.92
18.70
17.02
19.00
17.22
19.68
20.11

Table 2-5
STAFF GAGE WATER LEVEL READINGS AROUND GYPSUM PILES 1, 5 AND 6
Water Level Elevation (feet, MSQ
Staff Gage
01/25/91
02/01/91 04/19/91
06/01/91
• GYPSUM PILE 1
SG1-1
14.50
14.50
14.50
14.35
SG1-2
7.90
7.40
7.20
7.00
SG1-3
8.30
8.50
8.10
7.90
SG1-4
11.30
11.30
10.90
10.80
SG1-5
-
-
9.30
Dry
• GYPSUM PILE 5
SG5-1
17.60
17.50
17.50
17.50
SG5-2
18.20
18.20
18.10
18.10
SG5-3
18.10
18.10
18.00
18.00
SG5-4
13.10
13.10
13.00
12.90
SG5-5
18.40
18.40
18.50
18.40
• GYPSUM PILE 6
SG6-1
20.80
20.80
20.80
20.60
SG6-2
19.00
19.75
18.80
19.00
SG6-3
14.80
14.50
14.40
14.50
SG6-4
10.00
10.10
10.10
10.00
SG6-5
14.40
14.50
14.30
14.40
SG6-6
-
8.50
8.20
7.90

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7
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DRAINAGE DITCH
j
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DITCH GYPSUM RIM 5 G=M PILE 3/4
-411 ON
GYPSUM PILE 5
SEEPAGE COLLECTION
"a SEEPAGE COLLECTION SEEPAGE COLLEL
EXISTI
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SECC?JDARY SEEPAGE
COLICTION DITCH PZGP54
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RECLAMATION AREA R-3
U,
- SEEPAGE COLLECTIO I
12 3 SOUTH SIDE OF GYPSU
ABANDONED AND ELLAC F1
PART OF CONSTRUCTnt N
RECLAMATION AREA R
AC3
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N 7,000
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COOLING POND NO. 1
EXISTING 30r DIA.
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INV. EL 13.6*
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N 6,000
N 5,000
N 4,000
N 3,000
0 300 600
SCALE 1'i-300'
LEGEND
PIEZOMETER
SUMP
A STAFF GAGE
2 7129%91 GENERAL REVISIONS
1 4/12/91 RELOCATE SG1-4
REV. DATE DESCRIPTION APR'D
By
MONITORING STATION LOCATION PLAN I
Ardaman Associates, Inc.
TCH ON
PILE 6
k
D AS Consulting Engineers in Soils, Hydrogeology,
L
. .... Foundations, and Materials Testing
Cv
RECLAMATION AREA R-2
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
5 TEXASGULF PHOSPHATE OPERATIONS
IN 2,000 AURORA, NORTH CAROLINA
. ... . ...... .
DRAWN BY- KJS CHECKED BY WWD DATE: 1-16-91
FILE NO, APPROVED BY FIGURE:
88-144 Z y 2- 1
4.

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E

' Texasgulf Inc.
File Number 88-144B 3-1
' Section 3
EVALUATION OF GROUNDWATER CONDITIONS AROUND
GYPSUM PILE SEEPAGE COLLECTION DITCHES
3.1 Gypsum Pile 5 Seepage Collection Ditch
3,1.1 North Wall of Gvnsum Pile 5
' The water levels measured in the seepage collection ditch and in piezometers at three monitoring
locations on the 2,400-foot long north wall of Gypsum Pile 5 are summarized in Figures 3-1, 3-2
and 3-3. A typical cross section of the seepage collection ditch (Section A -A on Figure 2-1) is
' depicted in Figure 3-4. Based upon measured water levels, the following groundwater seepage
conditions exist at the three monitoring locations.
• The water level in the seepage collection ditch is lower than the adjacent groundwater
level measured in piezometers PZGP5-2 and PZGP5-4 in the sand foundation underlying
the gypsum pile, and in piezometers PZGP5-13 and PZGP5-14 on the north side of the
' ditch (Figures 3-1 and 3-2). Accordingly, at these two locations the seepage collection
ditch is the local relief for the groundwater table, and is effective in collecting lateral
seepage from both the gypsum pile and reclaimed lands abutting the north side of the
' ditch. The water table is lower than the seepage collection ditch at sump SPGP5-1
located 200 feet north of the pile in an existing shallow drainage swale (Figure 3-2).
However, because the water table is higher adjacent to the seepage collection ditch in
piezometers PZGP5-13 and PZGP5-14, a groundwater divide exists between the
seepage collection ditch and drainage Swale preventing flow from the seepage collection
ditch toward the drainage swaie.
• At the western corner of the north wall of Gypsum Pile 5, the groundwater level
measured at piezometer PZGP5-19 is about 0.5-foot lower than measured at piezometers
PZGP5-13 and PZGP5-14. Accordingly, the water level in the seepage collection ditch
has exceeded the groundwater level in the reclaimed land abutting the north side of the
ditch by up to 0.5 feet (Figure 3-3), resulting in outward flow in 3 months out of the
6-month monitoring period from the western approximately 500-foot long section of the
1 seepage collection ditch. About 50% of this intermittent flow was toward the secondary
seepage collection ditch on the west side of the pile. The remaining 50% of the flow
(about 5 gal/min) was toward the southern 300-foot long section of the drainage ditch
north of the secondary seepage collection ditch.
3.1.2 West Wall of Gypsum Pile 5
Water levels in the seepage collection ditch and in the abutting ground were monitored at three
locations on the 1,500-foot long west wall of Gypsum Pile 5. The groundwater level in the sand
foundation underlying the gypsum pile at piezometer PZGP5-5 (Figure 3-5) was higher, as
expected, than the water level in the seepage collection ditch at the toe of slope of the pile.
Groundwater levels measured in reclaimed land abutting the west side of the ditch, however,
' were lower than the water level in the ditch by 0.3 to 0.7 feet at piezometer PZGP5-15
11

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Texasgulf Inc.
File Number 88-144B 3-2
(Figure 3-5), and by 0.2 to 0.7 feet at piezometers PZGP5-16 and PZGP5-20 (Figure 3-6).
Accordingly, there is some seepage occurring westward out of the seepage collection ditch.
As shown in Figure 3-7 (Section B-B on Figure 2-1), the lower groundwater levels measured in
piezometers beyond the seepage collection ditch result because the water levei in the seepage
collection ditch is contained behind a soil berm and is slightly higher than the abutting ground
surface. Although flow occurs out of the seepage collection ditch, most is collected in a lower,
secondary seepage collection ditch about 150 feet west of the gypsum pile. As shown in
Figures 3-5 and 3-7, the water level in the secondary seepage collection ditch is about 5 feet
lower than the water level in the seepage collection ditch at the toe of the slope of the gypsum
pile. Groundwater flow collected in the secondary seepage collection ditch is pumped back to
the gypsum pile by a pump station located at the north end of the ditch (Figure 2-1).
Based upon water levels measured in sump SPGP5-2, the groundwater level in reclaimed lands
west of the secondary seepage collection ditch is equal to or higher than the water level in the
ditch (Figure 3-5). Accordingly, the secondary seepage collection ditch functions as the local
relief for the water table, preventing seepage from most of the west wail of the gypsum pile from
migrating further westward than the secondary seepage collection ditch. At the southern end of
the west wall in the vicinity of piezometer PZGP5-16, however, seepage out of the southern
approximately 300 linear feet of the seepage collection ditch may migrate westward past the
secondary seepage collection ditch. Accordingly, a small component of seepage from the west
wall of Gypsum Pile 5 may not be captured by the secondary seepage coilection ditch.
Figure C-1 in Appendix C presents two photographs of the seepage collection ditch at the toe
of slope of the west wall of Gypsum Pile 5. Photograph C-1 A depicts the gypsum dike road (left
side of photograph), seepage collection ditch, and abutting low-lying area between the ditch and
asphalt paved road. Photograph C-1 B shows the soil berm along the west side of the ditch and
the low-lying area between the ditch and asphalt paved road. Standing water in the low-lying
area is also visible in Photograph C-1 B.
3.1.3 South Wail of Gypsum Pile 5
Water levels measured in the seepage collection ditch and in piezometers at two monitoring
stations on the approximately 1,700-foot long south wall of Gypsum Pile 5 are summarized in
Figures 3-8 and 3-9. Cross sections at each of the monitoring stations are depicted in Figures
3-10 and 3-11 (Sections C-C and D-D on Figure 2-1, respectively). As shown, at both monitoring
stations the water level in the seepage collection ditch is lower than measured in piezometers
PZGP5-7 and PZGP5-8 toward the gypsum pile, and in piezometers PZGP5-17 and PZGP5-18
on the south side of the ditch (Figures 3-8 and 3-9). Accordingly, along the south wall of
Gypsum Pile 5 the seepage collection ditch is the local relief for the groundwater table, and is
effective in collecting lateral seepage from both the gypsum pile and lands abutting the south
side of the ditch.
3.1.4 Summa and Practical Implications
In summary, the following seepage conditions exist along the 5,600-foot seepage collection ditch
identified by the DIEM around the north, west and south walls of Gypsum Pile 5.
I

Texasguif Inc.
File Number 88-144B 3-3
• The eastern 1,900 linear feet of the north wall seepage collection ditch and the entire
1,700 linear feet of the south wall seepage collection ditch function as local relief for the
groundwater table, and are effective in collecting lateral seepage from both the gypsum
pile and lands abutting the outside edge of the ditch. Accordingly, these ditches are
functioning as intended, and are collecting lateral seepage from the gypsum pile.
• The seepage collection ditch at the toe of slope of the west wall of the gypsum pile is
not functioning as intended, with lateral seepage occurring westward out of the seepage
collection ditch. Most of the seepage is collected in a lower, secondary seepage
collection ditch about 150 feet west of the pile, and is pumped back to the gypsum pile.
A small component of seepage from the southern end of the west wall of the pile,
however, may not be captured by the secondary seepage collection ditch.
• Seepage can intermittently occur out of the western 500 linear feet of the north wall
seepage collection ditch, During the 6-month monitoring period seepage occurred out
of the seepage collection ditch for about 3 months. About 50% of this seepage was
captured by the secondary seepage collection ditch, and about 50% (corresponding to
about 2.5 gal/min during the monitoring period) was toward a drainage ditch north of
the secondary seepage collection ditch.
3.2 Gypsum Pile 6 Seepage Collection Ditch
3.2.1 North Wall of Gypsum Pile 6
Water levels measured in the seepage collection ditch and in piezometers at two monitoring
stations on the 2,000-foot long north wall of Gypsum Pile 6 are summarized in Figures 3-12
and 3-13. A typical cross section of the seepage collection ditch (Section E-E on Figure 2-1) is
depicted in Figure 3-14. As shown in Figures 3-12 and 3-13, the water level in the seepage
collection ditch is lower than the measured water level in the sand foundation underlying the
gypsum pile at piezometers PZGP6-1 and PZGP6-3. Accordingly, lateral seepage from the
gypsum pile is entering the seepage collection ditch. At piezometer PZGP6-2 on the north side
of the west end of the ditch, the measured water table is also slightly higher than the water level
in the seepage collection ditch. At this location, therefore, the seepage collection ditch is
functioning as intended, and is effective in collecting lateral seepage from both the gypsum pile
and abutting lands to the north of the ditch.
r�At piezometer PZGP6-3 on the north side of the east end of the ditch the groundwater level is
lower than the ditch water level by 0.6 to 1.0 feet (Figure 3-13), resulting in outward seepage from
the seepage collection ditch. The seepage, however, is northward toward the process water
return canal and is re -captured into the process water system.
A photograph of the seepage collection ditch on the north wall of Gypsum Pile 6 looking west
in the vicinity of piezometer PZGP6-2 is presented in Figure C-2 (Appendix C). As shown, the
ditch bottom has become infilied with gypsum (see Figure 3-14 for the thickness of the infill), and
at this location has only a shallow meandering flow of water.
1

Texasgulf Inc.
File Number 88-144B
3-4
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3.2.2 Fast Wall of Gypsum Pile 6
Water levels in the seepage collection ditch and in the abutting ground were monitored at two
locations on the 2,200-foot long east wail of Gypsum Pile 6. Measured groundwater and surface
water elevations are summarized in Figures 3-15 and 3-16. Cross sections at each monitoring
station are presented in Figures 3-17 and 3-18 (Sections F-F and J-J, respectively, on Figure 2-1).
Based upon measured surface and groundwater levels, the following groundwater seepage
conditions exist on the east wall of Gypsum Pile 6.
• The originally constructed seepage collection ditch is not functioning as intended. As
shown in Figure C-3 (Appendix C), the original seepage collection ditch (right side of
photograph) is essentially dry. Water levels measured in sumps SPGP6-1 and SPGP6-2
in the ditch indicate that the water level is about 1 to 3 feet below the surface of the infill
material. The infill is largely gypsum, and as shown on Figures 3-17 and 3-18, is about
3 feet thick above the original ditch bottom invert of 17.0 feet (MSL).
• A lower, secondary seepage collection ditch immediately to the east of the original
seepage collection ditch is effective in collecting lateral seepage from Gypsum Pile 6.
As shown in Figures 3-17 and 3-18, the water level in the secondary seepage collection
ditch is at about Elevation 14 feet (MSL), some 3 to 4 feet lower than the water level in
the original seepage collection ditch, and 2 to 4 feet lower than the water level measured
in the sand foundation at the toe of slope of the pile. Seepage collected in the
secondary seepage collection ditch flows northward, and is pumped back to Gypsum
Pile 6 via a pump station at the north end of the ditch (Figure 2-1). Photographs of the
secondary seepage collection ditch are presented in Figures C-3 and C-4 in Appendix C.
• The water table measured in land abutting the east side of the secondary seepage
collection ditch is both slightly higher (piezometer PZGP6-10) and slightly lower
(piezometer PZGP6-7A) than the water level in the secondary seepage collection ditch.
Accordingly, some lateral flow is occurring eastward out of the secondary seepage
collection ditch toward the DPW fresh water canal (Figure 3-17). The quantity is
relatively small and is expected to be less than 5 gal/min assuming that seepage occurs
into the DPW fresh water canal from 50% of the length of the secondary seepage
collection ditch.
3.2.3 South Wall of Gypsum Pile 6
The 1,900-foot long seepage collection ditch on the south wall of Gypsum Pile 6 was originally
identified by the DEM for consideration for a liner system. As part of construction of the
Reclamation Area R-3 containment dike abutting the south side of Gypsum Pile 6 this section of
seepage collection ditch was abandoned, and filled with sand tailings to Elevation 50 feet (MSL).
3,3 Gypsum Pile 1 Seepage Collection Ditch and Process Water Return Canal
3.3.1 North Wall of Gypsum Pile 1
Water levels measured at one monitoring station on the north wall of Gypsum Pile 1 are
presented in Figure 3-19. A typical cross section of the process water return canal (Section G-G

ITexasgulf Inc.
File Number 88-144B 3-5
1 on Figure 2-1) is depicted in Figure 3-20. As shown, the water level in the gypsum fill has
typically been 4 feet higher than the water level in the drainage ditch on the south side of the
paved road. Accordingly, seepage is occurring laterally from the process water return canal
toward the drainage ditch. The drainage ditch on the north side of the paved road is somewhat
lower than the drainage ditch on the south side of the road, and also receives lateral seepage
from the gypsum pile and return water canal.
Figure C-5 (Appendix C) presents photographs of the north wall of Gypsum Pile 1. Photograph
C-5A shows the gypsum dike, process water return canal (right side of photograph), and
low-lying area between the gypsum dike and paved road. Photograph C-58 shows the low-lying
area between the gypsum dike and paved road, and standing water in the drainage ditch where
staff gage SG1-4 is installed.
I3.3.2 West Wall of Gypsum Pile_ 1
The water levels measured on the west wall of Gypsum Pile 1 at one monitoring station are
summarized in Figure 3-21. A cross section at the monitoring station is presented in Figure 3-22.
As shown, the seepage collection ditch at the toe of slope of the pile is relatively shallow, infilled
with gypsum, and accordingly is not effective in collecting lateral seepage from the gypsum pile.
A lower, secondary seepage collection ditch, however, exists beyond the toe of slope of the
gypsum toe road (Figure 3-22) along the northern approximately 600 feet of the west wall of the
pile (Figure 2-1). This secondary seepage collection ditch is effective in collecting shallow lateral
' seepage from the gypsum pile. Seepage collected in the secondary seepage collection ditch
flows northward and is pumped back to the process water return canal. Figure C-6 in
Appendix C shows the soil berm and secondary seepage collection ditch behind the soil berm
on the west wail of the gypsum pile.
Although the secondary seepage collection ditch is effective in collecting shallow lateral seepage
from Gypsum Pile 1, some seepage from the gypsum pile migrates past the secondary seepage
collection ditch toward the sulfuric acid cooling water discharge canal. The quantity of seepage
is relatively insignificant (probably less than 0.1 gal/min), however, because of the small hydraulic
gradient between the ditch and canal (about 1 foot over a distance of 300 feet) and the clayey
nature of the foundation soils between the ditch and canal.
The southern approximately 1,100 linear feet of the west wall of Gypsum Pile 1 does not have
a secondary seepage collection ditch, and the existing seepage collection ditch is infilled with
gypsum and ineffective. Accordingly, along this reach lateral seepage from the gypsum pile
occurs into the abutting sulfuric acid cooling water discharge canal.
3.3.3 South Wall of Gypsum Pile 1
Water levels measured on the south wall of Gypsum Pile 1 at one monitoring station are
summarized in Figure 3-23. A cross section at the monitoring station is presented in Figure 3-24.
As shown, the seepage collection ditch on the south wall of the pile is excavated in gypsum
(Figure 3-23 and Figure C-7 in Appendix C), and is not completely effective in collecting lateral
seepage from the pile because of the downgradient sulfuric acid cooling water discharge canal.
A secondary seepage collection ditch has been excavated along 700 linear feet of the south wall
of the pile that is effective in collecting lateral seepage from the gypsum pile and preventing

tTexasgulf Inc.
File Number 88-1 44B
3-6
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seepage from entering the sulfuric acid cooling water discharge canal. Along the remaining
approximately 300 linear feet of the south wall where the secondary seepage collection ditch was
not installed, lateral seepage from the gypsum pile presently enters the sulfuric acid cooling water
discharge canal.

21
SYMBOL
N�
DESCRIPTION
0 STAFF GAGE 8GI�1
O PIQ0IAETER PZGPS•13
PIQOIiAETER PZGPIIr2
WATER TABLE IN LAND ABUTTING NORTH
FIGURE 3-1

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SYMBOL DESCRiPT10N
21
N
20
LL
F
a
19
W
Q
3
1B
17
GROUNDWATER AND SEEPAGE COLLECTION DITCH
WATER ELEVATION VS. TIME AT
SECTION A -A ON NORTH WALL OF GYPSUM PILE 5
Ardaman A Associates, Inc.
Coquiting Enginaart in Soil Madunia,
Foundation[. antl Matariale Taring
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
04%A re. KJ$ CNECKED21flN 'ID.TE 7/29/91
"vl .D .Dv ue•
Ba-1448 ,,,ti,
� STAFF GAGE SG'J-2
Q PIQOMETER PZGP6.14
� PiEZOMETEA PZGPS-4
0 SUMP SPGPS-1
! I I I
WATER LEVEL !N SAND FOUNDATION
AT TOE OF SLOPE OF GYPSUM PILE
i
WATER TABLE IN LAND ABUTTING NORTH
SIDE OF SEEPAGE COLLECTION DITCH
SEEPAGE COLLECTION
DITCH WATER LEVEL
.11
h•
` DRAINAGE SWALE 200' NORTH
� OF SEEPAGE COLLECTION DITCH
DEC JAN FEB � MAR APR MAY JUN
1990 1991
r.�a�nc .I -a
SYMBOL DESCRiPT10N
21
N
20
LL
F
a
19
W
Q
3
1B
17
GROUNDWATER AND SEEPAGE COLLECTION DITCH
WATER ELEVATION VS. TIME AT
SECTION A -A ON NORTH WALL OF GYPSUM PILE 5
Ardaman A Associates, Inc.
Coquiting Enginaart in Soil Madunia,
Foundation[. antl Matariale Taring
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
04%A re. KJ$ CNECKED21flN 'ID.TE 7/29/91
"vl .D .Dv ue•
Ba-1448 ,,,ti,
� STAFF GAGE SG'J-2
Q PIQOMETER PZGP6.14
� PiEZOMETEA PZGPS-4
0 SUMP SPGPS-1
! I I I
WATER LEVEL !N SAND FOUNDATION
AT TOE OF SLOPE OF GYPSUM PILE
i
WATER TABLE IN LAND ABUTTING NORTH
SIDE OF SEEPAGE COLLECTION DITCH
SEEPAGE COLLECTION
DITCH WATER LEVEL
.11
h•
` DRAINAGE SWALE 200' NORTH
� OF SEEPAGE COLLECTION DITCH
DEC JAN FEB � MAR APR MAY JUN
1990 1991
r.�a�nc .I -a
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21
SYMBOL DESCRIPTION
N
20
LL
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F 19
a
W>
J
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PERIOD Of SEEPAGE
Q
3 18
17
GROUNDWATER AND SEEPAGE COLLECTION DITCH
WATER ELEVATION VS. TIME ON
NORTH WALL OF GYPSUM PILE 5
® 'V Ardaman A Associates, Inc.
Conwhinq ErE¢Eran in Soil MMunia,
Foundnwm, and Matarials Trhng
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINAC.e D*A, IIKJS If—cm,FM loATE 7/29 1
$ICE M� A� n.•
SB-144B [Z,
�
G PIEZOMETER
77
STAFF GAME SGS-]
O PIQOMETER PZGPS-19
SEEPAGE COLLECTION DITCH
WATER LEVEL
WATER TABLE IN LAND ABUTTING NORTH
SIDE OF SEEPAGE COLLECTION DITCH
OUT OF DITCH
DEC JAN FEB MAR APR MAY JUN
1990 /991

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...... ........... PIEZOMETER ... ............ .......... PLEMMETER ........... I ....... ...... I ...........
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...... ................ I .......... ...... SEEPAGE ......... ...... \ ...... .......................................
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.................
......................... ...................
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........................ ....... ....... RETURN DITCH
........ EL.. 20.6 ....... ................ ......
................... ..................
. ...... STAFF
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AFF GAGE
........ ......... ...... SG5-2
................. .'.'.'.EL. 01—JUN-91
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........................................................ L ...... . ...... .......... ................ ' .......
............................. L ... L ............ ­ ..... ........ L ......... L L .............. L ........ ­ ......... .............. I .......... L ......... I .......
............... I .................................................................................. L ...... L­ ............................................ _
.............................. ............ L ... ............. L L .... L L L ........ L ...... L L ........................................ ............................ ........... L .......... ..... L ............. L ........................................... * ' - ­L.... ............... L ............. ....... I ..... L ....... ............................. L ............ .... _ .......... L ' L L ' ' L L L ................. L ....... L .... L ........ L .................... L ..........................
.................... ­ ................................................................ L ...................................... ............. L ­­ ...........
............................................. L , � � ............ L ' L ... L ............................. ....................... ...... ............ L ' ' ' L .......
............................. L ......... ......... L ..... L ......... L .... .......... ......... ...... � � ' , I I . I I ....... ...... ................. L ....
................... ­­­­­ .......... ................................ ....... ............. ................... � � L ..................
.......................... ................ ......... ........... L .......................... ....... L L ... � . ' L ........... � L � � � ..................... ................ L - ' ' ' ' � .... ........... ............. � ................................. L L � � ...... .................... .......... L .................
............................. .......... ........ I I I I ......... L ... L ............. L ...................... ....... L ........ L ....................... * .... * ................ L L ... L L L ' L . � ......... � , � .............. .......... L .............. ....... � .......... L .......... ................ L .............
....................... ............. .............. ...................... LL ..... ­ .................. ­LL .... * ...... L­ ....... ­ ............
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
VERTICAL SCALE: 1"=5'
HORIZONTAL SCALE: 1"=20'
+30
cn
U-
+25
+20
+15
+10
+ 5
z
0
+ 0 Lj
I

� � � r� i � � �r r e■� r� � r � r� �r � �r �

1
1
1
t
1
1
1
1
1
1
1
1
1
i
1
1
1
24
23
22
21
20
1
N
�
19
I•-
W
W
LL
18
Z
O
>
17
w
R
r
16
a
3
05
i4
73
12
GROUNDWATER AND SEEPAGE COLLECTION DITCH
WATER ELEVATION VS. TIME AT
SECTION
B-B ON WEST WALL OF GYPSUM PILE 5
IN Ardaman 8 Associates, Inc.
Consulting Enginnn in Soil MKhmics,
Foundatiwu, and M"wiah Testing
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DRRRre• KJS Ic-nIEoe- lo�,r 7M/91
rigs i.c •.o a e• �
v
SYMBOL DESCRIPTION
� STAFF GAGE SG53
■ STAFF GAGE SG5-4
Q SUMP SPGP�2
Q PIQDYETER PZGPS-15
Q PIEZOMETER PZGPS-5
WATER
AT TOE
LEVEL
OF SLOPE
IN SAND
OF GYPSUM
f
FOUNDATION
PILE
SEEPAGE COLLECTION
WATER LEVEL
DITCH
WATER
SIDE
TABLE
OF SEEPAGE
IN LAND 11BUTTING WEST
COLLECTION DITCH
WATER TABLE IN LAND ABUTTING
WEST SIDE OF SECONDARY SEEPAGE
FIGUHt 3.5

1
1
1
i
1
1
1
1
1
1
1
i
1
1
1
1
1
i
1
to
10
21
SYMBOL DESCRIPTION
20
W
IL
J
H
W
W
Z
O 19
SEEPAGE
W9
all
W
Q
H
3 18
17
GROUNDWATER AND SEEPAGE COLLECTION DITCH
WATER ELEVATION VS. TIME ON
WEST WALL OF GYPSUM PILE 5
IW'I® Ardaman & Associates, Inc.
Cormining fnpnaan in Soil Medwniu,
Foundstiom, and Maw i Tonmg
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DA-R• KJS JGIFC.EDD- IDA-E 7/29191
FILE N� 1 RD P6•�
B&I"B t
0 AVERAGE FROM STAFF GAGES SG5-3 SG5-5
COLLECTION DITCH
it
O PIQOMETER PZGPS-16
PIQOMETER PZGPr20
�
WATER LEVEL
� I
r fY
1
WATER TABLE IN LAND ABUTTING WEST
SIDE OF SEEPAGE COLLECTION DITCH
DEC JAN ! FEB I AAAR APR MAY JUN
1990 1991

I
t
I
I
I
I
I
I
i
I
I
t
I
t
+50 . ................ ............. ........................ ...... —1-1.1—.11 .......... .......... ...... ........
La
w SEEPAGE
+40 . ................ ........ ............... ........ ............ COLLECTION ........................ .. ..................
DITCH
DRAINAGE AND PIEZOMETER
SECONDARY SEEPAGE PZGP5-5
COLLECTION DITCH
........................... ........ ** ........... * .... ................... I .................... . ....... I.— ......I .........
Or" mm
PIEZOMETER ROAD GYPSUM FILL
PZGP5-15
SUMP STAFF GAGE
SPGP5-2 — SGS-4 PAYED ROAD
04—APR-91 01—JUN-91 PROCESS WATER
EL 13,6 . . . .. . . . . . EL. 112.19" . . . . . . . . .................. STAFF GAGE RETURN DITCH
.... .. ......... .........
+20 . ...................... * .... ....... sr-s— '3'
EL Mr IF
..................... ................................
............... ................. ................ ........ .... ..... ................................
................... ........ ......... I .................. ....... .........
---------- . ............. .... .......... ............
............ ........
......... vp ..... ......... ............ ........... oom ....... ...................
................... ........... .... ...................................
......... ...... ............ ...
..........
......... ............. . ................................................ ... ... SAND ...... ...................... ........... -,- ........................ .......
.... .............. — 1 t6 ....
.......................... .. ...................... fteg— V., ".0. ,
... I ......................... OM40-t-:5 m 0
..................... I .........
.............................. ......sac ....................................
L�W ........................................ 20D 11
................................................................................ ....... ............................................. =A%n DRAM ... ............. ..... ................ --* ...........
.................... .................................... ............... ................. . ... . ............................ ......... ....................
13.FT A
+10 ................................................................... ......
................ ....................................... .......... ......... ............................................................ ... ......... — ................. ... ..... ...... ................. .........
EXIST= CRA%U
........... ......... ....
.................................... ............ I ......................... ........ .......... .... .....................................................................................................
..................... ......... I ................................................................ ....................... .......... .............. I ................................................................. ............ I I ....
.................................................................... ................................................................................................................ .........................................
............... ................ .......... ................................... — ................. ...... ...............................................
........... .................................. ............... ...................................... ........................ ....................... ....... ....... ................. SAND TAIL ......................................
...... .... ................ .................................. .......... . . . . ............... ..................................................... ......... ...... ................................................... . . .... . ... .... ....... . ........ ................... "I'll ...........................
........................................... ................................................ ......... ..............................................................
+ 0 . .........
......................... ............ ................... ......... ............ - ......
.................................................... ...... .....................................
<
..................... I ...... 11- ......
.....................................................
> ................... I ......... - ...... .... I ........
... .............. ............ ......
.......................... ...............................
LLI-10 L . . . . . . . . . . .. . . . . . . . . . . . . . . . .
VERTICAL SCALE: 1"=10'
HORIZONTAL SCALE: 1'=40'
+50
+40
+30
+20
+10
+ 0
-10 6J
SECTION B-B ON WEST
WALL. OF GYP" FLE 5
NW-V AFDQIAN&A890Ca7W-M
fnglnmn In S"s� HydrWaotop.
mo% =*. & MatmHob T*otm I
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
t
68-1"0
3-7

m r a

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
m
i
22
21
J
WATER LEVEL IN SAND FOUNDATION
AT TOE OF SLOPE OF GYPSUM PILE
r•„+. eeec .. n

I
1
I

+35
Lai
Lij
LA_
I
I
I
I
+n
+20
+15
1
+10
ILL)
_j
LAj +
................................ ............... ...... ......................... I ..... PlE.ZOMETER
PZ61:;5-7, ....... ..........
GYPSUM DIKE
TOE ROAD
................................. I I I ............... I I ........ I . . I ................ I I I ........ I . I ...... I I - \ ..... I ....... / .....................
PIEZOMETER
PZGP5-17
SEEPAGE
COLLECTION
...................... ....... ............. .......... .... DJTQH .... ..
.................................. I'll ....... L ............
.................. .......................................................... .........
.............................................................. ''I ...... ............
.......... .......................... I ............................................ .......
......................................... ......................................................
................................... ''I ........ I L ...................... ..... ...............
...................... .............................................
NO
............
..........
................................
.................................... 1.11 ....... ................. ....... ........
SAND TAILINGS L ..................... 41 :1�14 ..........
..................
......... EL. 18.2' T
.................... .6 -.-FLOW.,
............................................... f6 - ..................... I.."' ....... ..... I L .................................. .................... .......
. . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
..... . . . . . . . . . . . . ..
.
. . . . . . . . . . . . . . . . . . . . . . . .
........... ........................... .............. ....
...........
.....................................................
........... ................ ....... ....................
....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.........
............................ ....... ......... rNnLL
.--- COVER
..............
...............
............... ..................... DREDGE SAND
eaa
aaa■y
..................
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . a 9
....................................... ia 0 0
............................... 0 0 %
....................... ................ .
.......... ... ......
................ ........
....... ........
..............................
...... ..... ...
.................... ............... ... ...... . .....
.... ............ ....
.............. ....... ........................ ......... .......
Oa
................................ 1­ ........... ....
.............................................................................................................................. ................ ....... ....................
.................. ............. EXISTING GRAVEL
..................... ...... .......
..................................... .................... ........................................
........... .......... ............................................................................ ............
.......... ............. ....................... ................... ...................... ...... ....................
. . . . . . . . . . .. . .. . . . .. . . . . . . . . . . . . ... ... ... ... ... . . . . . . . . . . .. . . . .... ............. . . . . . . . . . . . . . . . . .
VERTICAL SCALE: 1"=5'
HORIZONTAL SCALE: 1"=20'
PROCESS WATER
RETURN DITCH
...........
GYPSUM FILL
..........
..........................
................................
........................... ­ L ........... .........................................
........................... 1. L ............
. . I I I ..................................
..........................................
................... ................ ........
...................
SAND
.......................... I .... ­­
......................................
........................
........... .................
......................
..........................................
.......... L ..............................
.........................................
.............. ......... .......
............. ................. .......
.........................................
....................... I ....... Ll ........ .........................................
....... Ll ... I., ..........................
.........................................
...................... ..................
.........................................
:,., -.' � '.' -.- -": - * ....................
+35
w
+30
+25
+20
+ if)
+10
T5
+ 5 uj
SECTM C—C ON SO
WALL OF GYPSUM PILE 5
AFCWAIAN & ASSOCIMM NM
Conad" -mom in Solli. mydo eotM,
s.
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGUILF PHOSPHATE OPERATIONS
AURORA WORTH CAROUNA
DRAW lz a [ctgqu Err wp IDATT. itiota',
FLE am
3 - 10
19

m m m m m i m m m= m
r m

r
r
rW
W
k
t 36
r
L]
n
1
1
1-1
I
r I
+JO
..... I . . . . . . . . . . I . . . . . . ............................................ ..................-
+m 1— ........
F
a
W
J
W + b
PIEZOMETER
PZGP5-18
PIEZOME TER
PZGP5— 8
...... ..... .......
GYPSUM DIKE
TOE ROAD
... I ................. If.........
SEEPAGE
COLLECTION
DITCH
PROCESS WATER
RETURN DITCH
. - UPPER PORTION OF
GRAVEL DRAIN
..........'SAND TAILINGS...........'... . :':'. ExcavATEG �RO+� GYPSUM FILL
DITCH BOTTOM
. . . . . . . . . . . . . . _..91. 03_,"5,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SSA CAt,E L1SGS-5 - .
EL. 19.1 ft .�:: 01-JUN-81 — - _— — — — -:- i
�a :'.'::. SAND-
EL. 18.4 irk 4���eO d4TOe7_`�
°°i°Odi°•°ii•°Oi°°1°°io°Yi•°C°Oi0°�
•°°°a°•°i°s°°°iiAiais•i••°° a°i•a
.. .. °i°ioso•ai•aoiii°i aiieos° iisie}�
a • • e • ° • • • • s • • ° ° o • • ° ° e
wL ,4R�/ Lfni. 9.4
................................................
.. ..EXISTING GRAVEL.'.. : :..
DRAIN•'•'-
:•SAND TAILINGS'::
............... .
.............. ::.....
AN .
fl..:y.
.'IN LL ATERIAL.'.'.'.':.'....'.'.'.'.'.'.'.'...'.'.'.'.'.'.
... ... ABOVE GRAVEL DRAIN.
VERTICAL SCALE: 1 "= 5'
HORIZONTAL SCALE: 1"=20'
+40
J
in
.1
W
Lai
+35
+30
+25
+20
+15
+10 Z
F
Q
w
J
+ 5 W
SECTION D-D ON +S. OM
WALL OF GYP" PILES
EMM AFDAWX & ANKIM7M W.
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
LZW
88-144B
3-11

r m m m r m m m m m ■ir r= r r m= r ■a

1
1
1
1
1
i
1
1
1
1
1
1
i
1
1
1
1
,,
x
27
SYMBOL DESCRIPTION
STAFF GAGE S06-1
� E
O PIEZOMETER PZGP6-i
PIEZOMEiER PZGPB-2
�
[ I
I
II
WATER LEVEL IN SAND FOUNDATION
AT TOE OF SLOPE OF GYPSUM PILE
WATER TABLE IN LAND ABUTTING NORTH
SIDE OF SEEPAGE COLLECTION DITCH
i
SEEPAGE COLLECTION DITCH
WATER LEVEL
DEC JAN FEB MAR APR I MAY JUN
i990 7991
rpuunc ric
rpuunc ric

i
1
1
1
1
1
i
1
1
1
1
1
1
i
1
1
1
m
a
In
21
SYMBOL
DESCRIPTION
0 STAFF GAGE 5G6.2
Q PIEZOMETER PZGP6-4
PIEZOMETER PZGP6-2
WATER TABLE IN LAND ABUTTING NORTH
�
WATER LEVEL IN SAND FOUNDATION
AT 70E OF SLOPE OF GYPSUM PILE
litJ �
? � `^---SEEPAGE COLLECTION DITCH
WATER LEVEL
SIDE OF SEEPAGE COLLECTION DITCH
DEC JAN FEB MAR APR MAY JUN
t990 1991
rluurnt -s-Is
rluurnt -s-Is

1
1
1Lai
1
1
1
1
1
1
1
1
1
t.
1
1
+4o............................................................ PlEZQmEjER........
PZGP6-1
GYPSUM DIKE
TOE ROAD
+ �IEZOrwETER................................................ ....................................................
PZGP6-2
+30 �............
+25
+20
+15
+10
SEEPAGE
......... COLLECTION'
DITCH
GYPSUM FILL
................
GYPSUM FILL
...,L ...... .........,......................
PROCESS WATER
RETURN DITCH
-.,
...
EL. 24.3
-.
STAFF GAGE
01-JUN-91a SG6-1
.EL 21.1'::::: a pow . ... EXISTING CLAY LINER
....EL 20.6.... ........................... .............................. .. .. ,
RED E SAND'
D G -- -
% � __�-
t T ORtt:1NA LAVER
i
4
:.EL 7.o..
JNFILL MATERI AL.
...................IN DITCH BOTTOM'•'•'• .. ............................. :'....:'
GYPSUM FILL
............................................
:: ::DR . AN..
EDGES D.:::::':':.:.:.:.:.:.:.:.:: ::.::.:.:':: .:_::':':':':•:':':'::':':':':•:-::•:':•'''•'-:':':'::.:.:.:.:.:= .::.:.::':':•:':':':':':'::
VERTICAL SCALE: 1 5'
HORIZONTAL SCALE: 1 "= 20'
+ 40
v
H
W
+35
+30
+25
+20
+15
+10
r
F
Q
W
J
+ 5 W
SECTION E-E ON NORTH
WALL OF GYPSUM PLE 6
11NAWN dt J1880�.'i+ITlE� MG
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
1
88 -1448
3-14

m m=! m m m m- w m m= m® m= m

26
24
22
20
J
fA
H
W
W
k
Z
14
0
F-
a
>
W
1 2
J
W
Q
10
8
4
2
0
GROUNDWATER,
SEEPAGE COLLECTION DITCH, DPW
FRESH WATER CANAL AND SULFURIC ACID COOLING
WATER DISCHARGE
CANAL WATER ELEVATION VS. TIME
AT SECTION
F-F
ON EAST WALL OF GYPSUM PILE 6
Araaman & Associates. Inc.
- ConsumnO Emmneefs ,n Soil Mecnan,C&
- �OunOdSlOaS. and Materials lesung
! GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
KJS
ss-iaaa
GYPSUM
STARTER DIKE � I
WATER LEVEL IN SAND FOUNDATION �
I AT TOE OF SLOPE OF GYPSUM PILE
SEEPAGE COLLECTION DITCH
• � ! SECONDARY SEEPAGE
FIGURE 3-15

26
SYMBOL
DESCRIPTION
PIQOMETER PZGP6-8
PIQOMETER PZGP6-10
STAFF GAGE SG6.5
Q
. p
�
STAFF GAGE 5G6-4 ,
� STAFF GAGE SG1-3
� SUMP SPGP6-2
WATER LEVEL IN SAND FOUNDATION
AT TOE OF SLOPE OF GY�5UM PILE
� SEEPAGE COLLECTION DITCH
r
SECONDARY SEEPAGE
COLLECTION DITCH
WATER TABLE AT MINE ROAD
I DPW FRESH WATER CANAL
• • SULF1lRIC ACV COOLING
CANAL
DEC JAN FEB MAR APR MAY JUN
�,....... .. �
1990 1991
FIGURE 3-16
FIGURE 3-16

+50
i
v
H
W
LLI
+40
+30
+20
+10
�
,o
�A
�
1
PIEZOMETER SEEPAGE
PZGP6-5 COLLECTION
..................... DITCH .................
PROMS
aAM GYPSUM DIKE SAND DIKE
atm+ TOE ROAD
. . .. . . .SUIdP . , . .... . . . . .. . .. I . . . . . . . . . _
SPGP6-1
SECONDARY
SEEPAGE
COLLECTION ..........
DITCH
+50
...........................................I.I......I.......I.. -4 +40
PIEZOMETER
PZGP6— 7
. . . . . . . A . . . . . . . . . .
01-JUN-91
EL. 19.0'a+,
SAND BERM
JEL25-r
YZUPS-5A
4S
.l�/Gt7 . . . . . . . . .
. . .
..
GYPSUM
FILL .•.�tICINAL sEEPAca . . .: ' •''''''
• a-il1H 91'
...................�oLLEcnON DIT ...... .................
.....
.'.'.' FLG."." '..'... . 7�-[L 14 X.
::.•.•........ .'.'.'.'.INVERT £L. 17.0.'..'.:.'.'.':.'.':.':':.'.':::.'.'.'.....':.'.'.'.'.'.'.':.'::.......
...................�-�1t►t-9t •
_ t .'76 E4 1.9`
- -- -
- - ..........L IN
.GYPSU
!x4!¢ .'..'.': ......................... '•SEE GE OLL
'
- -
. w�:':::':....:.....aTp1::"::
AN :.
:':DREDGES D:�:'�''''''''''�
.-
...........................................................................................................
...
......................
.: ." .... ..... :" .. ..: :APPROXIMATE
.... ......
.......... ................
LOCATION•.' ...............
.......
OF MINE CUT.'.'.'.'.'.'::.'.'.'.'.':."...'.'.'.'.'.".'.'.'.'.
................................................................ -i +30
. . . . . . . . . . . . . . . . . .
MINE ROAD
DPW FRESH SULFURIC ACID
WATER CANAL COOLING WATER
FILL STAFF GAGE DISCHARGE CANAL
PZGP6-7A SG6-4 FILL
-�. ¢ 7%.. . . . . .. M-JU*-ot STAFF GAGS. .
Kh a 4 FT/DAY EL. 10.0' SG6-6+10
SLIGHTLY CLAYEY TO CLAYEY SAND
........................... + 0
PZGP6-78 FINE SAND
— -- 200 a =
Kh - 12 FT/DAY
......................... ..............
.......
SILTY CLAY
CLAYEY SAND AND
YE N
...... :
.­LL
SHELLFRAGMENTS EN
VERTICAL SCALE: 1"=10'
HORIZONTAL SCALE: 1"=40'
-10
1=
W
J
— 20
SECTION F-F ON EAST
WALL OF GYPSUM PILE 6
C�r�& ASBOMTM M
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
85-1/4B
3-17

A r r m mo ,M r ,M Mm �m r ON," r r >m No ,= r

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
+30 . ................ ................ ............... .......... 1.1­1 ................... ........... .. .........
to
PIEZOMETER
uj PZGPl-4
uj
U.
+25 - - - - - -
GYPSUM DiKE
. . . . . . . . . . . . T'OE -ROAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
........ * ..... DRAINAGE 'IJITCH' * **I ...... * ..... * ...................
PAVED ROAD
+15 . . . . . . . . . . . . . . . . . . . . . . . .
DRAINAGE DITCH
+10 . ......... SGI .
A DRY
w
-i
LJLJ +
VERTICAL SCALE: 1"=5'
HORIZONTAL SCALE: 1"=20'
PROCESS WATER
RETURN CANAL
k
+3D
+25 1
q +20 1
4 *15 1
+10 1
6
I=
-f 5 'Aj
AFOMM & A89=A7M W.
tn Softs. mlyd oomW,
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
08-1449
3-20

1
1
1
1
1
1
i
1
2t?
Is
J
N
16
H
W
ILI
IL
14
Z
O
1=
a
W
12
J
W
Q
H
10
3
e
6
GROUNDWATER AND SEEPAGE COLLECTION DITCH
WATER
ELEVATION VS. TIME AT
SECTION
H•H ON WEST WALL OF GYPSUM PILE 1
OW V Ardaman & Associates, Inc.
,# ,�,;, =-%4_: Consulting Engineers in Soil Mechanics,
��ir;�w x#> Foundations, and Materials Testing
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
p4aw•E• IWS '-ECn r- iJ="E 7MB/91
1e f s
88-1448 4.
SYMBOL DESCRIPTION
• SUMP SPGP1-1
Q PIQOYETER PZGPI�A
p PIQOYETER PZGP1-3B
� STAFF GAGE SG6�
WATER LEVEL IN SAND FOUNDATION
AT TOE OF SLOPE OF GYPSUM
PILE
a
f
WATER LEVEL IN CONFINED
SAND
LAYER
SECONDARY SEEPAGE
DITCH WATER LEVEL
COLLECTION
SULFURIC
ACID c�OLu�IG
WATER DISCHARGE
CANAL
DEC
JAN
FEB
MAR
APR
MAY
JUN
1990
1981
itmY RL J-G 1

+3D
W
, +25
+20
PIEZOMETER
PZGP1-3
SECONDARY SEEPAGE
COLLECTION DITCH
TOE GYPSUM oucE
SOIL BERM - -
SUMP SPGPt-1 GYPSUM PZGP1-3A -- -- GYPSUM INFILLED
01-"U 91 at-.UM-91 - - -
+ts ........ Et: 9.0.. .. .. .. .. .. .. .. . . F .....==-..... SEEPAGE COLLECTION DITCH —f +ts
EL.I&V ................
+30
+10
+5
+0
- 5
t
LIGHTLY CLAYE
TO
SLIGHTLY SILTY llfl" '' , l,1. .. .. I". , ... (ii 1 x. 1I1I1111li1
le
+25 ,
+20
+10
+ 5
+0
�-i
SECTION H-H ON WE5T
......................................................I..........._ ............................ WAL OF GYP" PLEI
VERTICAL SCALE: 1"=5'
HORIZONTAL SCALE: 1"=20'
_ M6lM M & A8e0 AiiA NM
CIO
GROUNDWATER EVALUATION FOR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
u ma
BB-1418
3-22
I V

■r m m= r r m m r m m m m m m m r r; r

1
1
1
1
1
1
1
1
1
1
1
1
1
i
1
1
1
1
22
SYMBOL
DESCRIPTION
(D
PIEZOMETER PZGP1-1

r �r r w■ r r e� r� �+r r �r �r r� � rr rr sir rr �r

t
1
1
1
1
1
1
1
1
1
t
1
+50
, +40
+30
+ 20
+10
z
0
a
LAJ
J
LAJ —10
SEEPAGE
SULFURIC ACID COLLECTION
COOLING WATER DITCH
DISCHARGE CANAL GYPSUM DIKE
TOE ROAD
SECONDARY
DPW FRESH SEEPAGE
WATER CANAL COLLECTION
DITCH
! GYPSUM FILL STAFF GAGE
;1!' - - --01SJUN- 91
+50
J
N
Lad
LLI
LL
+40
+30
+2n
+10
APPROXIMATE I
LOCATION OF PZGP1-2 -
MINE CUT 01-JUN-91
EL. 7.1'
'... .
FINE SAND.:::: ..
i............... ... .. . ..... .. .. ..... .. ... ... .
VERTICAL SCALE: 1"=10'
HORIZONTAL SCALE: 1"=40'
+ 0
z
0
W
J
—10 uj
SECTION I --I ON SOUTH
WALL OF GYPSU#A PILE 1
EakConsulting Englr=s in Solls, Nvdrogeolap�.
iovnEatim'. , #1-�ee all telling
GROUNDWATER EVALUATION FDR
SEEPAGE COLLECTION DITCHES
TEXASGULF PHOSPHATE OPERATIONS
AURORA NORTH CAROLINA
0RAW Y 1
FILE HO. pj
88-1449 3 - 24
U

" = " = " " m m " m w m w

�l
1
r
1

r »
V
Y
5
j«
t
11.1
r
F,
e�

1 Texasgulf Inc.
Pile Number 88-144B 4-1
Section 4
RECOMMENDED MEASURES FOR CONTINUED USE
OF SEEPAGE COLLECTION DFTCHES AND CONSTRUCTION
' SEQUENCE FOR LINING PROCESS WATER RETURN CANAL
4.1 Recommended Measures for Continued Use of Seepage Collection Ditches
Lining of the seepage collection ditches around Gypsum Piles 1, 5 and 6 is inconsistent with their
intended use. The function of the ditches is to collect lateral seepage from the adjacent gypsum
piles and prevent seepage from migrating beyond the perimeter of the piles. The installation of
a liner preventing collection of the seepage would preclude the ditches from serving their
' intended purpose.
The monitoring program implemented around the seepage collection ditches has demonstrated
areas where the seepage collection ditches are functioning as intended, and has also allowed
' identification of areas where the ditches are not functioning as intended. Based upon the
findings of the monitoring program the following plan of action is recommended for continued
' use of the seepage collection ditches.
4.1.1 Gypsum Pile 5
' The original seepage collection ditch around Gypsum Pile 5 has become infiiled with 1 to 2 feet
of gypsum and other sediment above the original invert of the ditch, resulting in a corresponding
' rise in the ditch normal water level. Gravel filters placed on the bottom of the seepage collection
ditch on the north wall of the pile function as small berms and have also caused the operating
water level to rise. Deepening of the ditch to the original invert by removing the infill material
would allow lowering the ditch operating water level by about 2 feet. Lowering the seepage
' collection ditch water level will enhance the relief already provided by the ditch, eliminate the
intermittent lateral seepage out of the ditch along the western 500 linear feet of the north wall of
the seepage collection ditch, and eliminate the standing water on the west wall of the pile
' between the asphalt paved road and seepage collection ditch.
Even after lowering of the ditch normal water level, the 1,500-foot long seepage collection ditch
' on the west wall of the pile will still not be completely effective in containing lateral flow from
Gypsum Pile 5. Accordingly, the secondary seepage collection ditch on the west wall of the pile
should be maintained, and pumped such that the water level is equal to or lower than Elevation
12.5 feet (MSL). Monitoring of the 13 piezometers, 5 staff gages and sump SPGP5-2 around the
pile should be performed monthly, as part of operating the gypsum pile system, to document that
the seepage collection ditch is functioning as intended.
' In summary, although lining of the seepage collection ditches around Gypsum Pile 5 is not
recommended, proper control of the ditch water levels in conjunction with the following remedial
' measures will allow the ditches to perform the intended operational function of collecting lateral
seepage from Gypsum Pile 5, while preventing seepage from migrating beyond the ditches.
1

' Texasgulf Inc.
File Number 88-144B 4-2
1
• Clean and deepen the seepage collection ditch to the original invert by removing infill
material and lower the operating water level by about 2 feet.
1 • Maintain the water level in the secondary seepage collection ditch on the west wall of
the pile equal to or lower than Elevation 12.5 feet (MSL) and pump the collected
seepage back to Gypsum Pile 5.
' • Extend the north and south ends of the secondary seepage collection ditch as needed
if groundwater level monitoring indicates that seepage is migrating beyond the ends of
the secondary seepage collection ditch.
• Maintain a quarterly monitoring program at the existing piezometers and staff gages to
document that the seepage collection ditches are functioning as intended.
' 4.1.2 Gypsum Pile 6
' The original seepage collection ditch on the north wall of Gypsum Pile 6 has become infilled with
in excess of 2 feet of gypsum and other sediment above the original invert of the ditch, resulting
in a corresponding rise in the ditch normal water level. Accordingly, the ditch bottom should be
cleaned of sediment to expose the underlying sand foundation, and the ditch water level lowered
to less than about Elevation 17,5 feet (MSL). Lowering of the seepage collection ditch water level
will enhance the relief already provided by the ditch and reduce the lateral seepage out of the
eastern portion of the north wall of the ditch. The seepage collection ditch should then continue
to be pumped at its northeast corner (Figure 2-1) to the Gypsum Pile 6 return water ditch.
As part of the water management system Authorization To Construct, the DPW fresh water and
sulfuric acid cooling water discharge canals on the east side of Gypsum Pile 6 will be abandoned
and filled. Accordingly, the local relief provided by these canals and lateral flow from the
' secondary seepage collection ditch toward the DPW fresh water canal will be eliminated. Once
the DPW fresh water and sulfuric acid cooling water discharge canals are abandoned and filled,
the effectiveness of the secondary seepage collection ditch on the east wall of the pile will be
enhanced, and the existing minor amount of lateral seepage out of the ditch eliminated.
' In summary, although lining of the seepage collection ditches around Gypsum Pile 6 is not
recommended, proper control of the ditch water levels in conjunction with the following remedial
' measures will allow the ditches to perform the intended operational function of collecting lateral
seepage from Gypsum Pile 6, while preventing seepage from migrating beyond the ditches.
• Clean and deepen the seepage collection ditch to about Elevation 17.0 feet (MSL) to
re -expose the underlying sand foundation and maintain the ditch water level below
Elevation 17.5 feet (MSL).
' • Maintain the existing secondary seepage collection ditch and continue to pump the
collected seepage back to Gypsum Pile 6.
' • Maintain a quarterly monitoring program at the existing piezometers and staff gages to
document that the seepage collection ditches are functioning as intended.
1

4-3
1
11
1
fl
Texasgulf Inc.
File Number 88-144B
4.1.3 Gypsum Pile 1
In the interim until the DPW fresh water and sulfuric acid cooling water discharge canals abutting
the south and west walls of Gypsum Pile 1 are abandoned and filled, the secondary seepage
collection ditches on the south and west walls of the pile should continue to be pumped to
minimize the quantity of lateral seepage from the pile entering the sulfuric acid cooling water
discharge canal. After the canals are filled, the existing gypsum infilled seepage collection ditch
on the west wall of Gypsum Pile 1 (Figure 3-22) should be re -excavated and connected to the
existing seepage collection ditch on the south wall of the pile (Figure 3-24). Once the relief
provided by the sulfuric acid cooling water discharge canal is eliminated, the seepage collection
ditch will become effective in collecting lateral seepage from the pile. As with Gypsum Piles 5
and 6, although lining of the seepage collection ditch is not recommended, proper control of the
ditch water level will allow the ditch to both collect lateral seepage from Gypsum Pile 1 while
preventing seepage from migrating beyond the ditch. After the DPW fresh water and sulfuric acid
cooling water discharge canals are abandoned and filled and the seepage collection ditch
constructed on the west wall of Gypsum Pile 1, additional piezometers will be installed and a
quarterly monitoring program implemented to document that the seepage collection ditch is
functioning as intended.
' 4.2 Lining of Process Water Return Canal
As outlined in Section 1, the existing process water return canal on the north wall of Gypsum
' Pile 1, the main function of which is to convey process water from Gypsum Piles 3/4, 5 and 6 to
Cooling Pond No. 1, will be reconstructed with a liner system. Lining of this section of the
process water return canal, the existing section of the process water return canal on the south
side of Gypsum Pile 3/4 (Figure 2-1), and a new return water ditch to be constructed around the
north, east and west sides of Gypsum Pile 3/4 will be undertaken in conjunction with the lining
and re -activation of Gypsum Pile 3/4 and the abandonment and filling of the DPW fresh water and
sulfuric acid cooling water discharge canals. The following four phase construction sequence
(Figure 4-1) is planned to maintain the uninterrupted return of process water from the gypsum
piles to Cooling Pond No. 1 during lining of the return water canal system.
' • Phase 1. Reconstruct and line the return water ditch along the north and east walls of
Gypsum Pile 3/4 as part of re -activation of the pile while using the return water ditch
along the west and south walls of Gypsum Pile 3/4 to return process water to Cooling
' Pond No. 1.
• Phase Il. Reconstruct and line the return water ditch along the south and west walls of
Gypsum Pile 3/4 as part of re -activation of the pile while using the Phase I lined return
water ditch along the north and east walls of Gypsum Pile 3/4 to return process water
to Cooling Pond No. 1. (Note that the sequence of Phase I and Phase II may be
' reversed depending on site conditions and pile operation constraints at the time of
construction.)
• Phase III. After abandonment and filling of the DPW fresh water and sulfuric acid cooling
water discharge canals, construct a temporary return water diversion ditch from the
Phase I lined return water ditch at the southeast corner of Gypsum Pile 3/4 to the
existing return water canal on the north wail of Gypsum Pile 1. While using the Phase I

Texasgulf Inc.
File Number 88-144B 4-4
1
' lined return water ditch and the temporary return water diversion ditch to return process
water to Cooling Pond No. 1, reconstruct, straighten and line the return water canal from
the south wall of Gypsum Pile 3/4 to the existing box culvert and from the box culvert
' to the northwest corner of Gypsum Pile 1.
Phase IV. Clean -out the existing seepage collection ditch along the west wall of
Gypsum Pile 1 and divert return water through the Phase III lined return water canal to
' the seepage collection ditch along the west and south walls of Gypsum Pile 1 to Cooling
Pond No. 1. The Phase III temporary return water diversion ditch will then be filled, the
existing return water canal on the north and east walls of Gypsum Pile No. 1
' reconstructed and lined, and the return water flow then diverted into the Phase IV lined
return water canal.
1

N
0 300 600
SCALE — 1'=600'
e
_ f
LINE RETURN WATER DITCH
ON WEST AND SOUTH
WALLS OF GYPSUM PILE 314
WHILE USING PHASE I LINED
RETURN WATER DITCH ON
NORTH AND EAST WALLS TO
RETURN PROCESS WATER
TO COOLING POND NO. 1
GYPSUM PILE 3/4
EXISTING MINE ROAD
—�,
EXISTING BOX CULVERT —
i
EXISTING DPW FRESH —
WATER CANAL (TO BE
ABANDONED AND FILLED) ---
EXISTING RETURN WATER
CANAL (TO BE ABANDONED
AND FILLED)
EXISTING SULFURIC ACID
COOLING WATER DISCHARGE
CANAL (TO BE ABANDONED
AND FILLED)
PHASE 1
LINE RETURN WATER DITCH
ON NORTH AND EAST WALLS
OF GYPSUM PILE 314 WHILE
USING RETURN WATER OITCH
ON WEST AND SOUTH WALLS
TO RETURN PROCESS WATER
TO COOLING POND NO. 1
CONSTRUCT TEMPORARY
DIVERSION DITCH TO MAINTAIN
RETURN WATER TO COOLING
POND NO, 1 AND REALIGN AND
11 LINE RETURN WATER CANAL
j I FROM SOUTH WALL OF
GYPSUM PILE 314 TO
/ NORTHWEST CORNER OF PILE 1
PHASE III TEMPORARY
DIVERSION DITCH
GYPSUM PILE 1
EXISTING SEEPAGE
COLLECTION DITCH
LINE RETURN WATER CANAL
ON NORTH AND EAST WALLS
OF GYPSUM PILE 1 WHILE
USING SEEPAGE COLLECTION
DITCH ON WEST AND SOUTH
WALLS OF GYPSUM PILE 1 TO
RETURN PROCESS WATER TO
COOLING POND NO. 1
'COOLING
POND NO. 1
was

m m m m m m_ M=" m ■n = a= m

1
1
E
1
1
1

4
II!j!j
}
c`
g;
P
e
o
a I
! s66
v6
.a
6
eID
f Y
'y� 4
6 :. g

11
fa
1
I
BORING LOG
BORING NO: PZGPi-i
TOTAL 36.5ft.
ARDAMAN 6 ASSOCIATES, INC.
SHEET I OoFf �
PROJECT Groundwater Evaluation - Seepage Collection and Return Water Ditches FILE NO, BB-1448
CLIENT Texasgulf Inc, _ _ _ ELEVATION 27.3'-(MSL)
BORING LOCATION Gypsum Pile i N 3,267 E 0,943 BORING TppE SPT
COUNTY Beaufort STATE NC CASING TYPE Mane
BATE STARTED 12-3-90 CONPLETED 12-3-90 DRILLER/RIG Lockle CME-55
WATER TABLE: i5t depth ii.25' DATE 12-3-90 TINE Hole at 33.5'
WATER TABLE: 2nd depth -- DATE -- TIIE --
REMARKS Field Inspector: H. Ellingsworth. Borehple grouted with cement-bantonite grout.
LIM
D-15M!s
Las Date
v
d
H =
=
NM
-200
LL
PI
a
Sails Description and Remarks
a
g
m,n
Iz1
(zl
e
13-19
Z2-30
IL
1
22.3
5
17.3
10
16-23
21-32
50
2
Si
14-24
32-32
56
3
12.3
15
Gypsum (fill)
-
12-20
24-32
7.29
20
=
1D-20
26-36
46
5
2.29
25
11-22
33-44
55
6
-2.7
30
2-8
7
Gray to brown silty clay
12-19
20
a
Peat with roots
21-22-54
5016'
9
-7,7
35
Gray to brown fine sand
23-37-45
82
10
Baring terminated at 36.5 feet
Note: Well installed in adjacent borehole
12.7
40

BORING LOG
BORING NO: PZGP!-2
TOTAL OMK 22ft.
ARDAMAN 6 ASSOCIATES, INC.—
SHEET i OF i
PROJECT Groundwater Evaluation - Seepage Collection and Return Kater Ditches FILE NO, BB-1449
CLIENT Texasuulf Inc. ELEVATION 17.2'fwSLl
BORING LOCATION Gypsum Pile t N 3,119 E 10,934 _ BMING TypE 5PT
C%JNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-11-90 COWLS 12-11-90 ORILLER/RIG LOckley/CNE-55
WATER TABLE: ist depth 14' DATE 12-11-90 TIME
WATER TABLE: and depth -- DATE -- TIME --
REIUM field Inspector: H. Ellingsworth.
r es
WN a-15�
Lab Oats
d
t
N
°
Nil
-240
LL
PI
s._a
Sails Description and Remarks
w
.2
fxf
cif
M
czf
a
x
G
�;
14
1
19-27
31-36
56
2
12.2
5
16-26
41-55
50/6'
3
Gypsum (fill)
13-24
54
4
7.21
10
30-47
-34
44-50
50/6'
5
Q
-
14-33-56
50/6'
6
2.2
i 5
-
Peat
to -is
to
7
2 79
2-
Clayey fine sand
E3
Peat
13-32-50
50/6'
9
Dark Grown fine sand with organic material
Boring terminated at 22.0 feet
7.79
25
r2.e
30
17.8
35
22.8
40

t
t
1
1
1
I
i
I
1
1
1

I
1
I
1
1
t
1
BORING LOG
BORING NO: PZGP1-3A
TOTAL
AROAMAN 6 ASSOCIATES, INC.
I OF 125.5ft.
MAECT Groundwater Evaluation - Seepage Collection and Return dater Ditches FILE NO. 88-144B
CLIENT Texasaulf Inc. - -- ELEVATION 18.4'
BORING LOCATION Gro&um Pile i H 4,641 E 10_427 BORING TYPE 5PT
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-1-90 COWLETED 12-1-90 DRILLER/RIG Lockley/CME-55
WATER TABLE 1st depth 4.9' DATE i2-3-so TIME
WATER TABLE 2nd depth -- DATE -- TIME --
RE114M Field Inspector: H. Ellingsworth. Borehole grouted Mith cement-bentonite grout.
_
stanara
rest
Lob Data
g
Qo-15a6
4
3;
61 d
NM
-200
LL
PI
�.o
Sails Descriptio0 and Remarks
c
y
m,o
=
IXi
fXl
ftl
fXl
�1
"'
n
17-is
20-22
35
1
Gypsum (wet) (fill)
20-20
19-20
39
2
13.4
5
-
10-19
27-28
46
3
Brown slightly clayey fine sand
Yellowish brown sandy clay
13-11
'
8.39
10
t0-13
21
5
Yellowish brawn clayey fine sand with
to-e
e-e
is
s
thin lenses of gray clayey fine sand
3.4
15
Brawn slightly clayey to clayey fine sand
9 Y Y
tz-t3
15-19
28
7
f9'17
22-32
39
e
Brown clayey fine sand
-1.6
20
10-13
13-17
26
9
Light brown to light gray slightly silty fine sand
27-28-25
53
to
-6.6
25
si
11
Boring terminated at 25.5 feet
Note: Well installed in adjacent borehole
11.6
30
16.6
35
pj.
61 40

P,
BORING LOG
BORING NO: PZGPI-38
TOTAL DiEP�TH! 25.5ft.
ARDAMAN & ASSOCIATES, INC.
SHEET
PROJECT 6round>rater Evaluation - Seepage Collection and Return (later Ditches FILE NO. N98-i44B
CLIENT Texasaulf Inc. ELEVATION 10.4'(MSL)
BORING LOCATION 6rpsup Pile 1 N 4,641 E-10,427- ,,- BARING "M 5Pi
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-1-90 CONPLETED 12-1-90 ORILLER/RII: Lockle CNE-55
WATER TABLE: ist depth 4.9' DATE 12-3-90 TIME
WATER TABLE and depth -- DATE -- TIME
REK6M Field Inspector: H. Ellin srorth. Borehole grouted with cement-bentonite rout.
suaOM ASf�
r�f D 1
Lob Date
NM
-200
LL
PI
s CL
Soils Description and Remarks
�
Cu
o
17-15
20-22
35
1
Gypsum (wet) [fill)
20-20
39
2
0-20
13.4
5
10-19
46
3
27-2e
Brawn slightly clayey fine sand
Yellowish brawn sandy clay
13-11
21
,
5
8.39
1Q
10-13
l0-B
e-e
16
6
Yellowish brawn clayey fine sand with
thin lenses of gray clayey fine sand
Brown slightly clayey to clayey fine sand
3.4
15
i5_i3
2B
7
19-17
22-32
39
a
Brown clayey fine sand
-1.6
20
f0-13
25
9
13-17
Light brown to light gray slightly silty fine sand
=
27-20-25
53
10
1B-le-43
61
11
-6.6
25
=
Boring terminated at 25.5 feet
Note: Nell installed in adjacent borehole
i11.6
30
16.6
35
d1.6
4Q

1
1
a
a
r
11
1
1
ri
BORING LOG
BORING NO: PZGPI-4
25.5ft.
TAT
ARDAMAN 6 ASSOCIATES, INC.
I OF i
PROJECT Groundwater Evaluation - Seepage Collection and Return pater Ditches FILE NO. 88-1448
CLIENT Texasoulf Inc. - ELEVATION 19._4'_(MSLj �.
BORING LOCATION Gypsum Pile i N 5.139 E 11.107 -_ BORING TYPE SPT ^_
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-9-90 COMPLETED 12-9-90 DRILLERAIG Lockley/CME-55
WATER TABLE: ist depth 4•0' DATE 12-9-90 TINE
WATER TABLE: 2nd depth -- DATE -- THE --
REMARKS Field inspector-. H. Ellingsworth. Borehole sealed with cement-bentonite cvout.
_
5twoorn MM. 191t
LRTM Q-15�'i
Lab Data
o
`
NM
-200
LL
PI
a v
soils Description and Remarks
w
a
Y
(x1
M
(x)
M
Gam
odl
c
14-18
19-22
37
1
Gypsum (fill)
i9-25
23-30
A$
2
3
Q
Dark reddish brown silty fine sand (fill)
14. a
5
17-1
17-19
34
4
Gypsum (fill)
-
0-33
46-'59
79
5
=
15-22
22-20
44
6
9.39
14
i2-16
17-11
33
7
Gray to brown clayey fine sand
Yellowish brown clayey fine sand with
6-5
6-6
11
a
4,4
15
thin layers of gray clayey fine sand (1-2')
7-7
7-0
14
9
Gray clayey fine sand with thin
2-2
2 1
4
10
layers of gray medium fine sand (1/2- i'1
-.6
2-
18128
26
li
Gray fine sand
-5. b
25
14-27-39
66
12
Boring terminated at 25.5 feet
Note: Well installed in adjacent borehole
ro. s
30
15. b
35
2o.
61 40

BORING LOG
BORING NO: PZGPS-2
TOTAL DEPTH: 27.5ft.
AROAMAN & ASSOCIATES, INC.
SHEET i OF i
PROJECT Gypsum Pile 5 Performance Monitoring Program. FILE NO. 07-056C
'
CLIENT Texaspulf Inc. ELEVATION 27. ' Y L)_
-
BORING LOCATION Asper plan _� �22b.� 7t3bO.2 _ BORING TYPE SPT
COUNTY Beaufort STATE worth Carolina CASING Tl'PE None
DATE STARTED 05-25-90 COMPLETED 06-25-90 DRILLER/RIG D.Shanaway / CME-55
WATER TABLE: ist depth 8.72' BIS GATT_ 6-27-90 TIME 0: 27
WATER TABLE: 2nd depth -- DATE -- TIME --
REVAM Field Inspector: Ellingsworth _
_
ASM D-M
m
Leo Data
FS
VCu
rr
J
= ^
d
ww -200 LL PI
5cils Description and Remarks
y
CL
y
Rotary washed to 20.0 feet
22.!
5
Gypsum
Q
17.1
10
15
Gravel
drain
Slightly cemented sand, sand tailings
Dark brown soft silty Clay
7.1
20
2-16-20
36
1
-
_.,
Dark gray to brown nediun to fine sand with trace
=
of phosphate (SP), sand tailings
_
2.1
25
7-11-12
23
2
Boring terminated at 27.5 feet
-2.9
30
1
.
-7.9
35
'
12.g1l
40

1
L
1
1
I
1
U
BORING LOG
BORING NO: PZGP5-4
22.5it.
SHEET
ARDAMAN & ASSOCIATES, INC.
SlfET Of i
I OF
PROJECT Gypsum Pile 5 Perfortance Monitoring Pronram. FILE NO. 87-055C
CLIENT Texas ulf Inc. ELEVATION 25.B'.t(MSL)
BORING LOCATION As per plan BORING TYPE SPT
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 06-25-90 COMPLETED 06-25-90 DRILLER/RIG O.ShanaMay / CME-55
HATER TABLE: ist depth 5.14'BLS DATE 6-27-90 TIME 10:30
RATER TABLE: 2nd depth '- DATE -- TIIE --
REKARK.S Field Inspector: Ellinamrth
r
stlAuvo
ASM
Pan.
0-15M ;
Lab
Bata
.,
U,
U,_ c
NM
-200
LL
o
c
Soils Description and Remarks
=
ski,
(z)
(zl
(z)
Ta
Rotary washed to 15.0 feet
20.8
5
Gypsum
15.8
10
=
Gray fine sand with trace phosphate (5P). sand tailings
to.8
SS
-
6-a-9
i6
1
5.79
20
=
Baring terminated at 22.5 feet
.79
25
-e.2
30
-9.2
35
ti.2
40

1
1
1
1.1
1
1
V
J
BORING LOG
BORING NO: PZGP5-5
:a.aft.
AROAMAN 6 ASSOCIATES, INC.
�Er of 1
SfEHET i OF
PROJECT sypsum Pile 5 Perforeance Monitoring Pro ras. FILE No. 87-055C
CLIENT Texasaulf Inc. ELEVATION 26.8'XWSL1
BORING LOCATION As per plan M 77%PQ(P E(oIto Q,lo BDRINS TYPE SPT
COUNTY BeaufOrt STATE NOrtn Carolina CA51H6 TYPE None
DATE STARTED 05-25-90 COMPLETED 05-26-90 DRILLER/RIG 0.5henawa CME-55
WATER TABLE: ist depth 7.3' SLS DATE 6-27-90 TIME 0:15
WATER TABLE: 2nd depth -- DATE -- TIME --
REKM field Inspector: Ellingsworth
suftum
AM
M.
a-159
MELob
6
Data
m
�
J
3
NM -200 LL PI o Sails Description and Remarks
<
(z) (1) (z) is
"�
a
0
Rotary washed to 10.0 feet
2t.8
5
Gypsum
II
Gravel drain
l6.8
10
_
-
10-ti-to
21
t
Gray to brown fine sand with phoshpate (SP),
=
sand tailings
rt.8
15
=
50/6'
2
Gray medium to fine sand and shell fragments and thin
=
layers of cemented sand and shell fragments (SP and shell)
=
s.»
20
Boring terminated at 19.0 feet
1. 791
25
30
35
l3.2
40

BORING LOG
BORING NO: PZGP5-7
TOTAL DEPTH: 27.Oft.
ARDAMAN 6 ASSOCIATES, INC.
SHEET I OF i
PACT gypsum Pile 5 Performance. Monitoring Program. FILE MD. 87-OBSC
CLIENT Texas ulf Inc. ELEVATION 30.7'--qm L)
BRING LOCATION As per plan KI &Pm%Q Cd5,gL+ MAINS TypE 5PT
Cp ljTr Eeaufort STATE North � Carolina CASINS TNone
DATE STARTED 06-22-90 CoM LETED 06-22-90 DRILLER/RIS O.Shanaway,f CME-55 _..
RATER TABLE ist depth 10.27' BLS DATE 6-27-90 TIME 9: 46
WATER TABLE 2nd depth -- DATE -- TIME --
RCS Field Inspector: Ellingsworth
C
4
stanwe
�
s
G-158fi
Lab Data
g
z
W
w
.r
o
�
°= `
NM
ix1
-200
IzM
LL
IYI
PI
Ix1
i.o
Soils Description and Remarks
o
Rotary washed t0 15.0 feet
25.7
5
Gypsum
20.7
10
15.7
15
18-27-26
53
1-2
Gray to brown medium to fine sand with shell fragments ISP)
10.7
20
-
=
14-21-28
49
3
Cemented medium to fine sand and shell fragments
5.7
25
ISP and shelll
=
26-30-34
64
4
-
30
Boring terminated at 27.0 feet
I.29
35
9.29
46

[I
1
n
1
n
1
I
1
I
BORING LOG
BORING NO: PZGP5-8
TOTAL 25.5ft.
ARDAMAN S ASSOCIATES, INC.
SHEET I OBFF �
PROJECT Gypsum Pile 5 Performance Monitoring Program. FILE No. B7-056C
CLIENT Texas ulf Inc. ELEVATION — T^
BORING LOCATION As per plan PO q,q ;. 87 BORINB TYRE SPT
COUNTY Beaufort STATE North Carolina CIISINB TYPE None
BATE STARTED 06-22-90 CoMpLETED 05-22-90 DRILLER/RIG D.Shanaway / CME-55
WATER TABLE: ist depth it-19' US DATE 6-27-90 TIME 9:50
WATER TABLE: 2nd depth -- BATE -- TIME --
REMARKS Field Inspector: Ellingsworth
ASTM 0-1586
Lab Date
0
= c
a `m
NM
-200
LL
PI
�.a;
�
y
Soils Description and Remarks
w
J
"
o
CU
C3
Rotary washed to 15.0 feet
26
5
Gypsum
21
10
Y
Is
15
15-19-0
35
1
Gray t0 brown medium to fine sand with spine slightly
cemented sand layers (SPI, sand tailings
-
11
20
=
=
Gray to brown nedium to fine sand with trace of shell
fragments (SP), sand tailings
25
5-15-18
33
2
Boring terminated at 25.5 feet
!
30
-4
35
401

I
t
I
1
P
1
1
1
1
rI
1
�l
1
BORING LOG
BORING NO: PZGP5-13
TOTAL 00" 21ft.
ARDAMAN 6 ASSOCIATES, INC.
SHEET 1 OF 1
MOT Groundwater Evaluation -_Seepage Collection and Return Mater Ditches FILE N0, BB-144B
CLIENT Texasgulf Inc. _ ELEVATION 23.4-(NSL)
BORING LOCATION 610sus pile 5 N 8,294 E 7,862 _ BORING TYPE SPT
COUNTY Beaufort STATE NC CASING Type None
DATE STARTED 12-1-90 CONPLETED 12-1-90 ORILLERAIG Lockle CNE-55
WATER TABLE. ist depth 5.5' DATE 12-1-90 TINE
WATER TABLE: 2nd depth -- DATE -- TINE --
RDWKS Field Inspector: H. Ellingsworth. Borehole backfilled With_sand tailings. --
standard
r�
P".
&-006 s
Lab Data
g
c
M
w
J
6
o
c
=
^ d
NM
-200
LL
PI
Soils Description and Reuarks
ail
Z
Izl
(s)
Iz)
m
�Ca
o
3_A
7 1
Sand tailings (fill)
2
Gypsum (fill)
7-12
14-14
26
3
18.d
Sand tailings (fill)
12-13
t0-13
23 4
ib-!7
29 5
Gypsum {fill)
7-7
17 6
-
13.4
10
Gray to brawn fine sand with lenses of slightly silty
13-16-19
35 7
8.39
15
fine sand and trace phosphates (sand tailings) Ifill)
3.4
20
12-14-16
30 a
Boring terminated at 21.0 feet
Nate: Well installed in adjacent borehole
-1. 6
25
-6.6
30
r1.6
35
16.6
40

I
J
1
1
I
I
1
1
1
1
fl
BORING LOG
BORING NO: PZGP5—i4
TOTAL OEPTIt 21.Gft.
ARDAMAN 6 ASSOCIATES, INC .
PROJECT Groundwater Evaluation - Seepage Collection and Return Water Ditches FILE No. 88-1448
CLIENT Texas ult Inc. ELEVATION 22.1' KSLL_
BORING LOCATION 6vosum Pile 5 N Q. 171 E 6 862 BORING rfpE SPT
COUNTY Beaufort STATE KC CASING TypE None
DATE STARTED 12-1-90 COMPLETED 12-1-90 DRIL.LER/RIG Locklev/CNE-55
MATER TABLE: tat depth 4.25' DATE 12-1-90 TINE
MATER TABLE: 2nd depth -- DATE -- TIME --
REKM Field Inspector: H. Ellingsworth. Borehole backfilled with sand tailings.
_
�M 0-
Lab
Date
NN
-200
LL
Pi
a o
Saila Description and Remarks
t
W
m'fl
Q
m
M
(1)
M
a i
O
Cu
O
CD
5-5
12
1
Gray to brown fine sand with thin layers of gypsum
8-7
7-7
14
2
s-B
B-10
14
3
17.1
5
97-13
17
4
12.1
to
Sand tailings (fill)
=
=
-
8-9
11-15
20
NR
7.1
15
4-6
9-10
i 5
5
2. 11
20
5-8
1a-9
18
6
Boring terminated at 21.0 feet
Note: Well installed in adjacent borehole
-2.9
25
-7. 9
30
12, 91
35
17.9
4a

BORING LOG
BORING NO: PZGP5-15
i2•att.
TSHEET °
ARDAMAN 6 ASSOCIATES, INC.
p OF
PROJECT Groundoater Evaluation - Seepage Collection and Return Mater Ditches FILE Rd, 88-1448
CLIENT TexasDulf Inc. ELEVATION 18.5'[NSL1
BORING LOCATION Gypsum Pile 5 N 7.709 E 6,080 BORING TYPE SPT
COUNTY Beaufort STATE NC CASIFB TYPE None
DATE STARTED 12-f0-90 COWLETED 12-10-90 ORILLEA/RIG Lockley/CME-55
WATER TABLE: sst depth -- DATE -- TIME --
WATER TABLE 2nd depth -- DATE '- TIME --
RENM Field Inspector: H. Ellingsworth.
sumned
o-�ees
s
Lab Date
Coo�sT!!
o
NN
-200
LL PI a n
50i1s Description and Remarks
}
mul[zl
[zl
!zM IZJ
a
o
6-7 li
i
Gray to brown fine sand with traces of shell
7-6 1z
2
fragments and layers of clayey fine sand
6-7
13.5
5
f!-8 38
3
30�50l,'
Gray to brawn slightly clayey fine sand slightly,
-
50/5' 50/5`
4
cemented with shell fragments
=
27-6
so
5
8.5
to
Gray to brown fine sand with traces of shell fragments
9 16
��
6
Baring terminated at 12.0 feet
3.5
15
-1.5
20
-6.5
25
11.5
30
1
r-16.51
35
21.
40

I
iJ
I
1
41
I
1
BORING LOG
BORING NO: P
.oft.
TOTAL l2oft.
ARDAMAN 6 ASSOCIATES. INC.fi
SHEET I OoFf i
PROJECT Groundwater Evaluation - Seepage Collection and Return water Ditches FILE NO, 88-144B
CLIENT THUMP Inc. - ELEVATION 20.6'I1430
BORING LOCATION Gypsum File 5 N 6,825 E 6,241 BORING TYPE SPT
COUNTY Beaufort STATE CASING TypE None
DATE STARTED 12-4-90 CpppLETED i2-4-90 ORILLERAIG Lockle CME-55
WATER TABLE tat depth -- DATE -- TIME --
WATER TABLE: 2nd depth -- DATE -- TIME --
REMARKS Field Inspector: H. Ellingsworth
standarde t
am 0-t5e6
lac flats
a
_
r
r
J
NN
-200
LL
PI
t, a
5011s Description and Remarks
m'A
y
-
m
x
r.,
7-9
9-l0
i8
i
Gray to brawn fine sand with thin layers
of gray clayey fine sand with traces of shell fragments
10-12
12-13
24
15.6
5
9-9
9-11
18
3
-
7-7
7-7
14
4
Gray to brawn fine sand with shell fragments
3-4
9-t3
10.6
10
_
-
14-16
17-14
33
6
Baring terminated at 12.D feet
5.6
15
.6
20
-4.4
25
9.39
30
14.4
35
19.4
40

BORING LOG
BORING NO: PZGP5-17
TOTAL 16.Oit.
ARDAMAN G ASSOCIATES, INC.
SHEET I OoFf s
PROJECT Groundwater Evaluation - Seepage Collection and Return water Ditches FILE NO, 88-1448
CLIENT Texesgulf Inc. ELEVATION 22.6-IMSQ
BORING LOCATION 610sur Pile 5 N 5,495 E 6,540 BORING TYPE 5PT
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-4-90 COMPLETED 12-4-90 ORILLER/RIG Lockler/CME-55
WATER TABLE: 19t depth 4.2' DATE 12-4-90 TIME
WATER TABLE. 2nd depth -- DATE -- TIME --
RENAfW(5 Field Inspector: N.-Ellingsworth,
WUM
119T11
PIN.
�B •
Lae Data
o
"
G
-200
PI
Sails Description and Remarks
L
4.1
O
fNM
f
li7f
lLL1
3)
W
{a,._n
O C
4
G
¢ 2
17
t
Sand tailings (fill)
13-16
32
2
16-1a
7-8
6-3
14
3
17.6
5
Gray to brown fine sand with shell
5-2
7
4
fragments and thin layers of clay
34-50/5'
50/5'
5
=
- slightly clayey fine sand and shell below 14 feet
7'6
15
12-17
15-13
32
6
Baring terminated at 16.0 feet
2.6
20
-2.4
25
-7.4
30
12.4
35
r7.4
40

1
I
1
H
I
I
I
I
I
I
I
1
I

BORING LOG
BORING NO: PZGPS—SB
TOTAL 1s.Oft.
ARDAMAN 6 ASSOCIATES, INC.
SHEET I F
OF �
PROJECT Groundwater Evaluation - Seepage Collection and Return Mater Ditches FILE NO. 68-1448
CLIENT Texasculf Inc. _ ELEVATION 24.4-(4SL1
BORING LOCATION Gypsum Pile 5 N 5.941 E 7.336 BORING TYPE SPT
COL#M Beaufort STATE NC CASING TYPE None
DATE STARTED 12-4-90 CONPLEM 12-4-90 DRILLER/RIG Lockley/CNE-55
MATER TABLE 1st depth 5 5' DATE TINE
MATER TABLE 2nd depth -- DATE -- THE --
RDtM Field Inspector: H. Ellingsworth.
_
MOON
d-6ast
Leh GetsGSM
o
NM
-200
LL
PI
} o
Soils Description and Remarksc
y
8
m "
x
Lq
I>s1
I>:!
I><I
lii
ci
ils
0
2-4
7-9
it
1
Sand tailings (fill)
f2-17
21-29
39
2
l9.4
5
17-9
15-20
32
3
9-14
15-45
29
4
16-20
24-31
44
5
=
14.4
10
Gray to brown fine sand with shell fragments and
thin layers of gray clayey fine sand
=
=
9.39
1 15
9-16
24-34
40
6
Boring terminated at 16.0 feet
4.4
20
-.6
25
-5.6
30
jo. si
35
15.6
40

I
1
a
Al
C
I
I
I
I
1.11,1
�fl
a
I

L�
I
I
I
I
u
J
BORING LOG
GORING NO: PZGP5—!9
TOTAL lift.
ARDAMAN 6 ASSOCIATES, INC.
T
PROJECT Groundwater Evaluation - Seepage Collection and Return later Ditches FILE NO. 88-t448
CLIENT Texasaulf Inc. _ ELEVATION 2t'i14SLM
BORING LOCATION Gypsum Pile 5 N 8.195 E S.320 MAINS TYPE SPT
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-13-90 COMPLETED 12-13-90 DRILLERATS Lockley/LNE-55
WATER TABLE: Sat depth -- DATE -- TINE --
HATER TABLE: 2nd depth -- DATE -- TIME --
REMURM;S field Inspector: H. Ellingsworth.
"Upa a9TMl
o-15B6
flit
Leo Oats
o
rr
o
^ _
0 C-
NN
-200
LL
PI
.. n
Soils Description and Remarks
r
w
CL
Ix1
W
fxl
(1)
o
Rotary wash
16
5
-
11
to
5-7
6 9
15
i
Gray to brown fine sand with traces of shell fragments
Boring terminated at 11.0 feet
6
15
2a
-a
25
-
30
-r4
35
-f-9
1 40

I
I
F

r--1
u
1
1
1
L1
I
I]
u
1
BORING LOG
BORING NO: PZGP5-20
TOTAL 12.dit.
ARDA14AN 6 ASSOCIATES, INC.
SHEET I OOFF i
PROJECT Groundwater Evaluation - Seepage Collection and Return Water Ditches FILE No. B8-144B
CLIENT Texas u f Inc. ELEVATION 22.3' MSL
BORING LOCATION Grpsuw Pile N 6.534 E 6.265 - , __.. BORING TYPE SPT
MINTY Beaufort STATE NC CASINS TypE None
DATE STARTED 12-13-90 COWLETED 12-13-90 ORILLER/pIG Locklay/CME-55
WATER TABLE: ist depth -- DATE -- TIIE --
WATER TABLE: 2nd depth -- DATE -- TIME --
RE)OM Field Inspector: H. Ellingsworth.stindard
'
D /STM -tses
Lop Data
_
o
_
WX
-200
LL
PI
r o
Soils Description and Remarks
r
4z
is
m
z
of ail
(L)
(Y)
iXl
(i)
`c3
`
�
a
�
o
Sand tailings Ifilil
17.3
5
=
Gray to brawn fine sand with traces of shell fragments
4-6
9-li
t5
1
-
12.3
10
Boring terminated at 12.0 feet
7.29
15
2.29
20
-2.7
25
-7.7
30
t2.7
35
17.7
40

u
C�
I I
1
F��
1
n
LJ
BORING LOG
BORING NO: PZGPG—!
TOTAL DEPTH; 25.0ft.
ARDAMAN 6 ASSOCIATES. INC.
SHEET i OF i
PROJECT Groundwater Evaluation - Seepage Collection and Return Nater Ditches FILE NO, BB-MB
CLIENT Texasgulf Inc. ELEVATION 35.5-(NSLI
BORING LOCATION GYPSUM Pile 6 H 5.44E E k 208 BDRINS TYPE SPT
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 12-1-90 COMPLETED 12-1-90 ORILLER/RIG Lockley/CNE-55
WATER TABLE: ist depth -- DATE -- TIME
WATER TABLE: 2nd depth -- DATE -- TIME '-
REMAFII(S Field Inspector! H. Ellingsworth
c
Mn r
WN
0-15B6
Ms
Lae Da
Data
0
NM
-200
LL
PI
a.o
rs
Soils Description and Remarks
o:
�►
� �
��
(z1
Iz1
!z1
(z1
� �
8
�
0
30.5
5
Gypsum Ifi11)
25.5
i0
11-12
20.5
15
a-e
e-u
!a
2
15.5
20
'
-
19-i6
23-22
39
3
Gray fine sand with shell fragments
=
and layers of gray sandy clay
=
10.5
25
8-11
1-5
ie
4
5
Boring terminated at 26.D feet.
5.5
30
35

I
I
A
1
P-
I
I
I
i
I
J

I
1
1
1
I
I
1
BORING LOG
BORING NO: PZGP6-2
TOTAL 2E.oft.
AROAMAN S ASSOCIATES, INC.
SHEET I OoFf 1
pRO ECt Groundwater Evaluation - Seepage Collection and Return Water Ditches _ _ _ FILE NO, BB-144B
CLIENT Texasguif_Inc. ELEVATION 28.6' WSl
BORING LOCATION Gypsum Pile 5 N 5,570 E 8,220 BORING TYPE 5PT
COUNTY Beaufort STATE WC CASING TYPE None
DATE STARTED 12-1-90 COMp1,ETEp 12-1-90 DRILLER/RIG Loctley/M-55
WATER TABLE !St depth 7' DATE 12-1-go TIME
WATER TABLE: 2nd depth -- DATE -- TIIE --
REMM Field Inspector: N. Ellingsworth. Boreholoe sealed with cement-bentonite grout.
C
INSE
AM Q-M
Lab Data
0
NW
-200
LL
PI
t a
Sails Description and Remarks
m
lot Q
(x)
{x)
M
M
o
la
2-3
3-2
6
1
Gypsum (fill)
3-4
3-4
7
2
23.6
5
3-3
3-5
6
3
Brawn fine sand and shell fragments (fill)
3-1
5
4
Y
Gray to Drown slightly clayey fine
-
18
]0
i/36'
l/35'
5.6
sand with shell fragments (fill)
1-1
3
6
Gray to brown slightly clayey fine sand
2-3
with shell fragments and thin layers of gypsum (fill)
=
13.51
15
13-28-34
62
7
Gypsum (fill)
8.6
20
7-9
12-19
21
a
Gray fine sand with shell fragments and thin
layers of gray to brown clay (fill)
3.6
25
g-y
2-1
11
9
!-2
3-3
5
10
Baring terminated at 2B.0 feet
-1.4
30
Note: Well installed in adjacent borehole
-6.4
35
11.4
40

I
Fil
ri'll
I
I
kd
hi
'i
I
A
H

BORING LOG
BORING NO: PZGP6-3
TDTAL 31.0ft.
ARDAMAN 6 ASSOCIATES, INC.
SHEET I OoFf s
PROJECT Groundwater Eraivation - 5ee a e Collection and Return Water Oitches PILE NO, 88-144B
CLIENT IeKasaulf Inc. ELEVATION 1.e' NSL
BORING LOCATION bYesu■ Pile 6 N 5.282 E 9,310 B MlNG. TYPE 5PT
COUNTY Beaufort STATE ►1C CASING TYPE None
DATE STARTED 11-28-90 COMPLETED 1i-28-90 ORILLER/RIB Lockley/CNE-55
WATER TABLE: ist depth -- DATE - TIME --
HATER TABLE 2nd depth -- DATE '- TIME --
RENARKS Field Inspector: H. Ellingsworth. Borehale sealed with cement-bentonite Arout.
m WN
D-l966 lastLan
Data
a
r
`
J
:: ;
NM
-200
LL
PI
>. o
Sails Oescription end Remarks
t
�
_
2
m
!il
(s)CD
!zf
o
o
26.8
5
13-15
19-22
34
1
21.8
10-5
Gypsum (fill)
5fi
10
2
16.8
15
4-i0
16-19
26
3
11.8
20
-
-
Gray to brown fine sand, slightly
17-32
57-50/3'
e9
A
cemented with shell fragments
=
6.79
25
11-16
17-19
33
5
Gray to brown fine sand with shell fragments
1.79
30
6-6
10-11
16
6
Boring terminated at 31.0 feet
Note: Well installed in adjacent borehole
-3.2
35
12140

LI,
Lei
I
I
I
I
F-i
I
a

r,
J
I
1
i�
i] L
1
1
1
1
1
I
BORING LOG
BORING NO: PZGP6-4
D 35.6ft.
ARDAMAN s AS5DCIATES, INC.
SHEET OFT i
PROJECT Groundwater Evaluation - Seepage Collection and Return Water Ditches FILE NO. 88-144B
CLIENT Texas ulf Inc. ELEVATION 26.51(M5L) _
6 TTPE BORING LOCATION .Yasuo Pile, 6 „N5.396 E 9.318 BORING „ ,....,. SPT
COUNTY Beaufort STATE NC CASING TYPE None
DATE STARTED 11-30-90 COWLETED 11-30-90 DRILLERAIB Lockley/CME-55
WATER TABLE: 19t depth 7.0- DATE TINE
WATER TABLE 2nd depth -- DATE -- TIIE --
RENAM Field Inspector: H. Ellingsworth._ Borehole grouted with cement-bentonite-grout.
iuet
►sTM
flit
o-15e6
Lab oats
o
rJ
v
r+
J
NM
-zoo
LL
PI
t o
Sails Description and Remarks
t
w
a
�,n
=
01 22
Ix)
Ix)
(x)
Ix)
ca
a
e-so
10-11
20
1
Sand tailings (fill)
tt-13
12-12
25
2
21.5
5
10-10
10-10
20
3
Gypsum (fill)
7-10
8-7Sand
ie
4
Y
tailings (fill)
9-to
10-13
20
5
16.5
SO
Gypsum with thin layers of sand tailings (fill)
8-e
12-is
20
6
1I.5
15
'
=
Gray to brown slightly clayey to clayey fine
8-8
&M-3
33
7
sand with roots and traces of shell fragments (fill)
_
6-4
5-3
9
e
=
6.5
20
Dark gray silty clay with traces of sand
7
e
y
8-g
10-t2
le
10
Yellowish brown sandy clay to clayey fine sand
1.5
25
4-4
4-6
8
i1
Yellowish brown slightly clayey fine sand
10-lo
zz
12
with thin lenses of gray fine sand
12-1T
-3.5
30
22-2o
30-34
50
13
Yellowish brown to brown fine sand with
thin layers of gray clayey fine sand
15-31-fit
50/6'
l4
-a.5
35
Baring terminated at 35.0 feet
Note: Nell installed in adjacent borehole
F13,51
461

1
Ll
0
a
1
10
I
I
I
I
L�
I
f]

1
1
1
�i
1
1
1
1
1
BORING LOG
BORING NO: PZGP6-5A
TOTAL OEPTK 30.5ft.
AROAMAN S ASSOCIATES, INC.
SHEET i OF i
PROJECT Groundwater Evaluation - Seepage Collection and Return water Oitches FILE NO BB-t44B
CLIENT Texasoulf Inc. ELEVATION 30.5'(M5LM
BORING LOCATION Gypsum Pile 6 N 4,520 E 9,541 BORING rypE 5PT
COUNTY Beaufort STATE NC CASING rfPE None
GATE STARTED tt-20-90 COMaETED it-28-90 ORILLER/RIG Lockley/CNE-55
WATER TABLE: tat depth '- DATE -- TIME --
WATER TABLE: 2nd depth " DATE '- TIME -'
REM M Field Insyector: H. Ellingsworth. _Borehole sealed with cement -bentonite grout.stanalf's
pen.
A9T11 0-1586 em
Lee Omtm
a
J
1b
EL
m,d
x
LT
NM
IX1
-200
f�l
LL
{xl
Pi
IxM
o
0
Soils Description and Remarks242
25.5
5
Gypsum (fill)
'
_
20.5
10
4-0
13-13
2i
1
15.5
15
MD
10-10
20
2
10.5
2D
15-ig
2l-25
40
3
Gray fine sand with shell fragments (fill)
5.5
25
36-50/3'
50l3'
4
Gray to brown fine sand with traces of clay
and shell fragments, slightly cemented (fill)
Gray fine sand with traces of shell fragments (fill)
16-0-19
36
5
30
Boring terminated at 30.5 feet
Note: Well installed in adjacent borehole
-4.5
35
--Q. 51
40

F,
u
1
1
u
BORING LOG
BORING NO: PZGPB-58
TOTAL 30.5ft.
AROAMAN 6 ASSOCIATES, INC.
SHEET I OF i
PROJECT Groundwater Evaluation - Seepage Collection and Return Mater Ditches FILE NO, 88-144B
CLIE#fT Texasoulf Inc. ELEVATION 30.5'(NSL)
BORING LOCATION 61 our Pile 6 N 4,520 E 9 541 BMINr, TVPE SPT
COUNTY Beaufort STATE tC CASING T1'PE None
DATE STARTED 11-28-90 COMPLETED 11-28-90 DRILLER/RIG Lockle CKE-55
WATER TABLE ist depth -- DATE -- TIME --
WATER TABLE 2nd depth -- DATE -- TIME --
REMM Field Inspector_ H.-Ellingsworth. Borehole sealed with cement-bentonite grout.
o-tse6 1a
Lab Data
a
w
�
J
2
= M
d
N14
-200
LL
PI
n
Soils Description and Remarks
a
y
0
25. 5
5
Gypsum (filth
13 B3
21
1
ao.
!a
15.5
15
?-to
to -to
20
2
10.5
20
=
15-19
21-25
40
3
Gray fine sand with shell fragments (fill)
=
5.5
25
36-50/3•
50/3'
4
Gray to brown fine sand with traces of clay
and shell fragments, slighlty cemented (fill)
Gray fine sand with traces of shell fragments
16-17-19
36
5
30
Boring terminated at 30.5 feet
Nate: well installed in adjacent borehole
-4.5
35
-9.51
40

1
u
1
1
1
BORING LOG
BORING NO: PZGP6-7A
TOTAL 31.0ft.
AROAMAN 6 ASSOCIATES. INC.
SHEET i OoFf i
PROJECT Groundwater Evaluation - SeeLaage_Collection and „Return Nater Oitches FILE No. 66-1448
—
CLIENT Texasoulf Inc. ELEVATION 15.8 KSL1_
BORING LOCATION Gypsum _Pile 6 N 4, 515 _ E 9, 641 ., _._._ _ ...,,, BORING TYPE SPT
COMTY Beaufort STATE NC CASING TYPE None
DATE STARTED li-30-90 COIELETM fi-30-90 DRILLERAIG Lockley/CME-55
WATER TABLE 19t depth 2.5' DATE 11-30-90 TINE
WATER TABLE: 2nd depth -- DATE -- TIME --
REWAA* Field Inspector' H, Ellin swarth. Borehole sealed with cement-bentonite grout.
stana
ASTR
o-ts66
felt
Lab Data
Co
y
y,
d
AM
-200
LL
P1
s C.
Soils Description and Remarks
m"
I>jl
(11
M
=
o
e-2o
34
t
Gray to brown fine sand with traces of shell
fragments and thin layers of clay (fill)
14-8
25
2
Q
-
.
3
17-12
_
Brown fine sand with shell fragments (fill)
-_
10.8
5
7-a
11-iz
19
4
=
Gypsum {fill)
112216
17
5
Gray fine sand with thin lenses of gypsum (fill)
4-4
5-5
9
6
Yellowish brown slightly clayey to clayey fine sand
7-7
7-7
14
7
3-3
3-2
6
e
8
15
4-
6-7
12
9
Light brown fine sand with thin lenses of
slightly clayey fine sand
Light brown fine sand
17-21
20-22
41
to
-4.2
20
17-19
15-13
34
11
Light brawn fine sand with lenses of gray fine sand
1lt8'
t/18'
i2
-9 2
25
Dark gray sandy silty clay
MOH-2'
MOH
13
4-5
7
14
Gray clayey fine sand and shell fragments
7-9
6-8
17
15
14.2
30
Baring terminated at 3}.0 feet
Note: Well installed in adjacent borehole
l9.2
35
-24.21
40

H
I
41 1
a
1
a
1

1
1
I
1
�J
1
BORING LOG
BORING NO: PZGPG-7B
TOTAL 3i.0ft.
ARDAMAN 6 ASSOCIATES, INC.
sME1�r of
I OF i
PROJECT Groundwater £raluation - Seepage Collection and Return water Ditches FILE NO. BB-144B
CLIENT Texasgulf Inc. ELEVATION 15.e' LM_511__
BORING LOCATION G suw Pile 6 N 4,515 E 9,841 BORING "K SPT
COIlMTy Beaufort STATE NC CASING TYPE None
DATE STARTED 11-30-90 FETED 11-30-90 ORILLEA/RIG Lockle CME-55
WATER TABLE ist depth 2•5' DATE TIME
WATER TABLE 2nd depth -- DATE -- TIME --
REMAM Field Inspector: H. Ellingsworth. Borehole sealed with covent-bentanite grout.
--staflaara
ASO
M.
D-86
a st
Lab Data
m
O
J
"
y
4
NN
-200
LL
PI
_
t o
Sails Description and Remarks
p
t
t
z
I21
(s1
is)
fs1
o
15-i6
18-20
34
t
Gray to brown fine sand with traces of shell
fragments and thin layers of clay (fill)
1D-B
2g
2
Q
3
17-12
Brawn fine sand with shell fragments (fill)
10.8
5
7-8
tt-tz
19
4
Gypsun (fill)
17
5
Gray fine sand with thin lenses of gypsum (fill)
912-0
-10
10
4-4
5-5
9
6
5.8
t0
Yellowish brawn slightly clayey to clayey fine sand
7 7
S4
7
3-3
3-2
6
a
8
15
6-7
iz
9
Light brown fine sand with thin lenses of
slightly clayey fine sand
Light brown fine sand
-
17-21
41
to
20-22
=
-4.2
20
-
=
t7-19
15-13
34
1t
Light brown fine sand with lenses of gray fine sand
NOR-i'
1/1B'
1/iS*
12
-9
25
woH-2'
NDH
t3
Dark gray sandy silty clay
2-3
4-5
7
t4
Gray clayey fine sand and shell fragments
14.2
30
7-9
B-B
17
k5
Boring terminated at 31.0 feet
Note: Well installed in adjacent borehole
ls.2
35
-24.21
40

I
u
H,
I
j
1
1
I
1
1
1

BORING LOG
BORING NO: PZGP6-8
TOTAL 30.5ft.
ARDAMAN G ASSOCIATES, INC.
SHEET I OF i
pRDjECT Groundwater Evaluation - Seepage Collection and Return Water Ditches FILE NO. 88-t44B
CLIENT Texasaulf Inc. ELEVATION 29.9-(ML)
BORING LOCATION 619sua Pile 6 N 3,547 E 9,507 MMNr, rfPE 5PT
COLffy Beaufort STATE NC CASING TYPE None
DATE STARTED t1-2E-90 COMPLETED 11-20-90 DRILLER/RIG Lockle CNE-55
WATER TABLE ist depth -- DATE -- TIME --
WATER TABLE, 2nd depth -- DATE -- TIfE --
REMAM Field Inspector: N. Ellingsworth.
standapsLab
AWN D-1506
Data
3
v
NM
-200
LL
PI
}.o
soils Description and Remarks
y
CM
.2'0Cz
$
it
1a
24.9
5
Gypsum (fiIII
3-4
4_5
a
1
Brown sandy clay (fill)
19.9
10
i5-!o
s9
2
9-13
3
14.9
15
Gypsum (fill)
9-12
l7-25
29
4
9.89
20
9-tfi
28-35
41
5
Brown fine sand with shell fragments (dredge sand)
- gray fine sand below 24 feet
=
4.9
25
21-25
iB-21
43
B
_
-.1
30
- with thin layers of shell fragments below 29 feet
28-32-35
67
7
Boring terminated at 30.5 feet
-5.1
35
lo. 11
40

h
1
1
BORING LOG
BORING NO: PZGPS-10
TOTAL 25ft.
AROAMAN 6 ASSOCIATES, INC.
F
SHEET I oOf s
PROJECT Groundmater Evaluation - Seepage Collection and Return water Ditches FILE No, B8-1448
CLIENT Tggesqq1t Inc. ELEVATION 15,1'(NSLI
BOliINS LOCATION Gypsum Pile 6 N 3,535 E 9, 877 _ MAINS TYPE SPT
CDXTY Beaufort STATE NC CASING TVPE None
DATE STARTED 11-30-90 COWLS 11-30-90 DRILLER/Ala Lockle CAE-55
WATER TABLE sst depth 1.5' DATE 11-30-90 TIME 0930
WATER TABLE 2nd depth -" DATE -- TINE --
REl11Fi(S Field Inspector: H. Ellingsworth. Borehole sealed with cement-bentonite grout.
lostLeh
AM o-�
Date
m
_
v
= M
a
NM
-200
LL
PI
�.n
R
Soils Description andemarks
y
CL
c
m"
y
$
NYI
NXI
NYl
fYl
y
o
iB-14
11-14
25
i
Gray to brown fine sand {fill)
Y
-
14-20
20-0
40
2
SQ.1
5
Brown fine sand with shell fragments lfilli
TO
e-7
21
3
B-B 12
10-
1B
4
"
"
5.1
SO
"
2-3
3 3
6
5
Yellowish brown clayey fine sand ffilll
4-4
6-6
!0
6
Yellowish brown slightly silty fine sand
7-8
11
7
.1
i5
4-2
1-2
3
a
to
Yellowish brown silty clay
Gray silty clay
1-1
2-1
3
it
Gray sandy silty with thin lenses of gray fine sand
-4.9
20
1-1
1-3
2
12
Dark gray organic silt
13
Gray silty clay with shell fragments
2-4
3-5
7
14
Gray clayey fine sand and shell fragments
5-�fi
12
15
9.89
25
Boring terminated at 25.0 feet
Note: well installed in adjacent borehole
14.9
30
19.9
35
24.9
40

0
�-1
1
I
F,
u
1
il

I
NORTH CAROLINA DEPARr11111111Kr OF ENV503�ff. HMTH AND MATtXIAL RESOURCES
ON=m OF EI1viinowN 1RAL YAnAGE#KIrr - GROtaOwATER SOCT10M
P.O. SOIL rMW- RAUDM IIC IMI-78P
P"M9"-11=2M
WELL CONSTRUCTION RECORD
PIEZONETER NO. PZGP1-I
tRILLiNG CONTRACTOR Ardaman & Associates, Inc.
ILLER REGISTRATION NUMBER 1019
FOR OFFICE ME ONLY
Ouad. No. Serial No.
Lat. Long PC
Minor Basin
Basin Cods
Header Ent. GW-1 Ent -
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina
County: Beaufort
0e01n DRILLING LOG
(Roan. Community, or Subdivision and Lot No.)
Texasgulf Inc._
From To Formation Deecnpnon
.
OWNER _
ADDRESS P.O. Box 48
SEE ATTACHED BORING LOG
'
.Street or gouts No.
Aurora, North Carolina 27806
City or Town State Zip Coae
3,
DATE DRILLED 12-7-90 USE OF WELL . Monitoring*
iTOTAL
DEPTH 22 ' CUTTINGS COLLECTED ❑ Yes N No
t,
DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
STATIC WATER LEVEL: 16.8 FT. ❑ above TOP OF CASING.
■below
3
TOP OF CASING SS FT, ABOVE LAND SURFACE,
7.
YIELD '9Pm): x METHOD OF TEST x
WATER ZONES (aeotn): x
3.
CHLORINATION: -. e x Amount x
CASING.
�.VaII '"ickness
0 aaalhonal Saace is needea use back of form.
=-otr -iameier or wefanfiFt Mater+ai
= 0.0 -; 16.5 2" SCh 40 PVC
L:CATION SKETCH
cm =;
_.cm FI
;Show oirecnon and Clstance from at least two State Roads,
or cm..er maD reference oornts)
=.gym f
SEE ATTACKED PIEZOMETER LOCATION PLAN
^GL_
__o:r ':Iatenal nnetnod *Water Level Only
0.0 13.0 Neat Cement Tremmie
_ Piezometer Location by Texasgulf
='Om -t Plant Coordinates: N 32+66.84
-otn -Diameter Slot Size maieriai Top of Casing Elevation 30.04 feet (MSL)
- om 16.5 -D 21.0 Ft. 2 n. 0.010 PVC
-rom -o "rf. in. in.
=rom Ft. in. in.
�3. GRAVEL PACK.
Deotn Size Material
=rom 15.0 -o 22.0 Ft. _ 4LN Silica Sand
From T o Ft.
14. REMARKS: Bentonite Seal From 13.0 to 15.0 feet; 1 Stainless Steel Centralizer on Well Screen.
DO HEREBY CERTIFY THAT THIS WELL WAS �CRS UCTED IN CORD CE WITH 18 NCAC ZC. WELL CONSTAUCTiON
STANDARDS, AND THAT A COPY OF THIS BEET! TO WB.L O
W
N
E
R..
WA O1/21/91
SiONATURE OF CONTRACTOR OR A6EW DATE
GWt REVISED 2190 Submit onpinal to Division of Environmental Maneosment and Copy to wU owner.

IJ
NOM CARQAA OEPARtlliRilfr OF ZNWNK fff KEALTK AND NA7UliAL IUMOL 4 53
owmm of E11YS1ONINMTAL 110MAOE!!JR - OROLM MATU SECTOOK
P.O. SOY 2701- RALEIO L PC Y1e'11.7W
P"M R1tli7=Y41221
WELL CONSTRUCTION RECORD
PIEZOMETER NO. PZGP1-2
tRILLING CONTRACTOR Ardaman & Associates, Inc.
RILLER REGISTRATION NUMBER 1019
WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina
(Road. Community. or Subdivision and Lot No.)
2. OWNER Texasgulf Inc.
ADDRESS P.O. Box 48
beet o Foute No.
Aurora North Caroiina 27806
City or Town State Zio Code
DATE DRILLED 12-12-90 USE OF WELL. Monitoring*
. TOTAL DEPTH 17 • 5 ' CUTTINGS COLLECTED ❑ Yes 0 No
5. DOES WELL REPLACE EXISTING WELL? LI Yes N No
STATIC WATER LEVEL: 12 • 6 FT. 0 above TOP OF CASING.
■ below
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD ;gt7m]: x METHOD OF TEST X
.1. WATER ZONES (depth): x
x. CHLORINA TICK: -toe X amount x
CASING. _
'Nall TnicKness
�aotn : iameier ,3r 1+VefgnuF:! '.'atenal
0.0 12.0 =: 2" Sch 40 PVC
=,7m
FOR OFFICE USE ONLY
Oued. NO. Banat No.
Lat. Long. Pc
Minw Basin
Basin Coda
Haadar Ent. 4W-1 Ent,
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0223
County: Beaufort
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
It 30CItional SDaCe is needed use oaCK of form.
7IQN SKETCH
:5how airection ana aistance from at least two State Roads.
;r olner ma❑ reference pouts)
SEE ATTACHED PIEZOMETER LOCATION PLAN
aaou-
�eo;n atenai le'noa *Water Level Only
0.0 8.5 Neat Cement Tremmie
Piezometer Location by Texasgulf _
° - Plant Coordinates: N 31+18.80
E 109+34.07
Deoth Diameter Slot &Ze 'hater+a+ Top of Casing Elevation 20.14 feet (MSL)
=ern 12.0 , o 16.5 2 n. 0.010 ,ri. PVC
- om 7o
To_FI. in, in.
�3. GRAVEL PACK:
Depth Size Material
=rom 10.0 To 17.5 GI4/20 Silica Sand
iFrom To Ft,
14. REMARKS: Bentonite Seal From 8.5 to 10.Ofeet• 1 Stainless Steel Centralizer on Well Screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS COVqUUCTED IN AC RDA E WITH 15 NCAC 2C, WELL CONSTFI<ICTION
STANDARDS, AND THAT A COPY OF THIS RE PROYDW O THE WELL OWNER.
01 21 91
SIammw OF CONTRACTOR OR A06ff DATE
�n,-.. ncneCn 9qA 0'.6-- 0 nriA:wd -w M".i— -0 C..!---A aAA M . on —00 Arnow

Not" "ML"A pEPAiHi MW OF 1p+saSMIfr. NEALTH AID HATURAL D
DIVM M OtR EdrllNWNM M1'AL YANAGEWMR • GROtN10 NATER BECTION
P.O. DOi 2M7 • RALEKK NC lre11.TW
PHONE o"p33- s1
WELL CONSTRUCTION RECORD
PIEZOMETER NO. PZGPI-3A
TRILLING CONTRACTOR Ardaman & Associates Inc.
DRILLER REGISTRATION NUMBER 1019
FOR OFFICE USE ONLY
Ouad. No. Sertal No.
Lat. Later Po
Minix Seam
Basin Code
Header Ern. OW-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the Iodation below)
Nearest Town: Aurora, North Carolina County: Beaufort
(Roaa, Community. or Suodiwsion and Lot No.)
OWNER Texasgulf Inc.
ADDRESS P.O. Box 48
.Street oE Roule No.)
Aurora, North Carolina 27806
:ity or Town State Zip Code
DATE DRILLED 12-7-90 USE OF WELL . Monitoring*
. TOTAL DEPTH 9 • 5 r CUTTINGS COLLECTED ❑ Yes M No
5. DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
STATIC WATER LEVEL: 6.5 FT. ❑ above TOP OF CASING.
■ below
70P OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD `,gpm): X METHOD OF TEST x
WATER ZONES Weotii x
CHLCRINATtON -•5e x Arnount x
CASING.
:vale Ti„ckness
_ iameter -r t4eignuF! Material
0.0 5.5 2" Sch 40 PVC
-OUT
0.0 3.0 =;Neat Cement Tremmie
�eorn Diameter Slot Size %Iatenai
= om 5.5 = 8.5 Ft. 2 n.0.010 in. PVC
-rcm In, tn.
rpm Ft. in. in.
Depth DRILLING LOG
From To Formation Descrrption
SEE ATTACHED BORING LOG
i' aaaitionat space is needed use pack at form.
"CATION SKETCH
.Show airection ana CiStance iron at least two State Fioaos.
cr other man reference ooints;
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 46+36.53
E 104+26:07
Top of Cas i ng El evati on 21.60 feet (MSL )
3. GRAVEL PACK:
Deoln Size Material
From 4.5 -a 9.5 Ft. 4/20 Silica Sand
From =o Ft.
ra. REMARKS:—Bentoni to Seal_ From 3.0 to 4.5 feet; 1 Stainless Steel Centralizer on Well Screen.
DO HEREBY CERTIFY THAT THIS WELL WAS C UCTED IN A CORDANCE WITH 18 NCAC 2C. WELL CONSTRUCTION
STANDARAND THAT A COPY OF THIS RECORQ BEEN DS, PROVIM TO TW WELL OWNS L
O1/21/91
SM4ATUaE OF CONTRACTOR OR Ai DATE
�n.Rr OC.eCCR 9rOn Crilr�if nnwiw.i M rl iui.:ww n1 .wa www.. M will nwwr

t
NORTH CAROLEIA OEPAWrN EW OF ENVWA)NMMR. HMTH AND NATURAL 8
01111113101111 OF E)IYiiDIR1MAL YANAOElEltT- COKKM 71MATER SECTtOtt
P.O. SOX 27Ear • RALEKK NC 2MI-?W
PHONE pjfm>Is,712it
1 WELL CONSTRUCTION RECORD
PIEZOMETER NO PZGP1-3B
FOR OFFICE USE ONLY
Ouad. No. SeA&I No.
Let. Long. Pc
mincr Basin
Basin Code
Meader Etdt. GW-t Ettt
'DRILLING CONTRACTOR _Ardaman & Associates, Inc_.
1019 _ STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER PERMIT NUMBER- 06-0071-WM-0223
�. WELL LOCATION: (Snow sketch of the locations below)
Nearest Town: Aurora, North Carolina County; Beaufort
(Rosa. Community. or Subdivision ano Lot No.)
Death DRILLING LOG
From To Formation
OWNER Texasgulf Inc.
Descr[ption
ADDRESS P.O. Box 48
SEE ATTACHED BORING LOG
51reet or Route No.
Aurora, North Carolina 27$06
Oily or Town State ZiD Code
DATE DRILLED 12-7-90 USE OF WELL . Monitoring*
.
TOTAL DEPTH 27' CUTTINGS COLLECTED ❑ Yes ONO
5.
DOES WELL REPLACE EXISTING WELL? ❑ Yes ENo
STATIC WATER LEVEL: 10. 5 FT. ❑ above TOP OF CASING.
■ below
3
TOP OF CASING 15 FT. ABOVE LAND SURFACE.
7.
YIELD 'gPm). x METHOD OF TEST X
I.
WATER ZONES (oebth): X
9.
CHLORINATION: -.ae X Amount X
CASING.
'Nall-hiCkness
=CCi[i0ndl sDaae is neeaea Ilse back Of fprm.
corn _iameter car WeignvF! ?:alerial
;CATION SKETCH
0.0 - . 21.5 =. 2" Sch 40 PVC
::,Om _
,Show airecnon ana oistance tram at least two State Roaas.
:r caner rnan rererence cmints)
-rom _.
SEE ATTACHED PIEZOMETER LOCATION PLAN
IGaoUT
__a:n -'.laterial Metnoa
*Water Level Only
0.0 -. 17.5 _:Neat Cement Tremmie
Piezometer Location by Texasguif
�2.5CRE=N
=rom -'
Plant Coordinates: N 46+40.68
E 104+26.81
Death :)iameier Slot Size •.tateriai
Top of Casing Elevation 21.78feet (MSL)
'
=rom 21.5 -0 26.0 _' 2 in, 0.010 in, PVC
=rpm `7 in. in
= rom -a F t. in. In.
3.
GRAVEL PACK,
Depth size Material
=rom 19.5 -a 27.0 Ft. 4/20 Silica Sand
44.
From 7o Ft.
REMARKS: Bentonite Seal From 17.5to 19.5feet• 1
Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS CIPOOTRUCTED IN ACORDKNCE WITH 15 NCAC 2C, WELL CONSTRUCTION
' STANDARDS. AND THAT A COPY OF THIS RECOFQMS BEEN PROMD TO WELL OWNEPL
01 21 91
SIONAIUaE OF CONTRACTOR OR Amu DATE
nw_i RPVICFri Won Submit onoinal in niviainn of Cnwnnn,an►N [Janrn ream anA rtneu to weit n1W1or

ri
I
I
I
1

I
FOR OFFICE USE ONLY
Oued. No. Serial No.
Lat. Lora. Pf:
Minor Basin
WELL CONSTRUCTION RECORD f Basin Code
Header Ent. _ GW-1 Ent.
PIEZOMETER NO. PZGP1-4 .J
RILLING CONTRACTOR _Ardaman &_Associates, Inc.
1019 STATE WELL CONSTRUCTION
RILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the iocanon below)
Nearest Town: Aurora, North Carolina County: Beaufort
NORTH CAROLnA oEPAR71E101r OF SmOK lNOW. HEALTH Am NATURAL REseUq®
OIVIt1101f OF ENVNXM MDffAL MAMAOHEJfT • aROtNIDIMATEII SECTION
P.O. sex 27at1. RALEM HC 27a11.7WF
PFIOt1E ptey"341 21
{Rosa, Community. or SuDdiviSlon and Lot No.)
OWNER Texasgul f Inc.
ADDRESS P.O. Box 48
street o Route No.
Auroras_ North Caro�ina 27806
City or Town State Zip Code
3. SATE DRILLED 12-10-90 USE OF WELL Monitoring*
TOTAL DEPTH 10. 5' CUTTINGS COLLECTED ❑ Yes E No
DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
STATIC WATER LEVEL: 7.5 FT. G attove TOP OF CASING.
■ aglow
TOP OF CASING IS 3.0 FT. ABOVE LAND SURFACE.
7. Y!ELD (gom): x METHOD OF TEST x
WATER ZONES (deotn): x
-r-iLORINATION -,oe x ;mount x
�SING-
Wall -h,ckness
?a.^ iamever ;r 'Ne+gnt; Fr Material
=.,rr 0.0 6.5 2" Sch 40 PVC
m
--o
om
-your
!arervai r.letnos
_
0.0 3.5 :Neat Cement Tremmie
=rom =t.
gown Diameter Slot Size %lateriai
-•om 6.5 9.5 =,, 2 11, 0.010 ,n. PVC
-rom 0 in. in.
Depth DRILLING LOG
From To Formation Deacnppon
SEE ATTACHED BORING LOG
accrr,onat saace is needed use oack of form.
::CATION --SKETCH
:Shaw cirecuon and Distance from at Least two State Roads.
caner mao reverence DOOMS)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 51+38.14
E 111+06.68
Top of Casing Elevation 22.67feet (MSL)
=rom 'o Ft. in. in.
GRAVEL PACK.
Jeorn Size Material
From 5.0 -o 10.5 Ft. 4/20 Silica Sand
From o Ft.
14. REMARKS: Bentonite Seal From 3.5 to 5.0 feet• 1 Stainless Steel Centralizer on Well Screen.
DO HEREBY CERTIFY THAT THIS WELL WAS QMSTRUCTED I ACC RDANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS. AND THAT A COPY OF THIS RE S BEEN TP THE WELL OWNER
O1 2I 91
SiGNATIRiE OF COMMACTOR 6R AGUP DATE
IGW. i RFVISED 21W Submit original to OiWaion of r=nvW+nmanral Lrlan>ranrnrn ■rid cgmv to was owner.

NORTH CAROLMA 0WARTUM OF NAUSIAL REBOUROE7li AND GOL AINIRY OEVELDPW fT
DrASION OF E>INEtOl LEMAL W1NMt$aafTR - GROtRfMATER BECiION
P.O. BOX 27MY - RALE13KN-r- 27e11. PROW W1p) 7&S-GM
WELL CONSTRUCTION RECORD
CELL NO. PZGP5-2
RILLING CONTRACTOR Ardaman & Associates, Inc.
MPRILLER REC31STRATION NUMBER 1019
I. WELL LOCATION: (Show sketch of the location below)
' Nearest Town: Aurora North Carolina
(Road, Community. or Subdivision and Lot No.)
OWNER Texasgulf Inc.
ADDRESS P.O. Box 48
5 reef r Rout
Aurora North Glaroiina I 6
City or Town State Zip Code
DATE DRILLED 06-25-90 USE OF WELL Monitoring*
4. TOTAL DEPTH _. 26.0' CUTTINGS COLLECTED ❑ Yes ■ No
DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
STATIC WATER LEVEL: 12.02 FT. O above TOP OF CASING.
bel
TOP OF CASING IS 3.3 FT. AB■OVE LowAND SURFACE.
. YIELD (gpm): x METHOD OF TEST X
8. WATER ZONES (depth): X
1. CHLORINATION: Type None Arilount
10. CASING:
' Wall Thickness
Depth Diameter or Weight/Ft. Material
From 0.0 To 15.7 Ft. 2" Sch 40 PVC
From 24.7 To 25.2 Ft. 2" SCh 40 PVC**
IFrom To F t.
11. GROUT:
Depth Material
From 0.0 To 12.0 Ft. Neat Cement
From To Ft.
FOR OFFICE USE ONLY
Quad. No. I Serial No.
Lat. Long. Pc
Mitwr Basin
Basin Code
header Ent. OW-1 Ent._
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0200
County: Beaufort
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
It additional space is needed use back of form.
LOCATION SKETCH
(Show direction and distance from at least two State Roads,
or other map reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
Method
Tremmie * Water Level Only
**Sump Below Screen Section
SCREEN:
Depth Diameter Slot Size Material
From 15.7 To 24.7 Ft, 2 h 0.01 in. PVC PLANT COORDINATES: N 8225.3
E 7860.2
From To Ft. in. in.
From Ta Ft. in. in. TOP OF CASING EL. 30.24' MSL
3. GRAVEL PACK:
Depth Size Material
From 13. 5 To 26.0 Ft. 4 20 Silica Sand
From To Ft.
REMARKS: Bentonite seal from 12.0 to 13.5 feet; 1 stainless steel centralizer on well screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS C STRUCTED NJAORDAANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS. AND THAT A COPY OF THIS REC S BEEN VO THE WELL OWNER.
08/06/90
SIGNATURE OF CONTRACtOk OR AGENT DATE
W-1 Revised 11/84 Submit original to Division of Environmental Management and copy to well owner.

Norma CARD UNA DEPANr61BfT OF NATURAL rEaduRtEB AND COM11AR Y DEVEt DF%@3rr
DrAMON OF ENVIRIVAIENTAL MVWAOE!®iT - GROUNDWATER SECTION
P.O. BOX 27ee7 - RALEK NAC. 27011. PFrOra: CO Is) 733-5m
WELL R CONSTRUCTION ECORD
WELL NO. PZGP5-4
DRILLING CONTRACTOR Ardaman & Associates, Inc.
FOR OFFICE USE ONLY
Ouad. No. Serial No.
Let. Long. Pc
Minor Basin
Basin Code
Header Ent. GW-1 Ent -
DRILLER STATE WELL CONSTRUCTION
1
DRILLER REGISTRATION NUMBER PERMIT NUMBER:015-00ZI-WM-0200
1. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora !North Carolina County: Beaufort
I
(Road, Community, or Subdivision and Lot No.)
OWNER Texasgulf Inc.
ADDRESS P.O. Box 48
Street or Route No.
Aurora, North Carolina 27806
City or Town Stale Zip Code
'. DATE DRILLED 06-25-90 USE OF WELL Monitoring *
a. TOTAL DEPTH 22.5' CUTTINGS COLLECTED ❑ Yes N No
DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
STATIC WATER LEVEL. 7.94 FT. ❑ above TOP OF CASING.
■ below
TOP OF CASING IS 2-8 FT. ABOVE LAND SURFACE.
�. YIELD (opm): X METHOD OF TEST X
S. WATER ZONES (depth):. X .
I. CHLORINATION: Type None Amount
10. CASING:
Wall Thickness
Depth Diameter or WeightlFt. Material
From 0.0 To 12.7 Fl. 2" Sch 40 PVC
From 21.7 To 22.2 Ft. 2" Sch 40 PVC**
From To Ft.
11. GROUT:
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
if additional space is needed use back of Corm.
LOCATION SKETCH
(Show direction and distance from at least two State Roads,
or other map reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
Depth Material Method
From 0.0 To 8.5 Ft. Neat Cement Tremmie * Water Level Only
From To Ft. **Sump Below Screen Section
�2. SCREEN:
Depth Diameter slot size Material PLANT COORDINATES: N
From 12.7 . To 21 . 7 Ft. 2 in.- 0. 01 in. PVC .2
E 80948094. 8
' From To Ft. in in.
TOP OF CASING EL. 21.32` MSL
From To Ft. in, in
�3. GRAVEL PACK:
Depth Size Material
From 10.5 T022.5 Ft. 4/20 Silica Sand
From -To- Ft,
14. REMARKS: Bentonite seal from 8.5 to 10.5 feet;- 1 stainle
1 DO HEREBY CERTIFY THAT THIS WELL WAS C STRUCTEOS IN A CORDANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
' STANDARDS. AND THAT A COPY OF THIS RECOIqAS BEEN V1Dq TO THE WELL OWNER.
08/06/90
SIGNATURE OF CONTRACTFR OR AGENT DATE
�GW-1 Revised 11/84 Submit original to Division o1 Environmental Management and copy to wail owner.

' NORTH CARIMMA NWARTM IM OF IIATUtAL itE8OURCES AND COMMMMMY DEVELMINIr
CIVIBION OF UND0I1IMEWIAL MWIAOBIT - O:101ADWABt BECTION
P.O. BOX 27567 - RJM.E30Kft-C. 27611, "1CM (ale) 733-608.1
WELL CONSTRUCTION
O RECORD
ELL NO. PZGP5-5
RILLING CONTRACTOR Ardaman _ & Associates, Inc.
NPRILLER REGISTRATION NUMBER 1019
1. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina
(Road, Community. or Subdivision and Lot No.)
1 OWNER Texasoulf Inc.
ADDRESS P.O. Box 4$ ^�
Street or Route No.
Aurora, North Carolina 27806 _
City or Town State Zip Code
DATE DRILLED 06-26-90 USE OF WELL Monitorinq*
4_ TOTAL DEPTH 19.0' CUTTINGS COLLECTED [I Yes 0 No
DOES WELL REPLACE EXISTING WELL? ❑ Yes M No
STATIC WATER LEVEL: 10.10 FT. 0 above TOP OF CASING,
■ below
TOP OF CASING IS 2.8 FT, ABOVE LAND SURFACE.
YIELD (gpm): X METHOD OF TEST x
8. WATER ZONES (depth): X
1 CHLORINATION: Type None Amount
10. CASING:
Wall Thickness
Depth Diameter or Weight/Ft. Material
From 0. 0 To :9.2_ Ft. 2" _ Sch 40 PVC
From 18.2 To 18.7 Ft. 2" Sch 40 PVC**
I From To —Ft,
—
1, GROUT:
FOR OFFICE USE ONLY
Quad. No. Serial No.
LaL Long. Pc
Minor Basin
Basin Code
Header Ent. QW-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0200
County: _ Beaufort
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
If additional space is needed use back of form.
LOCATION SKETCH
(Show direction and distance from at least two State Roads,
or other mao reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
Depth
Material Method
From 0.0
To 6.0
Ft. Neat Cement Tremmie
* Water Level Only
**Sump Below Screen
Section
From
To
Ft.
SCREEN:
Depth
Diameter Slot Size Material
PLANT COORDINATES:
N 7730.6
From 9.2
To 18• 2
Ft. 2 in. 0.01j, PVC
E 6168.6
From
To
Ft. in in.
TOP OF CASING EL.
28.58' MSL
From
To
Ft. in, in.
GRAVEL PACK:
Depth Size Material
From 7.5 To 19.0 Ft. 4/20 Silica Sand
From Ta Ft.
,REMARKS: Bentonite seal from 6.0 to 7.5 feet; 1 stainless steel
I DO HEREBY CERTIFY THAT THIS WELL WAS STRUCTE IN 4PCORDANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
' STANDARDS, AND THAT A COPY OF THIS REC S BEEN TO THE WELL OWNER.
1 08 06 90
SIGNATURE OF CONTRACTOR OR AGENT DATE
W-1 Revised 11194 Submit original to Division of Environmental Management and copy to well owner.

NORTH OAROLK4 DEPARTMENT OF NATURAL RESOURCES AND ooMaMsr DEtia 0iLerT
DIYIBNCN OF ENVIRONMENTAL MANAr18BiT - GROLaGMfATER SECTION
P.O. BOX 27e87 - RMEICIIHALQ 27611, PHONE (91 a) 733 -GM
WELL CONSTRUCTION RECORD
*VELL NO. PZGP5-7
BILLING CONTRACTOR Ardaman & Associates, Inc.
DRILLER REGISTRATION NUMBER 1019
IR. WELL LOCATION: (Show sketch of the location below)
Nearest Town: —Aurora, North Carolina
(Road, Community, or Subdivision and Lot No.)
OWNER ._ Texasgulf Inc.
ADDRESS P.O. Box 4$
Street or Route No.
Aurora North Carolina 27806
City or Town State Zip Code
DATE DRILLED 06-22-90 USE OF WELL Monitoring*
4. TOTAL DEPTH 27.0' CUTTINGS COLLECTED ❑ Yes N No
�DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 NO
. STATIC WATER LEVEL: 13.27 FT. ❑ above TOP OF CASING,
below
TOP OF CASING IS 3.0 FT. ABOVE LAND SURFACE.
YIELD (gpm): X METHOD OF TEST X
WATER ZONES (depth): X
,. CHLORINATION:
Type None
Amount
10,
CASING:
Wall Thickness
Depth
Diameter or Weight/Ft. Material
From . 0.0— To 17.0 Ft.
2" Sch 40 PVC
26.0
26.5
2" Sch 40 PVC**
From
To Ft
From
To F1.
GROUT:
FOR OFFICE USE ONLY
Ouad. No. Serial No.
LaL Long Pc
Mbwr Basin
Basin Code
Header Ent. GW-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER; 6-0 1-WM-02 a
County: Beaufort
Depth DRILLING LOG
From To Formation Deschation
SEE ATTACHED BORING LOG
If additional space is needed use back of form.
_QCATION SKETPH
(Show direction and distance from at least two Slate Roads,
or other map reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
Depth Material Method
From 0.0 To 15.0 Ft.Neat Cement Tremmie * Water Level Only
From To Ft. **Sump Below Screen Section
SCREEN:
Depth Diameter Slot Size Material PLANT COORDINATES: N 6578.9
From 17.0 To 26.0 Ft. 2 � 0.01 in. PVC E 6594.5
I
From To Ft. in.
From To Ft.
13. GRAVEL PACK:
in.
in. TOP OF CASING EL. 33.61' MSL
Depth Size Material
From 16.0 To27.0 Ft. 4/20 Silica Sand
From To Ft.
REMARKS: Bentonite seal from 15.0 to 16.0 feet; 1 stainless steel centralizer on well screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS C NSTRUCTE IN A CORDANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
' STANDARDS, AND THAT A COPY OF THIS REC S BEEN TO THE WELL OWNER.
08 06 90
Smji3NATLjRE OF CONTRACT& OR AGENT DATE
GW-1 Revised 11/84 Submit original to Division of Environmental Management and copy to well owner.
1

NOITTH CAROLINA DEFAMAENT OF NAn I IAL F*SOURCFB AND Cowt,1latY DEVEIA rt13rt
DIVISION OF ENVNKXAEWAL MANAGEMErt - GFKXNMATM SECTION
P.O. Bolt 971197 - RNLEM N.C. 77e11. PHONE (910) 73S-e08.1
WELL CONSTRUCTION RECORD
§W ELL NO. PZGP5-8
ORILLINQ CONTRACTOR Ardaman & Associates, Inc.
DRILLER REGISTRATION NUMBER 1019
'"1. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina
' (Road, Community, or Subdivision and Lot No.)
OWNER- Texasgulf Inc.
ADDRESS P.D. BOX 48
Aurora, North SCaroIrset f i na tIY9 6
City or Town State zip Code
'. DATE DRILLED 06-22-90 USE OF WELL Monitoring*
4. TOTAL DEPTH _ 25.0 ' CUTTINGS COLLECTED ❑ Yes E No
DOES WELL REPLACE EXISTING WELL? ❑ Yes ■ No
STATIC WATER LEVEL: 14.44 FT. ❑ above TOP OF CASING,
325 ■ below
.
TOP OF CASING IS FT. ABOVE LAND SURFACE,
�. YIELD (gpm): X METHOD OF TEST X
8. WATER ZONES (depth): X
1. CHLORINATION:
Type
None
Amount
10. CASING:
Wall Thickness
Depth
Diameter or Weight/Ft. Material
'
From 0.0
To
14.75 Ft.
2" Sch 40 PVC
From 23.75
To
24.25FI
2" Sch 40 PVC**
From
To
Ft.
411.
GROUT:
Depth
Material
Method
From
0.0 To
11.5 Ft.
Neat Cement
Tremmie
From
To_
Ft.
SCREEN:
Depth
Diameter Slot Size
Material
From
14.75 To
23.75 Ft.
2 in. 0.01
in. PVC
' From
To-
Ft.
in.
in.
From
To
Ft,
in.
in.
FOR OFFICE USE ONLY
Quad. No. Serial No.
LaL Long Pc
Minor Basin
Basin Code
Header Ent. GIN-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER: - - -
County:
Depth
Beaufort
DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
It additional space is needed use back of form.
LOCATION SKETCH
(Show direction and distance from at least two State Roads,
or other map reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
* Water Level Only
**Sump Below Screen Section
PLANT COORDINATES: N 6009.9
E 7387.3
TOP OF CASING EL. 33.94` MSL
13, GRAVEL PACK:
' Depth Size Material
From 13.75 To 25.0 Ft. 4/20 Silica Sand
From To Ft.
REMARKS: Bentonite seal from 11.5 to 13.75 feet; 1 stainless steel centralizer on well screen.
1 00 HEREBY CERTIFY THAT THIS WELL WAS STRUCTE IN A CORDANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
STANDARDS, AND THAT A COPY OF THIS REC ' 4 S BEEN VID TO THE WELL OWNER. 08/06/90
SIGNATURE OF CDNT1RACTbR OR AGENT DATE
GW-1 Revised 11/84 Submit original to Division of Envirortmentai Management and copy to well owner.
1

NORTH CARDLDIA DEPARn wrr op ewiie MRI1r MERLIN AND MARIRAL RESQtTRt�D
I
otvtswN OF ENVWDN EWAL MANAORNM • GROLMU HATER SECTHM
P.C.DOY ZAW• ti ujjaK me TMI-TlDI
P"M ROMP-=T
IPT
WELL CONSTRUCTION RECORD
EZOMETER NO D7CP5-13
FOR OFFICE USE ONLY
Ausd. No. 8awial No.
Lat. Lora Pe
minw Basin
Basin COde
Header Ent. OW-1 Ent
RILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
RILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the location below)
Nearest Tawn: Aurora, North Carolina County: Beaufort
'(Road. Community. or Subdivision and Lot No.)
. OWNER Texasgulf Inc__
ADDRESS P.O. Box 48
' lrael o Route No.)
Aurora, North' Caroiina 27806
City or Town State Zio Code
2. DATE DRILLED 12-3-90 USE OF WELL ._Monitoring*
TOTAL DEPTH 14. O' CUTTINGS COLLECTED ❑ Yes N No
DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
6, STATIC WATER LEVEL: 8. 3 FT. O above TOP OF CASING.
■ below
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
YIELD :gvn)= x METHOD OF TEST x
WATER ZONES (depth): x
r
3. CHLORINATICN: 'yoe x Amount x
CASING.
Wall 'i:cKness
�aDtn-Eameler 3r 'Neignt:Ft 'dateriai
0.0 -, 8.5 2" Sch 40 PVC
='0m -o
eD;r '+tarena+ Methaa
0.0 4.7 ;Neat Cement Tremmie
SCREEN
Jeosn -Diameter Slat Size 'Aateriai
-•om 8.5 ro 13.0 =t 2 in. 0.010 in. PVC
=rom To Ft in, in.
=rpm 'o Ft. in, in.
,3 GRAVEL PACK:
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
aaalnanat space is neeaao use pack of form.
T+ON SKETCH
:Show airectton and c,rance from at +east two State RaaUs
�r caner mao reterence ❑oirnts)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 82+93.95
E 78+62.31
Top of Casing Elevation26.30 feet (MSL)
Deottt Size
Material
-rom 5.5 To 14.0 :,, 4/20
Silica Sand
From T o Ft.
14.
REMARKS: Bentonite Seal From 4.7 to
5.5 feet; 1 Stainless
Steel Centralizer on Well Screen.
DO HEREBY CERTIFY THAT THIS WELL WAS C�] $TAUCTED IN A ORD
STANDARDS. AND THAT A COPY OF THIS 8 BEEN TO TH;
CE WITH 1S NCAC 2C, WELL CONSTRUCTION
WELL OWNER
'
01/21/91
SIGNATURE OF CONTRACTOR OR
AdENT DATE
1519,1
REVISED M
Submit onginal to Division of Environmentid MlanaOrmMtt and my to well owner.

1
NORTH CAAOLNA OEPARtfferr OF DR EIO1Na9tr. HEALTH AND KATVAAL NEtiOUtit�B
I
DIVISION OF EN MOWAMtAL YARAOMMff . GROUWWAT'[II SECTION
P.O. BOX OW- NMMK NC 2MI-TW
PIIptE lPts1731,=
FOR OFFICE USE ONLY
Quad. No. I $axial No.
Lot. Long. Po
ham Boom
' WELL CONSTRUCTION RECORD Basin Code
Header Ent. aw-1 Ent.
PIEZOMETER NO. PZGP5-14
DRILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show Sketch of the location betow)
Nearest Town: Aurora, North Carolina County. Beaufort
(Road. Community. or Subdiviatan and Lot No.)
OWNER Texasgulf_Inc_
ADDRESS P.O. Box 48
'
— Aurora, North
freer or Route No.
Carolina 27806
. ity or Town
State Zip CGde
3.
DATE DRILLED 12-3-90
USE OF WELL . Moni tort na*
TOTAL DEPTH 14 r CUTTINGS
COLLECTED ❑ Yes E No
DOES WELL REPLACE EXISTING
WELL? ❑ Yea E No
6.
STATIC WATER LEVEL: 6.5
FT. Q above TOP OF CASING.
3
■ below
TOP OF CASING IS
FT. ABOVE LAND SURFACE.
7.
YIELD (gpm): X METHOD OF TEST X
r'
WATER ZONES (aeotn); X.
3.
CHLORINA T ION -.oe X
Amount x
7 CASING,
'.Vail Thit:kness
ame!er :)r yvelgnt/Ft :tareriai
0.0 8.5
-: 2" Sch 40 PVC
om
--gym
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
11 acc=sional soace is needed use baCK of Corm.
LCCATTCN 5KETCH
.Show airecnon ano atstance Irom at least two State Roaas,
cr drier mac reference DoiniS)
SEE ATTACHED PIEZOMETER LOCATION PLAN
GROUT
' _en:n *Water Level Only
0.0 6.0 =;Neat Cement Tremmie
_ Piezometer Location by Texasguif
`am Plant Coordinates: N 81+71.22
tc
-_q E 68+61.77
t?eotn ;.ameter Slat Size •sarenai
' =rom 8.5 73 13.0 -, 2 in. 0.010 11, PVC
Top of Casing Elevation 25.14 feet (MSL)
-ram 'o in. in.
=rom TO Ft. in, in.
3. GRAVEL PACK.
Depth Size Material
From 7.5 -o 14.0 Ft. 4/20 ^_ Silica Sand
From TO FI,
114. REMARKS:_ Bentonite Seal From_6.0 to 7.5 feet; 1 Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS %ITRUCTED 1N CCOR ANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS AND THAT A COPY OF THISREC BEEN TO WELL OWNER.
41/21/91
WNATURE OF CONTRACTOR OR MENT DATE
' GW.1 REVISED 2W Submit onginat to Division of EnvuonmalltiPl MansOMtNrn and cc" to wail owner.
,

1
NORTM GY13LKA OEPARTUM OF 11MwoNIMR.11MTM AND NATURAL ARSOURCES
ONOW OF OMMONa TAL MANAGUMT • GROUNDWATM SECTION
P.Q a0s tJetT►• NALrR1O11. NC =felt -Tear
CrItONs pteTfa7.lt�t
I
WELL CONSTRUCTION RECORD
PIEZOMETER Un MPR-15
FOR OFFICE USE ONLY
Ouad. No. Serial No.
Lat. Lona. Pc
Minor Basin
BAsin Code
Header Ent. QW-1 Ent.
RILLINO CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
KRILLER REGISTRATION NUMBER PERMIT NUMBER: _-O. -0071-WM-0223
WELL LOCATION: (Show Sketch of the location below)
Nearest Town; Aurora, North Carolina County: Beaufort
(Rona. Community, or Subdivision ana Lot No.)
OWNER Texasgulf Inc. _ T
ADDRESS P.O. BOX 48
' tree[ or Route No. —
Aurora, North _Carolina 27806
City or Town State Zip Coae
3, DATE DRILLED 12-10-90 USE OF WELL . Moni tori nq*
TOTAL DEPTH 10 CUTTINGS COLLECTED ❑ Yes r No
DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
STATIC WATER LEVEL: 3.8 FT. ❑ above TOP OF CASING.
■below
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD :gom): x METHOD OF TEST x
WATER ZONES (aeotn): x
r
9. CHLORINATION: '.De x Amount x
CASING.
Nail ThICKness
atin, _ amerer or Neignu:! r.taterial
0.0 4.5 2" Sch 40 PVC
GRCU'
atatenai Method
0.0 _ 2.0 =;Neat Cement Tremmie
;m =t
earh Diameter Slot Size Materia�
' =.om 4.5 9.0 2 in. 0.010 lnPVC
=rcm in, in.
=ram 'o Ft. in, in.
GRAVEL PACK:
Depth DRILLING LOG
From To Formation Oescnptton
SEE ATTACHED BORING LOG
" acartional space is neeaeo use aaCk of form.
_;—,AT?nN SKETCH
=--ow airecnon ana cistance rrom at least two State Roans.
:ner mao reference ooints)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 77+09.43
E 60+80.31
Top of Casing Elevation 21.46feet (MSL)
Depth Size Material
=rom 3.25 _ 7c 10.0 Ft. 4/20 Silica Sand
From To— Ft.
a, REMARKS: Bentonite Seal From 2.0 to 3.25feet• 1 Stainless Steel Centralizer on Well Screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS NSTRUCTED IN iACCORGANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
' STANDARDS. AND THAT A COPY OF THIS RECOMIK.AS BEEN PROPROYM TO WELL 01NIEFL 01 21 91
WINATiSiE OF CONTRACTOR OR AbEw DATE
IGW-I REVISED 2190 Submit onainal to Division of Environtnolttal Manageme n aM COOP to well owner.

0
F"'.1
1
I
0
C
u
ri
1
1

NORTH CAROLING DEPARTMENT OF EW#NK Bfr. HEALTH ADO NATURAL RESOURCES
DIVISION OF OWWOOMMMAL MAKOGEMENT - OAOWfdMATIM SECTION
P.O. SOX =70I - RALE 101. NC 2Ta11-TIW
PHONE 01aY733i=21
WELL CONSTRUCTION RECORD
PIEZOMETER NO. PZGP5-16
FOR OFFICE USE ONLY
Quad No. Serial No.
Lat. Lono. PC
Minor Basin
Basin Code
Header Ent. GW-1 Ent.
DRILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show Sketch of the iodation below)
Nearest Town: Aurora, North Carolina County; Beaufort
(Road. Community, or Subdivision and Lot No.)
OWNER Texasgulf Inc. _ _
ADDRESS P.O. Box 4$
' Sheet o Rowe No.
Aurora North Caro ina 27806
City or Town State Zio Code
3, DATE DRILLED 12-4-90 USE OF WELL . Monitoring_*_
TOTAL DEPTH 12 ' CUTTINGS COLLECTED ❑ Yes 0 No
DOES WELL REPLACE EXISTING WELL? 1:1 Yes 0 No
STATIC WATER LEVEL: 4.4 FT. ❑ above TOP OF CASING,
2.7 5 ■ below
TOP OF CASING IS FT, ABOVE LAND SURFACE.
7. YIELD (gom): x METHOD OF TEST x
WATER ZONES (demon): x
r�
?. CHLORINATION -,oe X mount x
^ CASING.
'Nall ThiCKness
_eotn=iameier or 1NeigniiFt :tarer�a
-.,n, 0.0 6.8 F, 2" Sch 40 PVC
-rOyam =` =t.
-m Ft
GROUT
0.0 4.3 -!Neat Cement Tremmie
=rom - �I.
2. SCREEN
�eorn �'iameier Slot Size '.tareria,
' rrom 6.8 11.0 Ft. 2 in.0.010 n. PVC
c,om "o FI in. ;n.
Deptn DRILLING LOG
From To Formation DesCnotion
SEE ATTACHED BORING LOG
1' dacmonal soace is needed use oack of form_
_CATIOP7 SKFT�-�
.Show airecnon ana eismnce from at least two State Roaes.
-r Omer m,aC rererence DointS)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 68+25.25
E 62+40.70
Top of Casing Elevation 23.16 feet (MSL)
=rom 7o Ft. rn. n.
3. GRAVEL PACK:
Deotn Size Material
From 5.3 o 12.0 Ft. 4/20 Silica Sand
From To Ft.
14. FIEMAFIKS: Bentonite Seal From 4.3 to 5.3 feet,• 1 Stainless Steel Centralizer on Well Screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS TRUCTED IN CORD NCE WITH 1S NCAC 2C, WELL CONSTRUCTION.
I
STANDARDS. AND THAT A COPY OF THIS RE S BEEN TO WELL OWNER
a1/21/91
TUIE OF CONTRACTOR OR hawr DATE
' GW-t REVISED 2190 Submit cnpmi to Division of Envittonmental Managernwd and Copy to weY owner.
n

1
MOWN CAROLKA P&AIlTfIIIIIIIfT Cr VWNNDPMM NRALTN AND kAnMAL REDOtAtClss!
I
DIVt81oNOFRJIY>II0I MTALMAMWIIIiIMZr-Gt1olNIIIIIIwaTEJ1AECr1011
P.O 90XVIIM-RALEIGriMC rMI-TeA
P"C" 019F133.322
I
WELL CONSTRUCTION RECORD
PTP7nmPTER NO P79PS-17
FOR OFFICE USE ONLY
t]uad. No. Serial No.
Las. Loop. Pc
Mkw Basin
Basin Code
Header Ent. GW-1 Ent
RILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
KRILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina County. Beaufort
'(Roaa• Community. or Subdivision and Lot No.1
. OWNER Texasqulf Inc.
ADDRESS P.O. BOX 48
' Slreet o Route No.)
Aurora, North Caro�ina 27806
City or Town state Zip Code
3. DATE DRILLED 12-4-90 USE OF WELL . Mon tori nq*
TOTAL DEPTH 14 CUTTINGS COLLECTED ❑ Yes E No
DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
STATIC WATER LEVEL:. L? 1 FT. ❑ above TOP OF CASING,
■ below
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
YIELD rgpm): x 'AETHOD OF TEST x
WATER ZONES (depth); x
r
9 CkLCRINATION: -'yoe x amount X
CASING.
•,vaP 'r:cKness
ueotn ameter �r weigntiF, Material
7.1m 0.0 8.25=j 2" Sch 40 PVC
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
' aciamonat Space i5 needeo Use oaCK Of form.
SKETCH
.Show airecnon ano CTStance tram at least two State Roads,
cr -*,net map reference aOinrSJ
SEE ATTACHED PIEZOMETER LOCATION PLAN
CRO"T
-iD;r
material McIMI
*Water Level Only
'
0.0
6.0:-.Neat Cement Tremmie
_
Piezometer Location by Texasgulf _
om '
:t
Plant Coordinates: N 64+95.20
Depth
;,,.meter Slat S,ze Matenai
Top of Casing Elevation25.64 feet (MSL)
1
- om 8.25 ;,
-rpm 'a
13.0 -,. 2 r,.0.010 ,n, PVC
F. .n, in.
=rom To
Ft. in, in.
3.
GRAVEL PACK;
Depth
Size Material
=rom 7.5 To
14.0 Ft. 4 20 Silica Sand
From To
Ft.
14.
REMARKS: Bentonite Seal From 6.0 to 7.5 feet' 1
Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS r4q14TRUCTEjD
IrY CCORiPANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS. AND
THAT A COPY OF THIS 8 BEEN
TO WELL OWNBL
'
dyl D1 21 91
WNATURE OF CONTRACTOR OR kMW DATE
'GW-1 REVISED 2r90
Submit ongmai to
Division of Envtronm4lin Ma slow Ant and copy to ■ isl owner.

NOR1N CAROL INA DEPARTMENT OF ENVINDt R. a "TH Alai IN►TLMAL RESOJ=n
I
DIVISION OF DrvalcNNWAL MAMAOBENT • GROUNDWATER SECTION
P.O. aDX t Mr— RALIKI 1.11C ZHtt.TesT
PHONlt tl lTrJ3 01
WELL CONSTRUCTION RECORD
IIEZOMETER NO PZGP5-18
FOR OFFICE USE ONLY
Quad. No. Serial No.
LAL Lora PC
Minor Basin
Basin Code
Header Ent. QIN-1 Ertt
RILLING CONTRACTOR _Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
RILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
'WELL LOCATION: (Show Sketch of the location below)
Nearest Town: Aurora, North Carolina county; Beaufort
(Road. Community, or Subdivision and Lot No.)
OWNER Texasgulf Inc.
ADDRESS P.O. Box 48
' ,Street o Route No.
Aurora, North Caro�ina 27806
Lay or Town State Zip Code
3. DATE DRILLED 12-4-90 USE OF WELL . Monitoring*
TOTAL DEPTH 14 ' CUTTINGS COLLECTED ❑ Yes E No
DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
o. STATIC WATER LEVEL: 8.3 FT. above TOP OF CASING,
i below
TOP OF CASING IS 3 FT, ABOVE LAND SURFACE.
YIELD (gom): x METHOD OF TEST x
WATER ZONES (deotn): x
3. CHLORINATICN- ".De x mount x
CASING.
Nall Thickness
�27In _•ameter or Weignf/F! %latenal
- 0.0 8.5 2" Sch 40 PVC
=.orn
'.;ateriai matnco
0.0 6.0=;Neat Cement Tremmie
loth !:,ameter Slot Size %iatenai
m 8.5 13.OF1 2 in, 0.010 11. PVC
=rom -D Ft �n. in.
=rom 'a Ft, in. in.
Depth DRILLING LOG
From To Formation Descnotaon
SEE ATTACHED BORING LOG
1' accitional soave is needed Lisa baGK of form.
:CATTON SKETCH
.Show direction and oistance Irom at ieast two State Roads.
-r omer ma= ,elerence points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 59+41.28
E 73+35.65
Top of Casing Elevation27.36 feet (MSL)
GRAVEL PACK:
Deoth Size Material
From 7.0 -o 14.0Ft. 4/20 _ Silica Sand
From To Ft.
14. REMARKS: Bentonite Seal From 6.0 to 7.0 feet; 1 Stainless Steel Centralizer on Well Screen.
1 00 HEREBY CERTIFY THAT THIS WELL WAS STRUCTEU IN AC ORDANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
' STANDARDS. AND THAT A COPY OF THIS RE 8 BEEN TO THE WELL OIIYPEFL
O1 21 91
SIGNATURE OF CONTRACT OR AGM DATE
GW1 REVtSED 2190 Submit ong*W to Division Of Envlron nentiki Managament and cool► to wall owner. I

D
HOKM CAAOLMA OEPARTUM OF IMrMt Na ff. MRALTH AND NATURAL 895011,11111103
I
DMISION OF DWIV0laalNTAL MAr1AGUMMT- GROUN WATIM BaCTION
P.D. BOB VW- RALEION. NC rMI-7Bft'
PIrONe ptlrlAii221
FOR OFFICE USE ONLY
Quad. No. Serial No.
Lat. Lore. Pc
MMlor Basin
WELL CONSTRUCTION RECORD Basile Code
Header Ent.dW-1 Eft -
DRILLING PIEZOMETER NO. PZGP5-19 — .
'DRILLING CONTRACTOR Ardaman & Associates,Inc.
_ STATE WELL CONSTRUCTION
1019
DRILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show aK6tCh Of the Iodation below)
Nearest Town: Aurora, North Carolina County: Beaufort
(Rosa. Community. or Subdivision and Lot No.)
OWNER Texasgulf Inc_
ADDRESS P.O. Box 48
t Street o Route No.
Aurora, North Carolina 27806
City or Town State ZiD Code
3. DATE DRILLED 12-13-94 USE OF WELL , Mani tori nq*
I- TOTAL DEPTH III CUTTINGS COLLECTED ❑ Yes 0 No
5. DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
STATIC WATER LEVEL: 6.0 FT. : above TOP OF CASING.
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD ;gam): x METHOD OF TEST X
WATER ZONES (death): x
3. CHLORINATION: -roe x Amount X
�0 CASING.
1,14all rn,cKness
?o iameter or weigntrFr '.Material
0.0 5.5 z. 2" Sch 40 PVC
-^rn ,
GROU'
Material %letnoo
0.0 2.0 =.Neat Cement Tremmie
_ .^ =t.
12. SCREEN
veorn Diameter Slot Size •aatenai
1 =•om 5.5 10.0 2 in, 0.010 In. PVC
=ram ^ in,
Death
DRILLING t i
From TO Formation Deacnpbon
SEE ATTACHED BORING LOG
!' aooinonal SDace is neeaea use Dacx Dt form
_ZCATICN_SKETCH
.Snow airecuon ana eistance from at least two State Roaas,
caner ri reference Doints)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 81+95.92
E 63+19.81
Top of Casing Elevation24.17 feet (MSL)
=rom Ft. m. in.
�t3. GRAVEL PACK:
Deosn Size Material
=rom 4.0 -o 11.0 Ft. 4/20 Silica Sand
From To Ft.
114. REMARKS: Bentonite Seal From 2.0 to 4.0 feet' 1 Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS CAMTRUCTED IN ACCQRDANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
' STANDARDS, AND THAT A COPY OF THIS S BEEN T THE WELL OWNER
01/21/91
SttWTURE OF CONTRACTOR OR AGENT DATE
GW-1 REVISED 2190 Submit ongfti to Division of Environmental ManaOament and Cootr to war owner.

1
NORTH CAROLINA DEPAti11111191IT OF EN1 ONMA l T HNALTN AND NATURAL RESOURC111E
1 DNtSM OF E� NYWAL MANAOENIIINT • GPAXRWWATM SECTION
P.C. JlCX 27tti7• RALL1G11. ttC IM11 7ea7
PHONE ptt1t72ll-M
IWELL CONSTRUCTION RECORD
PIEZOMETER NO. PZGP5-20
'DRILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
QRILLER REt3i8TRATION NUMBER PERMIT NUMBER: 06-OO7i-WM-0223
1 WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina County: Beaufort
FOR OFFICE USE ONLY
(Road. Community. or Subdivision and Lot No.)
OWNER Texas ulf Inc.
ADDRESS P.O. Box 48
Street o Route Na.. —
Aurora, North Caro_fina 27$06
City or Town State Zio Code
'. DATE DRILLED 12 -13-90 USE OF WELL ._ Mon) tort nq*
. TOTAL DEPTH 12' CUTTINGS COLLECTED ❑ Yes 0 No
5. DOES WELL REPLACE EXISTING WELL? ❑ Yes E No
STATIC WATER LEVEL: 7.8 FT. ❑ above TOP OF CASING.
■ below
70P OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD (gDm): x METHOD OF TEST x
1. WATER ZONES Cdeotni: x
?. CHLCRINATION: -.oe x :,mount X
',1) CASING.
:Pall Thickness
�so;m=lamefer r we+gnuF: ':are•taI
-.,m 0.0 615 2" Sch 40 PVC
GROUT ' n
_
'.latea+ Metric::;. 0.0 4.0 Neat Cement Tremmie
�Nm
�aatn Diameter Slot Size '.iatena+
' from 6.5 11.0 2 in. 0.010 in PVC
=rpm �J in. in.
Quad. No. I Serial No.
Lat. Long. Pe
MWw Basin
Basin Code
Header Ent. GW-1 Ent.
Deotn DRILLING LOG
From To Formation Deacnotion
SEE ATTACHED BORING LOG
saan+onal soace is needea use oacK of form.
'CATICPJ SKETCH
:Snow a+recuon ana a+stance from at least two State Roaas
;r orner r-30 reference DOfnts)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 65+34.13
E 62+65.48
Top of Casing Elevation 25.31 feet (MSL)
=ram .a Ft, in. in.
�3. GRAVEL PACK:
Dearn Size Material
From 5.5 To 12.0 Ft. 4/20_ Silica Sand
From TO Ft.
'ta.REMARKS: Bentonite Seal From 4.0 to 5.5 feet; 1 Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS STRUCTED I ACCORDANCE WITH 15 NCAC 2C. WELL CONSTRUCTIONSTANDARDS, AND THAT A COPY OF THIS REC S BEEN T THE WELL OWNER
O1/21/91
SIGNATURE OF CONTRACTOR dR AGENT DATE
GW-ti REVISED 2190 Submit ongmaf to Division of Environmental AAanagwnant and 000y to wall owner.

1
NORTH CAROLau OEPAffF EJR OF Ginittlipsisi HIMIM AND KhrAtAL ft�OttR,'[3
ONM M OP VWWA U MrAL MAMAORMgNl - GRCLMWATER SECTION
P.O. DOT; in • RALIKK NO :rM 1.7ear
PHONSPIV0 31-=
WELL CONSTRUCTION RECORD
PIEZOMETER NO PZGP6-1
FOR OFFICE USE ONLY
Quad. No. sooai NO.
Lat. Long. Pe
Mkwr Basin
Basin Coda
Header Ent. QW-1 Ent.
BILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CON8TRUCTION
BILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Snow Sketch of the location below) .
Nearest Town: Aurora, North Carolina Counry: Beaufort
Depth DRILLING LOG
(Road. Community. or Subdivision and Lot No.)
From To Formation Deacnation
OWNER Texasgul f Inc__ T --
P.O. Box 48
SEE ATTACHED BORING LOG
ADDRESS
treat o Route No.
Aurora,_North Carojina 27806
City or Town State Zip Code
CATE DRILLED 12-6-90 USE OF WELL . Mon tori ng*
TOTAL DEPTH 24' CUTTINGS COLLECTED ❑ Yes 0 No
5,
DOES WELL REPLACE EXISTING WELL? ❑ Yea 0 No
STATIC WATER LEVEL: 14.1 FT. al TOP OF CASING.
J.
3
TOP OF CASING IS FT. ABOVE LAND SURFACE.
7.
YIELD (gom): x METHOD OF TEST x
j
WATER ZONES (aeami: x
3.
=.LJnINA7101V: -:De x Amount x
".SING. .Pall 7riCMna55 _
'
aaainanal space is neeaeo use pack of lorm.
_eotm Dari or Weignvr; Material
T:r'p� SKETCH-
- 0.0 -- 18.5 - 2" Sch 40 PVC
-
:Shaw oirecuon ana a:stance trcm at least two State Roaas.
caner rr.ao reference ooints;
SEE ATTACHED PIEZOMETER LOCATION PLAN
'=OUT
�?o;n '.ta[enai Ytetnaa
*Water Level Only
0.0 _16.5 =;Neat Cement Tremmie
Piezameter Location by Texasgulf
_
Plant Coordinates: N 54+47.80
'eorh Diameter Slat Size 'Material
Top of Casing Elevation 38.46 feet (MSL)
- on 18.5 _o 23.0 at 2 in. 0.010 ,n. PVC
cm o in. in.
=,om To Ft. in. in.
3. GRAVEL PACK:
Depth Size Material
=rom 17.5 To 24.0 Ft, 4 20 Silica Sand
From 7a Ft.
04 REMARK& Bentonite Seal From 16.5to 17.5feet; 1 Stainless Steel Centralizer on Well Screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS CQ TRUCTEO IN ACCORDANCE WITH 18 NCAC 2C, WELL CONSTRUCTION
STANDARDS. AND THAT A COPY OF THIS RECORD S BEETI T THE WELL OWNER.
01/21/91
SIGNATURE OF CONTRACTOR Old AGI6 f DATE
�GWI REVISED 2190 Submit anginal to Division of Environmarresl Manattismarn and Copy to was owner.

11
1410111 CAFAXMA OEPAI YWAT OF DMWA &VW. HMTH AND NATURAL AESDLXKZS
ONISION OF EW4WANOMMAL YAKOAMOENT-GROUNDWATMSECTION
P.D. SOtt 2TW- PALE1011. ITC 27C11.71111/
PHONE (f1S1733-M
FOR OFFICE USE ONLY
ouad. No. Berta) No.
Lat. Long. Po
I
-killnoir Basin Bass
WELL CONSTRUCTION RECORD Basin cads
Header Ent. OW-1 Ent.
PIEZOMETER NO. PZGP6-2
DRILLING CONTRACTOR Ardaman & Associates, Inc,
1019 STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER PERMIT NUMBER- 06-0071-WM-0223
1 WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina County: Beaufort
(Rosa, Community, or Subdivislon ana Lot No.)
OWNER _ Texasaulf_ Inc.
ADDRESS P.O. Box 48
Street or Route No.
Aurora, North Carolina 27806
;.,iv or Town State Zio Coae
'. DATE DRILLED 12-6-90 USE OF WELL . Mon i tori na*
. TOTAL DEPTH 14' CUTTINGS COLLECTED ❑ Yes 0 No
5, DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
STATIC WATER LEVEL: 10.7 FT. ❑ above TOP OF CASING.
■below
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
I. YIELD (gam): M x METHOD OF TEST x
WATER ZONES ((JeDlh): x
3. CHLORINATION' -,oe x Amount x
�7 CASING.
'Nall rnicKness
;Z:n _:ameter ;r 'We+gnt:;: aalernai
= 0.0 8.5 2" Sch 40 PVC
-•om L
=•om =.
c�OUT
:.tatarmi •.fetnoc
_ 0.0 _ 6.5 --:Neat Cement Tremmie
�'. ScFEE:rj
-eoin iameter Slot Size •salernai
-.om 8.5 -, 13.0 ::it 2 in.0.010 11. PVC
-rom ] in. in.
=rom `o Ft. in, in.
Depth DRILLING LOG
From To Formation Datiennon
SEE ATTACHED BORING LOG
!' accnvonai space is needea use bacK of form.
':ATION SKETCH
_Show cirection ano oistance trom at least two State Roaos.
;r caner maz reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasguif
Plant Coordinates: N 55+69.96
E 82+19.70
Top of Casing Elevation31.67 feet (MSL)
3. GRAVEL PACK
Deotn Size Material
=rom 7.1 -Q "" Fl 4 20 Silica Sand
From To Ft.
4,REMARKS: Bentonite Seal From 6.5 to 7.5 feet; 1 Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS STRUCTED IN ACCORDANCE WITH 15 NCAC 2C• WELL CONSTRUCTION
STANDARDS. AND THAT A COPY OF THIS REC S E 9E4 PRO TO Pe WELL OWNER
I,ln'' _O 1 / 21 / 91
IGW-1 REVISED 2M
SIGNATURE OF CONTRACTOR OR'AWff DATE
Submit onainal to Division of Environmental Manaonnent and COOP to weM owner.

1
moRT1t cAROLNNA DVARTmm o1 oro tOMINEn MMTH Am MArAIAL HISOLWA=
' ONISloM OF EW4F4NgMWAL WMsOp1111tillf - OROUNOwATEA t3ECTiOM
P.O. s0x =t' "- AAtJN K uC =11.7w?
PH0MS lltg7i141211
' WELL CONSTRUCTION RECORD
PIEZOhrTER NO P712P6-3
FOR OFFICE USE ONLY
Quid. No. SMial No.
Lat. Long. PC
Mhos Basin
Basin Code
Header Ent. GW-1 Ent
RILLING CONTRACTOR Ardaman & Associates, Iric.
1019 STATE WELL CONSTRUCTION
BILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
iWELL LOCATION: (Snow sketch of the location below)
Nearest Town: Aurora, North Carolina County: Beaufort
(Rosa. Community. or SYbdiv.Slan an0 Lot No.)
OWNER Texasgulf Inc_
ADDRESS P.O. Box 48
1 Street o Route No.
Aurora, North Caro�ina 27806
City or Town State ZiD Code
3. DATE DRILLED 12-5-90 USE OF WELL Monitoring*
TOTAL DEPTH 25 r CUTTINGS COLLECTED ❑ Yes ■ No
5, DOES WELL REPLACE EXISTING WELL? Yes 0 No
STATIC WATER LEVEL:- 15.5 FT. ❑ above TOP OF CASING.
■ below
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD (qPm): x METHOD OF TEST x
WATER ZONES (oeorn). X
?. CHLORINATION, -,ze x :mount x
CASING.
'.Val`[ TnlCkness
_a� r =lameter or lnelant/F, '.taterlal
=.�T 0.0 19.5 2" Sch 40 PVC
,Rot
'.Iatenal '.tetnoa
0.0 16.3 Neat Cement Tremmie
or -
�, sca�sr,
Clamerer Slot Size Marerlat
-rom 19.5 24.0 =t 2 in, 0.010 11PVC
=rom FIIn. ir,
=rom , In, ir.
Depth DRILLING LOG
From To Formation Descricbon
SEE ATTACHED BORING LOG
' aecit,onai soace is neeaeo use oack of form
-�ATICN SKETCH
eirection ano aistance from dt least two State nDaas.
.:-er r^ao reTerence ocmts.
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 52+82.18
E 93+09.80
Too of Casing Elevation34.71 feet (MSL)
GRAVEL PACK:
Deotn Size Material
=rom 18. 3 -c 25.0 -1 /20 _ Silica Sand
From io Ft.
14, REMARKS: Bentonite Seal From 16.3 to 18.3 feet; 1 Stainless Steel Centralizer on Well Screen.
t Do HEREBY CERTIFY THAT THIS WELL WAS TRUCTIEDINACCORIAANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS. AND THAT A COPY OF THIS RE $ B� PROD TO #W WELL OWWR 01 2I 91
SKINATU RE OF CONTRACTOR Cd AGEW DATE
�W-1 REVISED 2/90 Submit anginal to Division at Environmental kAaaadament and coOY to well owner.

mot" CARDLMA D"M11f1111ltT Cr VitnitiXaMiT. MALT" AND NATURAL REIioU110E9
' DtYta1DN Cw E11009C1aMNTAL YANAQanSM • N11119 MAT1110N 115ECi
P.o. NOX 211`W • RALE]Ot1 MC 37a11.7aa7
PH"N iettllT.t -=
WELL CONSTRUCTION RECORD
0Tr7nuETER NO D7CPA-4
FOR OFFICE USE ONLY
Quad No. Serial No.
Let. Lonl Pe
Mkw Basin
Saein Code
Header Ent. OW-1 Ertt.
DRILLING CONTRACTOR Ardaman & Associates, Inc.
STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER 1019 PERMIT NUMBER. 06-0071-WM-0223
WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina county: Beaufort
(Roan. Community, or Subdivision and Lot No.)
OWNER Texasgulf Inc_`
ADDRESS P.O. Box 48
Streat O Route No.!
Aurora, North Carolina 27806
City or Town State ZiD Code
3. DATE DRILLED 12-6-90 USE OF WELL Monitoring*
. TOTAL DEPTH 18. 5' CUTTINGS COLLECTED ❑ Yes 0 No
3. DOES WELL REPLACE EXISTING WELL? LL YesE No
STATIC WATER LEVEL: 11.3 FT. C1 aoove TOP OF CASING.
B
TOP OF CASING IS 3 FT. ABOVEVE LAND SURFACE.
7. Y!ELD :gom): x METHOD OF TEST x
WATER ZONES (aeDTh): x
CHLORINATION -.ae x Amount x
�^ CASING.
':all ThiCxne55
ea"r-lamerer :r weignt;Ft .1atenai
0.0 13.0 2" Sch 40 PVC
BOUT r.l
-
elnaa
0.0 11.0 -,Neat Cement Tremmie
�-)eoth
:)�ameter ;Iol Size %Iateriai
= om 13.0
-, 17. 5
=, 2 n. 0.010 in. PVC
-rom
0
r, M.
=rom
'o
Ft. in. in.
3
GRAVEL PACK.
DBDIh
Size Material
:ram 12.0
To 18.5
Ft. 4/20 Silica Sand
Depth DRILLING LOG
From To Formation Descrtman
SEE ATTACHED BORING LOG
1' ?CCitional Scace is neeaeo use oaCK Of Corm_
ATION SKETCH
.:how cirecuon aria ctsiance Irom at yeast :wo State Roaas.
Ctner mao reference points)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasguif
Plant Coordinates: N 53+96.40
E 93+18.44
Top of Casing Elevation29.44 feet (MSL)
From To Ft.
14, REMARKS: Bentonite Seal From 11.0to12.0 feet; 1 Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS O TRUCTED IN kCCORDANCE WITH 15 NCAC 2C. WELL CONSTRUCrON
1 STANDARDS, AND THAT A COPY OF THIS REC S SEEN PROy0ED TO WELL OWNIEFL
}(J 01 21/91
SK3N IURE OF CONTRACTOR OR kQEWT DATE
I
GWA REVISED 2W Submit onoinai to Division of Environmentai Manaad~t and molt to well owner.

I
NORTH CAROLNA OVARTIIEtR► OF VNV IotelBrr,11MY11 AND UTURAL REdOU1111M
' DIVISIOIIOIENYp01pNt11111IHALYARAaEiENT- GROUNDWATER 59c'rtoN
F.O. sox vw - RALEKK NC 2M 1 76E/
IPHM tEtslt'7 411n
WELL CONSTRUCTION RECORD
PIEZOMETER KO P79PA-5A
FOR OFFICE USE ONLY
Ouad. No. I Serftl No.
Lat. Long. T=O
Minor Basin
Basin Code
Header Ent. GW-1 Ent —
DRILLING CONTRACTOR Ardaman & Associates, Inc.
., 1019 STATE WELL CONSTRUCTION
DRILLER REO1STRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina County: Beaufort
Community, or Subdivision
and Lot No.)
�(Roaa,
.
OWNER TexaSgul f Inc.
ADDRESS P.Q. Box 48
Aurora, North
beet or Route No.
Carolina 27806
:::IY or Town
State ZiD Code
DATE DRILLED 12-5-90
USE OF WELL . Mon i tori nib
.
TOTAL DEPTH ill CUTTINGS COLLECTED El Yes 0 No
5.
DOES WELL REPLACE EXISTING
WELL? L7 Yes M No
STATIC WATER LEVEL: 8.5
FT. above TOP OF CASING.
3
LAND
TOP OF CASING IS
FT. ABOVE SURFACE.
7,
YrE! D ;gpm): X METHOD OF TEST X
WATER ZONES (aeotni X
3
L��RiNA TION- oe X
Arnourit x
1^
.SING.
:'loll Tf icYna55
_aotn
_�ameier ,r Weign:,-: 'Aa[erial
0.0 -- 5.5
- 2" Sch 40 PVC
_ -o,n '.talena, 'detnoa
0.0 3.0 =7Neat Cement Tremmie
Deoih Diameter Sloi S,ze ',fateriai
=•am 5.5 -, 10.0 -1 2 n. 0.010 PVC
om "o in. n.
=rom 'a Ft. in, in.
Depth DRILLING LOG
From To Formation Descnption
SEE ATTACHED BORING LOG
aaaitional space is nesaeo use pack of form.
- ATIO`J SKI ,-H _
:Snow aireciton ana Cistance tram at lead two State Roads.
-r Omer mao reterence ooin[si
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 45+01.96
E 95+41.26
Top of Casing Elevation33.35 feet (MSL)
�3. GRAVEL PACK,
Depth Size nnaterial
=rom 5.0 7o 11.0 ct . 4/20 Silica Sand
=rom Tc Ft.
14. REMARKS: Bentonite Seal From 3.0 to 5.0 feet-, 1 Stainless Steel Centralizer on Well Screen.
DO HEREBY CERTIFY THAT THIS WELL WAS D STRUCTED IN CCQRQ�NCE WITH 15 NCAC 2C. WELL CONSTiItfCTTON
STANDARDS, AND THAT A COPY OF THIS RE S BEEN TO INE WELL OWNEF!
O1 21/91
SKMTURE OF CONTRACTOR OR Aabff DATE
�nw.i arviezrM wan Cuhmif nnninal fn niweinn n1 CnW—r # usnawrwrN ■nA runt 1n .ray .—an

I
FOR OFFICE USE ONLY
Ouad. No. $edel No.
Lat. Long Pc
Mkxw Basin
WELL CONSTRUCTION RECORD Benin Code
PIEZOMETER NO. PZGP6-58 Meader Ent. OW-1 Ent.
RILLING CONTRACTOR Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
KILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show sketch of the location below)
Neareat Town; Aurora, North Carolina County: Beaufort
NORTH CAROLMA DEPART1Eirr OF tpIMEEVaEMT. NEALTM AND HATURAL RESOUSIM
01YI13I0R OF EKVEiDIpEMTAL MANAGEMM . GROtINWATEA SECT1OU
P.O. Gott tlAW. R&AJIQ 1, RC M111•TEEr
PiIOMEmil ii?21
(Roan, Community. or Suborvtslon ana Lot No.)
OWNER. Texasoulf Inc.
ADDRESS P.O. BOX 4$
Street or Route No.
Aurora, North Carolina 27806
,�:.Iv or Town State Zip Code
DATE DRILLED 12-5-90 USE OF WELL . Monitoring*
TOTAL DEPTH 25'__ CUTTINGS COLLECTED ❑ Yes 8 No
5. DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
STATIC WATER LEVEL: 15.2 FT. [2 above TOP OF CASING,
be
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD '.gomi: X METHOD OF TEST x
WATER ZONES (deotn)x
C'HLCRINA71CN -.ca x ,mount x
C.:SING.
Wall T h,cKness
n _+amerer •:r `Ne+gnt:F: %Iaierta+
_ 0.0 19.5 2" Sch 40 PVC
=•am
-,gym
�hGUT
0.0
5V ?C
�R1
ater,a+ 'Jetnoa
16.3 =:Neat Cement Tremmie
=aam Diameter Slat Size %Ialer,ai
19.5 24.0 Ft 2 11.0.010 PVC
-rcm Ft in.
From --.)-Ft. in.
in.
in.
Depth DRILLING LOG
From To Formation Desenpnon
SEE ATTACHED BORING LOG
'aaCrtlOnal snare Is neeaea use oacK Ot corm.
AT'r)N SKETCH
:Snow a,recnon anc ❑+Stance from 31 least two State Roaas,
c:ner mao reverence comtsi
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 45+19.60
E 95+41.25
Top of Casing Elevatian33.00 feet {MSL)
GRAVEL PACK:
Seotn Size Material
-ram 18.0 -o 25.0 Ft. 4/20 Silica Sand
From o Ft.
04. REMARKS: Bentonite Seal From 16 3to18 0 feet; 1 Stainless Steel Centralizer on Well Screen.
100 HEREBY CERTIFY THAT THIS WELL WAS CO STIRZ=0
ED IN ACCORDANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
STANDARDS, AND THAT A COPY OF THIS RE THl3�W41 OWNER.
O1/21/91
SICWTU iE OF CONTRACTOR OR AGOff DATE
w-t REVISED 2M Submit Onatnai to Division of Fnwrmm�antai Yanmamorwnt and enow to woo owner.
t

I
NCRTN CAAOLIKA DEPAR7MEUT OF OnriftOmMENT. HEALTI AND NATURAL REaouRf�a
ONISION OR tWiMONIENTAL MANAGEMENT • GR04N I MrATER SECTION
P.O. sox r M1. RAiANK NC ZNM11.7ea7
P"DNE p1/17334=
WELL CONSTRUCTION RECORD
PIEZOMETER NO. PZGP6-7A
1DRILLING CONTRACTOR Ardaman & Associates Inc.
DRILLER REGISTRATION NUMBER 1019
WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina
(Road. Community, or Subdivision
ano Lot No.)
OWNER Texasgulf Inc_
ADDRESS P.O. Box 4$
Street or, Roble No.
Aurora North
Carolina 27806
City or Town
State Zia Coca
'.
DATE DRILLED 12-7-90
USE OF WELL . MO Lori nq*
�.
TOTAL DEPTH 8.5 CJTTINGS
COLLECTED ❑ Yes ■ No
5.
DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
STATIC WATER LEVEL: 4.5
FT. [3 above TOP OF CASING,
3
■ below
TOP OF CASING IS
FT. ABOVE LAND SURFACE.
7.
YIELD (gpm): x METHCD OF TEST X
WATER ZONES (cieotn). x
3.
CHLORINATION `.: e x
.amount X
CASING.
Wall Thickness
_
_ farnefer )r 'Neignu: , '.taleriai
=.n 0.0 -: 3.0
=. 2" Sch 40 PVC
GROUT -
-
= 0.0 1.0
=-Neat Cement Tremmie
r?
SCREENm V
Uearn
Diameter Slot Size 'Aaferiai
-ram 3.0 -, 7.5
=, 2 n. 0.010 , - PVC
=rom -
in. :n
=rom 'o
Ft. n. ,n.
13.
GRAVEL PACK:
FOR OFFICE USE ONLY
Quad. No. Sahel No.
Lat. Lora Pc
Ulrim Basin
Basin Code
HeaoK Ent. GW-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0223
County: Beaufort
Death DRILLING LOG
From To Formation Descrtpnon
SEE ATTACHED BORING LOG
acc,tional space is neecea use bacK of torn.
�--ATTON SKETCH
:Snow C,recitOn arc olstance from at least two State Roacs.
;r --:-er mac reference ooinis)
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 45+08.92
E 98+41.99
Top of Casing Elevation18.78 feet (MSL)
Deoin Size Material
From 2.0 To 8.5 4/20 Silica Sand'
From T c Ft.
14. REMARKS: Bentonite Seal From 1.0 to 2.0 feet; 1 Stainless Steel Centralizer on Well Screen.
1 DO HEREBY CERTIFY THAT THIS WELL WAS CQNSTRUCTED IN AC0ORDAJCE WITH 15 NCAC 2C, WELL CONSTRUCTION
STANDARDS, AND THAT A COPY OF THUS RE BEEN PROVOW O WELL OW 40L
O1 21 91
SMNATURE OF CONTRACTOR OR AGW DATE
'r.W-i RFV13t=D 090 Submit anainal to amaian at Fnviranmental Nanetsemant and soar to welt owner.

H0R7141 CARQLMA DEPAffnXXT OF IN MONIMT. HEALTH AND NATURAL RESOtJ7 M
DI'V0011 OF ENYll01YE#tTu YANAOEASM - GROUNDWATER SECTION/
P.O.=KVW-RAIiIKHC rM1.711111IFT
PIIOME Iltelfli}iQt1
IWELL CONSTRUCTION RECORD
PIEZOMETER NO. PZGP6-7B
tRiLLING CONTRACTOR Ardaman & Associates, Inc.
BILLER REGISTRATION NUMBER 1019
WELL LOCATION: (Show Sketch of the location below)
Nearest Town: Aurora, North Carolina
,Road. Community. or Subdivision and Lot No.)
OWNER Texasgulf Inc_ _
ADDRESS P.O. Box 48
Street o Route No.
Aurora, North Carolina 27806
City or Town state ZiD Code
DATE DRILLED 12-7-90 USE OF WELL Moni tori no*
TOTAL DEPTH 221 CUTTINGS COLLECTED ❑ Yes E No
5. DOES WELL REPLACE EXISTING WELL? ❑Yes No
STATIC WATER LEVEL: 6.6 FT. t belowTOP OF CASING.
TOP OF CASING IS 3 FT. ABOVE LAND SURFACE.
7. YIELD `.gpm): x METHOD OF TEST x
WATER ZONES Weotn): x
-HLCRINATION: ",oe x Amount x
USING. _ _
iameier -r ^reianrF! %Iaterrai
0.0 16.5 2" Sch 40 PVC
-•gym -. =!
:10rn = .
�,Gl?
.'Ober:ai reelnoa
_ 0.0 14.0 Neat Cement Tremmie
�eotn Diameter _lot Size Matenai
= om 16.5 21.0 2 n, 0.010 in. PVC
=•am �n. rn,
FOR OFFICE USE ONLY
Ouad. No. I Serial No.
Lat. Long Pe
Mkw Bash
Basin Code
Header Ent. QW-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WM-0223
County: Beaufort
Death DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
aacinonai space is needed use oacx of form.
���.�TI�•?J SKETCH
--ow ❑irecoon ano crsiance tram at least Iwo State Roads.
_r C!ner map reterence oointsi
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 45+14.52
E 98+41.36
Top of Casing Elevation18.81 feet (MSL)
=rcm rC Ft, m. tn.
,3. GRAVEL PACK:
Oeotn size Material
-tom 15.5 To 22.0 Ft. 4 20 Silica Sand
From To Ft,
44. REMARKS: BentonTte Seal From14.0 to 15.5feet• 1 Stainless Steel Centralizer on Well Screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS C UCTED IN A ORDANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
STANDARDS, AND THAT A COPY OF THS RECOM BE£1`J PRO TO WELL OWNER.
( 01/21/91
SIGNATURE OF CONTRACTOR OR AaEkT DATE
w.1 Rr=utSFn 2M Submit ortainat to Divisian of Environmental IranaaarnalNt and COOT to trap owner.

NORTH CAROLM OEPARTSENr OF DWWA IYEHT. HEALTH AND f1ATURAL REBOURCEB
I
DIVIBoH lO/ EHVIRONNNWAL YAHT ACMEMFJ -GFAXPO NtATtER BECTION
P.O. BOX RAW - RALEIM HC 7M I-TW
PMO M ptliII33- i1
iWELL CONSTRUCTION RECORD
PIEZOmVTER NO D7CDA-8
FOR OFFICE USE ONLY
Quad. No. serial} No.
Let. Long. PC
Winar Basin
Basin Code
Header Ent. GW-1 Ent.
DRILLING CONTRACTOR _Ardaman & Associates, Inc.
1019 STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION! (Show Sketch of the location below)
Nearest Town: Aurora, North Carolina County; Beaufort
,Roaa. Community. or Subdivision ano Lot No.)
OWNER Texasgulf Inc.
ADDRESS P.O. BOX 48
Street o Route No.
Aurora, North Caro�ina 27806
City or Town State ZiD Code
3. CATE DRILLED 12`5-90 'rSE OF WELL Monitoring*
ITOTAL DEPTH 27 r CUTTINGS COLLECTED ❑ Yes 0 No
�. DOES WELL REPLACE EXISTING WELL? 0 Yes 0 No
STATIC WATER LEVEL: 16.9 FT. ❑ above TOP OF CASING.
■ below
TOP OF CASING IS 3 FT, ABOVE LAND SURFACE.
7. YIELC 'gi x METHOD OF TEST x
WATEP ZONES ,oeDtn): x
--�L-^.INATJC De X -mount X
'.Van TricKress
eo!n=iameter ,r welgntrF. Material
0.0 21.5 z. 2" Sch 40 PVC
- '.faterial '.temca
0.0 16.3 Neat Cement Tremmie
_eom 1ameter Sdot Size %iatenal
=.c n 21.5 26.0 = 2 in, 0.010 PVC
- cm To- in. in.
=,om To =t. In, In.
Depth DRILLING LOG
From To Formanon Desenotion
SEE ATTACHED BORING LOG
' aacrtlonal saace is needed use Dacx of form.
CATIr`J SiC_-YH
'.Snow alrectfon aria crstance irom at (east two State Roaos.
t::ner maD reference ocints:
SEE ATTACHED PIEZOMETER LOCATION PLAN
*Water Level Only
Piezometer Location by Texasgulf
Plant Coordinates: N 35+46.97
E 95+07.19
Top of Casing Elevation32.82 feet (MSL)
3. GRAVEL PACK.
DeD:n Size Material
from 18.3 To 2 7.0 : _ 4 20 Silica Sand
=ram To Ft.
14. REMARKS: Bentonite Seal From 16.3to18.3 feet; 1 Stainless Steel Centralizer on Well Screen.
❑O HEREBY CERTIFY THAT THIS WELL WAS;61VSTRUCTED IN CCO QANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
1 STANDARDS, AND THAT A COPY OF THIS RECS BEEN TO THE WELL OWNER.
01 21 91
SIGNATURE OF CONTRACTOR OR kGEkt DATE
' GW-f REVISED 2190 Submit original to Division of Envtromnardal Lllartaownem and Coov to well owner.
i

Ci
HOpTM CA00111-911A OeP"" E" OF lNVNIOI rr, MALTM AN* NATURAL pHaQt
OIVM M OF BNVWANMNWAL MANAQMMLNf - OROUMCPWATM ORCM M
P.O. Bon VW • RALE1011, NC rMil-7W
P"C" Mleliss =
IWELL CONSTRUCTION RECORD
PIEZOMETrD ti 07CPA-IO
FOR OFFICE USE ONLY
I]uad. Fig. Serial No. I
Let. Long Pc
Manor Basin
Basin Code
Header Ent, 011111-1 Ent.
DRILLING CONTRACTOR Ardaman & Associates, Inc.
10I9 STATE WELL CONSTRUCTION
DRILLER REGISTRATION NUMBER PERMIT NUMBER: 06-0071-WM-0223
WELL LOCATION: (Show Sketch of the location below)
Nearest Town: Aurora, North Carolina County. Beaufort
Depth DRILLING LOG
(Road. Community, or Subdivision and Lot No.)
Texasgulf Inc_`
From To Formation Deacnotion
OWNER
P.O. Box 48
SEE ATTACHED BORING LOG
ADDRESS
'Street
o Route No.)
Aurora, Nort#i Carolina 27806
-
City or Town State Zia Code
3.
DATE DRILLED 12-7-90 USE OF WELL . Mon! tori ng*
tTOTAL
DEPTH ill CUTTINGS COLLECTED [I Yes No
DOES WELL REPLACE EXISTING WELL? ❑ Yes 0 No
'.
STATIC WATER LEVEL: 3.5 FT. ❑ above TOP OF CASING,
■below
3
TOP OF CASING 15 FT. ABOVE LAND SURFACE.
7,
YIELD (90m): =m x METHOD OF TEST x
WATER ZONES (deotni: x
3,
CHLORiNATICN -,ae x Amount X
�i
CASING. Pall T h.icKness
,
-iame!er r WeignvF! material
If adait+onai space is needea use oack of loan
aim
'C •TION
0.0 -_ 5.5 =, 2" SCh 40 PVC
tiSKETtrH
;Snow oirecion and cistance rrom at least two State Roads.
- _ -
,r other mao reference points}
_.gym
SEE ATTACHED PIEZOMETER LOCATION PLAN
�!RCUT
-Metnca
'Water Level Only
0.0 - _ 3.0 -:Neat Cement Tr
T emmie_
Piezometer Location by Texasgulf
Plant Coordinates: N 35+35.27
E 98+77.04
�eorn Diameter Slot Size material
Top of Casing Elevation 18.18 feet (MSL)
-rom 5.5 -- 10.0 t. 2 ,n. 0.010 m. PVC
ro m Pt in. in.
=rom 'a Ft, in. in.
3.
GRAVFL PACK:
Depth Size Material
-rpm 4.5 -o 11.0 Ft. 4/20 Silica Sand
14.
_
From -To- Ft.
REMARK& Bentonite Seal From 3.0 to 4.5 feet; i
Stainless Steel Centralizer on Well Screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS COlqTRUCTED IN CCOR ANCE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS. AND THAT A COPY OF THIS BEEN TO WELL OWNEFL
Pvr 01 21 91
SKiYATURE OF CONTRACTOR OR ACIM DATE
GW1
REVISED 2190 Submit original to
OhAsion of EnvOonmantai I♦Manaoan ord and Cattily to well owner.

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Appendix C
PHOTOGRAPHS OF EXISTING SEEPAGE COLLECTION DITCHES

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PHOTOGRAPH C-IA: WEST WALL OF GYPSUM PILE 5 LOOKING SOUTH
PHOTOGRAPH C-1 B: WEST WALL OF GYPSUM PILE 5 LOOKING SOUTH
PHOTOGRAPHS OF WEST WALL OF GYPSUM PILE 5
PHOTO DATE: 12/5/90
I I
FIGURE C-1

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,! �IIEj�i l��Il�i ,';III IIEIsiUE���1! E;!!Il.Itll�lh 1EIif�I� I�IIIIi ��I'IIIII��I I�`�7 jiijRrilli I.�jjij�i 1 ��I{',Il�IjE�If�Iij[ ,j !(l�� �(I pZ�€��I ;,I�Yj� I i�i E' ,; i<r! t�i, . €I=1`, .i! i t.�I3t I
II€tjlil
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- ypwir'pNSftllu€ I
....... .
��I�1t11I i i I is 01
�i#pllrNhrl7lr E i EHl�Ir IIE�j I� i
! n• a „ ,I I 'I � a � r � III, >, !a F yr'�.... ;� �' � ' e
Ei111 I � 3`I�ry'`I u �
4Mr' a PHOTOGRAPH OF NORTH WALL OF
' GYPSUM PILE 6 LOOKING WEST
PHOTO DATE: 12/6190
i
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FIGURE C-2

n
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= r m r ■w = r ■r m = = i w m m m m r m
PHOTOGRAPH OF EAST WALL OF GYPSUM PILE 6 LOOKING SOUTH
PHOTO DATE: 1216/90

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m m m= r m r ■r m m r m= r m w m m m

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qd 1,
A
PHOTOGRAPH C-SA:
NORTH WALL OF GYPSUM PILE 1 LOOKING EAST
I
`i iCi
ry
C.M.��til��+_ '
�
is
f i•
ill
PHOTOGRAPH C-58:
NORTH WALL OF GYPSUM PILE 1 LOOKING NORTHWEST
'
PHOTOGRAPHS
OF NORTH WALL OF GYPSUM PILE 1
PHOTO DATE: 12/6/90
FIGURE C-5

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. ��EEI•.liiili lll�iEE141 ia-
PHOTOGRAPH OF WEST WALL OF
GYPSUM PILE 1 LOOKING SOUTH
PHOTO DATE: 1216/90
FIGURE C-6

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1 . 1 , < t Jt E €� fR �. � r ✓'�.cl4i�ij1 I '�..
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N.C. Department of Environment, Health, and Natural Resources
Division of Land Resources, Land Quality Section
Telephone Log
Date:. y 12 1 I
Time: c2ram
0 pm
I.
2. Conversation
3. Affiliation:
4. Content of conversation:
1.0 /JiM)
cc: AI- W Piled by:
Call:
Sheet of
Placed ) Received 0
Returned 0
County: =:
Telephone: ( )
0

t
Wit
4 F
IMPORTANT
TO 1 .
Date !r Time
WHILE YOU WERE OUT
of —
Phone
AREA CODE NUMBER
EXTENSION
TELEPHONED
PLEASE CALL
CALLED TO SEE YOU
WILL CALL AGAIN
WANTS TO SEE YOU
URGENT
RETURNED YOUR CALL
p.0 wk.-
Arlessage �'� 7—A — ` '4 ' #
i
o tom-"
N8 Dept. of �nviro ment, Health, an �F al esouraq� ��
3riL4-- �
rinFed an Recyclet5 r �t.(,Z,p.-.

MEMORANDUM
TO: Kevin
Water
DIVISION OF LAND RESO RCES
LAND QUALITY SECTION
October 10, 1991
dG'J'
It/
?)-
SFc,l,
e
FROM: Floyd Williams
SUBJECT: Texasgulf's Appliction for a Nondischarge Permit to
Reactivate Gypsum Pile 3/4
I have received the supporting documentation for the above
application. It appears to me that the proposed construction
procedures should be adequate. The proposed 18" clay layer,
along with the internal drain system, appears to be adequate to
prevent failure of the Gypsum Pile 3/4.
h
Miller
Quality Section
Jim Simons, State Dam Safety Engineer, and Jim Leumas, Assistant
State Dam Safety Engineer (733-4574) have reviewed the
engineering of this proposal, and you may want to contact them to
see if they have any comments.
Once the proposal has been approved by your office, please notify
Land Quality. We will approve under the mining permit.
Enclosure

TO DATE
1av
,WSAG E Jd
F D FM N .1
SIGNED
WitsonJones - cb-A.. - mmx m u.s.s..
4�qw Trwww" - 0 Wkmrj�, ING
SPEED 4f, &
DATE
REPlY
"/v
, V
4
�A� D-
ez? - ,
T
5 f WE R i 1) LW, H A 141 i R UA I N YELLOW C 0 PY, S L N I ) M I � I k A "I I I I

4
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®Texasgulf Inc.
elf bqultalne group
RO. Box 48 Aurora, North Carolina 27806
August 28, 1991
Mr. Jim Mulligan
Regional Supervisor
Washington Regional Office
Division of Environmental Management
N. C. Department of EHNR
P. 0. Box 1507
Washington, North Carolina 27889
Subject: Reactivation of Gypsum Pile 3/4
Dear Mr. Mulligan:
W.A. Schimming
Manager
Environmental Affairs
[phone]
Attached is a completed original and three copies of a Non -
Discharge Permit Application for the reactivation of Gypsum Pile
3/4 at Texasgulf Inc. Is Phosphate Operations, Aurora, North
Carolina. Accompanying this application are also five copies of
a report by Ardaman & Associates, Inc., entitled, "Support
Document - Permit Application to Reactivate Gypsum Pile 3/4 -
Texasgulf Phosphate Operations, Aurora, North Carolina". Also
enclosed is the $400.00 permit processing fee.
If you have any questions or require additional information,
please contact me.
Sincerely,
W. A. Schimming
WAS/re
Enclosures
pc: Charles Gardner - DLR, Raleigh (w/encl)

,
State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
Non -Discharge Permit Application
(THIS FORM MAY BE PHOTOCOPIED FOR USE AS AN ORIGINAL)
RECYCLE FACILITIES
I. GENERAL INFORMATION:
L Applicant (corporation, individual, or other): — Texasqulf Inc._ _
2. Print Owners or Signing Official's Name and Title (the person who is legally
responsible for the facility and its compliance):
William A. Schimming, Manager Environmental Affairs
3. Mailing Address: Post Office Box 48
City: Aurora State; North Carolina Zip: 27806
Telephone No.: ( g1 9 ) 322-4111
4. Project Name (subdivision, facility, or establishment name - should be consistent with
project name on plans/specs., letters of flow acceptance, Operational Agreements, etc.):
Texasgulf Phosphate Operations - Reactivation of Gypsum Pile 3 4
5. Application Date: 08/27/91 6. Fee Submitted: $ 400.00
7. County where project is located:
Beaufort
8. Latitude: 35022' 40" ;Longitude 76°47' 20" of recycle facility location
II. PERMIT INFORMATION:
1. Permit No. (will be completed by DEM):
2. Specify whether project is: X new; renewal*; modification.
*If renewal, complete only sections I, II, III, & applicant signature
(on pg.6). Submit only pgs. 1, 2, 6 (original and 3 copies of each). Engineer
signature not required for renewal.
3. If this application is being submitted as a result of a renewal or modification to an
existing permit, list the existing permit number and issue date
4. Specify whether the applicant is public or X private.
FORM: RFAC 4/91 Page 1 of 7

RECYCLE FAC1LMS
PAGE 3 (4/91)
6. If any of the buffers specified in no. 5 above are not being met, please explain how the
proposed buffers will provide equal or better protection of the Waters of the State with
no increased potential for nuisance conditions: _Gypsum Pile 3/4 substantially
exceeds applicable buffer requirements c and d specified above for
recvcle facilities.
7. Are any components of the recycle facility located within the 100-year flood plain?
1
yes; X no. If yes, briefly describe the protective measures being taken to protect
against flooding.
THIS APPLICATION PACKAGE WILL NOT BE ACCEPTED BY THE
DIVISION OF ENVIRONMENTAL MANAGEMENT UNLESS ALL OF
THE APPLICABLE ITEMS ARE INCLUDED WITH THE SUBMITTAL
Required Itern.s
One original and three copies of the completed and appropriately executed application form.
b. The appropriate permit processing fee, in accordance with 15A NCAC 211.0205(c)(5).
C. Five sets of detailed plans and specifications signed and sealed by a North Carolina
Professional Engineer. The plans must include a general location map, a site map which
indicates where any borings or hand auger samples were taken, along with buffers,
structures, and property lines. Each sheet of the plans and the first page of the specifications
must be signed and sealed.
d. For industrial wastewater; a complete chemical analysis of the typical wastewater
must be provided. The analysis may include, but shall not be limited to, Total Organic
Carbon, BOD, COD, Chlorides, Phosphorus, Nitrates, Phenol, Total Trihalomethanes,
TCLP analysis, Total Halogenated Compounds, Total Coliforms, and Total Dissolved
Solids.
If lagoons are a part of the facilities and the recycle water is industrial, provide a
hydrogeologic description of the subsurface to a depth of 20 feet or bedrock, whichever is
less. The number of borings shall be sufficient to define the following for the area
underlying each major soil type at the site: significant changes in lithology, the vertical
permeability of the unsaturated zone, the hydraulic conductivity of the saturated zone, and
the depth of the mean seasonal high water table.
Five copies of all reports, evaluations, agreements, supporting calculations, etc., must be
submitted as a part of the specifications which are signed and sealed by a North Carolina
Professional Engineer. Although certain portions of this required submittal must be
developed by other professionals, inclusion of these materials under the signature and seal
of a North Carolina Professional Engineer signifies that he has reviewed this material and
has judged it to be consistent with his proposed design.
g. Five copies of the existing permit if a renewal or a modification.
3 of 7

DIVISION OF ENVIRONMENTAL MANAGEMENT REGIONAL OFFICES (4/91)
Asheville Regional WQ Super.
Washington Regional WQ Super.
Raleigh Regional WQ Super.
59 Woodfin Place
P 0 Box 1507
3800 Barrett Dr., Suite 101
Asheville, NC 28802
Washington, NC 27889
Raleigh, NC 27609
704i251-6208
919/946-6481
919/733-2314
Avery Macon
Beaufort Jones
Chatham Nash
Buncombe Madison
Bertie Lenoir
Durham Northampton
Burke McDowell
Camden Martin
Edgecombe Orange
Caldwell Mitchell
Chowan Pamlico
Franklin Person
Cherokee Polk
Craven Pasquotank
Granville vance
Clay Rutherford
Currituck Perquimans
Halifax Wake
Graham Swain
Dace Pitt
Johnston Warren
Haywood Transylvania
Gates Tyrell
Lew Wilson
Henderson Yancy
Greene Washington
Jackson
Hertford Wayne
Hyde
Fayetteville Regional WQ Super.
Mooresville Regional WQ Super,
Wilmington Region. WQ Super.
Wachovia Building, Suite 714
919 North Main Street
127 Cardinal Drive; Extension
Fayetteville, NC 28301
Mooresville, NC 28115
Wiiming?on, NC 28405-3:145
919/496-1541
704/663-1699
919/39 5-3900
Anson Moore
Alexander Mecklenburg
Brunswick New Hanover
Bladen Robeson
Cabarru_s Rowan
Carteret Onslow
Cumberland Richmond
Catawba Stanly
Columbus render
Harnett Sampson
Gaston Union
Duplin
Hoke Scotland
Iredell Cleveland
Montgomery
Lincoln
Winston-Salem Regional WQ Super.
8025 North Point Boulevard, Suite 100
Winston-Salem, NC 27106
919f761-2351
Alamance Rockingham
Alleghany Randolph
Ashe
Stokes
Caswell
Surry
Davidson
Watauga
Davie
Wilkes
Forsyth
Yadkin
Guilford
5of7

RECYCLE FACILITIES
PAGE 7 (4/91)
PERMIT APPLICATION PROCESSING FEES
(effective October 1, 1990)
CATEGORY NEW APPLI_CATIONSI RENEWALS WI"I" 40UT
MODIFICATIONS MODIFICATIONS
> 1,000,000 GPD
Industrial $400
Domestic/Cooling Water $400
10,001 - 1,000,000 GPD
Industrial $400
Domestic/Cooling Water $400
1,001 - 10,000 GPD
Industrial $400
Domestic/Cooling Water $400
< or = 1,000 GPD and
Single Family Dwelling $240
Sludge < or =. 300 Acres $400
Sludge > 300 Acres $400
Sewer Extensions
(nondelegated) $400
Sewer Extensions
(delegated) $200
$300
$300
$250
$250
$200
$200
$120
$250
$250
X
4'
Closed -Loop Recycle
or Evaporative $400 $200
NOTE: The Fees for Soil Remediation Projects are the same as for Sludges.
Under the Sewer Extension Fee, "delegated to municipalities" applies
only to those governmental jurisdictions that have specific delegation
review authority, as granted by the Division of Environmental
Management.
7 of 7

I
Support Document
Permit Application to Reactivate Gypsum Pile 3/4
Texasgult Phosphate Operations
Aurora, North Carolina
. . . . . . . . . . . . . . . . . . . . . . . . .. . .....
OFFICES
Orlando, 8008 S. Orange Avenue, Orlando, Florida 32859-3003, Phone [phone]
Bartow, 1987 S. Holland Parkway, Bartow, Florida 33830, Phone [phone]
Bradenton, 209 A 6th Avenue East, Bradenton, Florida 33508, Phone [phone]
Cocoa, 1300 N. Cocoa Blvd.„ Cocoa, Florida 32924, Phone [phone]
Fart Myers, 2508 Rockfill Road, Fort Myers, Florida 33916, Phone [phone]
Miami, 2608 W. 84th Street, Hialeah, Florida 33016, Phone [phone]
Port St. Lucie, 1017 S.E. Holbrook Ct., Port St, Lucie, Florida 34985, Phone [phone]
Sarasota, 2500 Bee Ridge Road, Sarasota, Florida 34277, Phone [phone]
Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone [phone]
Tampa, 105 IV, Faulkenburg Road, Suite D, Brandon, Florida 34299-1506, Phone [phone]
Vilest Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Florida 33409, Phone [phone]
MEMBERS:
American Concrete institute
American Society for Testing and Materials
American Consulting Engineers Council
Association of Soil and Foundation Engineers
Florida Institute of Consulting Engineers
American Council of Independent Laboratories

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MW IN Ardaman & Associates, Inc.
00%
Texasgulf Inc.
Post Office Box 48
Aurora, North Carolina 27806
Attention: Mr. William A. Schimming
Manager Environmental Affairs
August 26, 1991
File Number 90-180
Subject: Support Document, Permit Application to Reactivate Gypsum Pile 3/4, Texasgulf
Phosphate Operations, Aurora, North Carolina
Gentlemen:
Enclosed is the support document for the permit application to reactivate Gypsum Pile 3/4. The
document includes the information required in Code 15A NCAC 2H.0200 "Waste Not Discharged
to Surface Waters" for permitting a closed -loop or recycle and storage system for gypsum.
If you have any questions or require additional information, please contact us.
Very truly yours,
ARDAMAN & ASSOCIATES, INC.
I "aalj-
vJ (14,
Thomas S. Ingra, P.E.
Senior Pro' ct Engineer
()J hn E. Garlanger, Ph.D., P.E.incipal
North Carotins Registration No. 9046
TSI:cc
2A-9 I M.FIX
8008 S. Orange Avenge {328039). Post Office Box 59:3003. Orlando, Ronda 32859-3003 Phone j007) 555-3860 FAX [phone]
Offices in, Avcn Parer, Oar!cyj. Bradenton. Cocov. Fort Myers, Kam., Orlando, Port Charlotte, Port St LucEo, Sarasota. Taliaha5sc e, Tampa. W. Palm Beach

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TABLE OF CONTENTS
Section
Title
Page
1.0
INTRODUCTION
1
2.0
PROJECT BACKGROUND
1
3.0
SITE LOCATION AND EXISTING CONDITION OF GYPSUM PILE 3/4
1
4.0
GENERALIZED HYDROGEOLOGIC SETTING AND
2
SUBSURFACE CONDITIONS
41 Stratigraphy in Abutting Unmined Lands
2
4.2 Stratigraphy in Mined Lands
2
4.3 Aquifer Systems
3
4.4 Aquifer Water Levels
4
4.5 Vertical Hydraulic Conductivity of Soils Underlying
4
Gypsum Pile 3/4
5.0
RECYCLE AND STORAGE MATERIAL QUANTITIES
5
AND CHARACTERISTICS
5.1 Process Water Characteristics
5
5.2 By -Product Gypsum
6
6.0
PRELIMINARY LAYOUT AND DESIGN FEATURES
6
6.1 Layout
6
6.2 Regulatory Requirements and Design Features
6
6.2.1 Gypsum Starter Dike
7
6.2.2 Return Water Ditch
7
6.2.3 Compacted Clay Liner
7
6.2.4 Gravel Drains
7
6.2.5 Seepage Collection Ditch
8
TO
STORAGE CAPACITY AND LIFE
S
3.0
PRELIMINARY TECHNICAL SPECIFICATIONS FOR
9
CLAY LINER AND DRAIN SYSTEM
8.1 Clay Liner Specifications
9
8.1.1 Source of Clay Borrow Material
9
8.1.2 Preparation of Liner Base Surface
10
8.1.3 Clay Liner Material
10
8.1.4 Molding Moisture Content, Compaction, and
10
Permeability Criteria
8.1.5 Construction Procedures
11

TABLE OF CONTENTS
(continued)
Section Title
Paste
8.2
Gravel Drain System Specifications
11
8.2.1 Filter Fabric Specifications
11
8.2.1.1 Filter Fabric Seams
12
8.2.1.2 Installation Procedures
12
8.2.1.3 Repairs
13
8.2.2 Silica Gravel and Sand Filter Specifications
13
8.2.2.1 Silica Gravel Material Requirements
13
8.2.2.2 Sand Fitter Material Requirements
13
8.2.2.3 Installation Procedures
14
8.3
HOPE Pipe and Fitting Specifications
14
8.3.1 Collector Pipe Material Requirements
15
8,3,1.1 Physical Properties
15
8.3.1.2 Base Resin
15
8.3.1.3 Physical Appearance
15
8.3.1.4 Perforations
15
8.3.2 Outlet Pipe Material Requirements
15
8.3.3 Header Pipe Material Requirements
15
8.3.4 Discharge Pipe Material Requirements
16
8.3.5 Pipe Fitting and Joint Requirements
16
8.3.5.1 Pipe Joints
16
8.3.5.2 Fitting Joints
16
8.3.6 Installation of 6-Inch Diameter Collector and Outlet Pipes
16
8.3.6.1 Gypsum Backfill Above Drains
17
8.3.6.2 Sand Bedding Around Outlet Pipes
17
8.3.6.3 Gypsum Backfill Above Outlet Pipes
17
8.3.7 Installation of 8-Inch Diameter Header Pipe
17
8.3.8 Installation of 12-Inch Diameter Discharge Pipe
18
8.3.8.1 HDPE Seepshields
18
8.3.8.2 Lean Concrete
19
9.0 CONSTRUCTION MONITORING AND QUALITY CONTROL TESTING
19
9.1
Gypsum Pile Clay Liner
19
9.2
Return Water Ditch Clay Liner
20
9.3
Gravel Drain
20
9.4
Gypsum Starter Dike
21

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LIST OF FIGURES
Fia4 Title
1 General location Map
2 Location of Gypsum Piles and Adjacent Facilities
3 Existing Topography
4 Aerial Photograph of Gypsum Pile 3/4 and Previous Boring Locations
5 Generalized Geologic Cross Section A -A
6 Generalized Geologic Cross Section B-B
7 Generalized Geologic Cross Section C-C
8 Fines Content Vs. Vertical Coefficient of Permeability for In situ and
Cast Yorktown Formation Soils
9 Preliminary Site Plan for Gypsum Pile 3/4
10 Preliminary Liner and Drain System
Cross Sections A -A and B-B
11 Preliminary Liner and Drain System
Cross Sections C-C and D-D
12 Preliminary Liner and Drain System
Cross Sections E-E and F-F

Texasgulf Inc.
' File Number 90-180
1 1.0 INTRODUCTION
-1-
This report provides supporting documentation and information to accompany the permit
application to reactivate Gypsum Pile 3/4 as a temporary mineral processing recycle and storage
facility. The required information to permit a closed -loop or recycle and storage system for
gypsum is outlined in Code 15A NCAC 2H.0200 "Waste Not Discharged to Surface Waters". In
accordance with the requirements of this administrative code section, the following information
is provided in support of the permit application:
• a general location map (NCAC 2H.0205(d)(1)(C));
• an overview of the hydrogeology and subsurface conditions at the site (NCAC
2H.0205(d)(9)(C));
• a description of the origin, type and flow of waste stored in the facility (NCAC
2H.0205(d)(1)(D) and 2H.0205(d)(9)(A)); and
• preliminary plans and specifications for construction of the facility (NCAC 21-1.0205(d)(1)(A
and B) and 2H:0205(d)(9)(B)).
2.0 PROJECT BACKGROUND
Texasgulf Inc. mines and processes phosphate ore at its phosphate operations located in
Beaufort County, North Carolina. Gypsum generated as a by-product of the manufacturing of
phosphoric acid for producing fertilizer at the chemical plant is temporarily stored in gypsum piles
at the site. The gypsum piles are constructed by hydraulically depositing gypsum in the storage
area, allowing the gypsum to settle and dewater, and then raising the pile with a backhoe using
the upstream method of construction. The gypsum is stored temporarily in the gypsum pile and
is ultimately excavated from the pile for use in the production of gypsum -clay blend (i.e., a
mixture of gypsum and clays from the beneficiation plant at a ratio of about 3.5:1 to 4:1 on a dry
weight basis) for reclamation of mined areas. After excavation of the gypsum, the pile is
reactivated for hydraulic deposition and storage of gypsum. The sequence of deposition and
subsequent excavation will continue at the gypsum piles for the life of the chemical plant.
The existing Gypsum file 3/4 was originally activated in mid-1976 and used for storage of
gypsum through mid-1987 during which time the pile was raised from about Elevation 15 feet
(MSL) to 150 feet (MSL). The existing pile and surrounding dikes and ditches comprised an area
of about 110 acres, approximately 1800 feet by 2650 feet in dimension. Excavation of Gypsum
Pile 3/4 for gypsum -clay blend production began in mid-1990 and is scheduled for completion
by August 1992. Prior to the reactivation of Gypsum Pile 3/4 for the storage of gypsum, a clay
liner and drain system will be installed at the base of the pile. In order to have Gypsum Pile 3/4
ready to receive gypsum by September 1992, construction of the clay liner and drain system is
scheduled to begin in October 1991.
3.0 SITE LOCATION AND EXISTING CONDITION OF GYPSUM PILE 3/4
The Texasgulf Phosphate operations are located about 6 miles north-northeast of Aurora on
Highway 306 in Beaufort County, North Carolina (Figure 1). The existing operations, the original
portions of which came into service in 1965, include: (i) the phosphate mine and associated

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1
Texasgulf Inc.
File Number 90-180 -2-
beneficiation plant, support facilities and reclamation areas; and (H) the chemical plant and
associated support facilities, gypsum piles and cooling ponds.
' Gypsum Pile 3/4 is located adjacent to the west side of the chemical plant and comprises a base
area with surrounding dikes and ditches of about 110 acres. As shown in Figure 2, the pile is
surrounded by the chemical plant, other gypsum piles and process ponds. The pile is abutted
on the west by Gypsum Pile 5, on the south by Gypsum Piles 1 and B, on the east and northeast
by the chemical plant, and on the north by a surge pond.
' Gypsum Pile 3/4 is presently being excavated, a process that began in mid-1990. As shown on
Figures 3 and 4, a portion of the west side of the pile has already been "torn -down" to about
Elevation 30 feet (MSL), with excavation proceeding eastward into the pile. The east side of the
I pile is still at the final as -built condition with surface elevations in excess of 140 feet (MSL). Upon
completion of excavation, the pile base will be leveled to about Elevation 30 feet (MSL), except
for a perimeter gypsum starter dike that will be left in place around the north, east and south
perimeter with a crest elevation of about 45 feet (MSL). Excavation of the existing pile is
expected to be completed by August 1992.
4.0 GENERALIZED HYDROGEOLOGIC SETTING AND SUBSURFACE CONDITIONS
Gypsum Pile 3/4 is located on previously mined land, abutted by natural unmined ground on the
south and east sides. Accordingly, the facility is constructed on a foundation comprised of, (i)
cast overburden spoil placed in the mine pits during mining; and (H) dredge sands, sand tailings,
clays and gypsum deposited in the mine pits to restore the area to original grade prior to
constructing Gypsum Pile 3/4.
4.1 Strabgraphy in Abutting Unmined Lands
Prior to mining, the natural geologic sequence at the site was comprised of a stratigraphy of
approximately 150 feet of Miocene to Recent age surficial soils overlying several hundreds of feet
of Pre -Miocene age limestone and marine sediments. Specifically, the geologic sequence in
ascending order from Eocene to Recent age consisted of: (i) the Eocene to Oligocene Castle
Hayne limestone; (ii) about 40 feet of slightly clayey to clayey phosphatic sands with thin layers
of sandy clay and coquinoid limestone (ore zone), underlain by 10 feet of dolomitic sandstone
and dense calcareous silty to clayey sand ("lean ore sandstone" zone) comprising the Miocene
Pungo River formation; (iii) about 55 feet of calcareous sandy clays, clayey sands with varying
amounts of shell, and some thin shell beds within the Pliocene Yorktown formation; (iv) 10 to 25
feet of coarse to fine-grained shell hash within the Pleistocene Croatan formation; and (v) about
35 feet of undifferentiated surficial deposits generally comprised of a layered sequence of clayey
sands, plastic clays and fine sands, with peat occurring in some areas. The locations of these
units within unmined land adjacent to Gypsum Pile 3/4 are depicted on the generalized geologic
cross sections in Figures 5 through 7. The locations of the cross sections and previously
completed borings used to develop the cross sections are shown on Figure 4.
4.2 Stratigraphy in Mined Lands
During mining operations at the location of Gypsum Pile 3/4, the Pleistocene to Recent age
surficial deposits and Pleistocene Croatan formations were removed during the first pass by
draglines to about Elevation -35 feet (MSL) and cast into a previously mined area of the pit. The
Yorktown formation overburden soils were then removed during the second pass by draglines,

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and also cast into a previously mined area of the pit. Following removal of the overburden, the
phosphate ore from the Pungo River formation was removed by draglines for beneficiation,
creating mine pits about 140 feet deep. The locally designated "lean ore sandstone" stratum at
' the base of the Pungo River formation was not mined. This stratum, which typically consists of
a dark greenish -gray dolomitic sandstone overlying a dense dark greenish -gray calcareous silty
to clayey sand with phosphate, is about 10 feet thick and is left intact at the base of the mine pits
above the underlying Castle Hayne limestone.
As a result of this mining procedure, the soils cast in the mine pit (cast overburden spoil)
generally consist of a mixture of calcareous sandy clays, clayey sands with shell, and shell hash
originally forming the Croatan and Yorktown formations, and the sands and clays originally
forming the surficial deposits. The cast spoil piles, generally trending in a north -south direction
below the pile ranged in surface elevation from +0 to -50 feet (MSI_), with the lower elevations
occurring in the valleys between spoil piles. The cast overburden spoil ranged in thickness from
70 to 135 feet with a representative thickness of about 100 feet. Standard Penetration Test
' resistances in the cast spoil at borings GP-102, TH-1 and GP-152 vary widely from 2 to 30
blows/foot, characteristic of loose to medium dense soils.
Sand tailings from the beneficiation plant and dredge sands from the dredging of overburden
soils in subsequently mined areas were hydraulically deposited above the cast overburden spoil
in various areas underlying Gypsum Pile 3/4. These materials generally consist of dark green,
gray or brown silty fine sands to medium to fine sands with shell fragments and phosphate.
Clays from the beneficiation plant were deposited in two mine pits underlying the southeast
corner of Gypsum Pile 3/4, and gypsum was also deposited below ground in the southeast
corner of the pile prior to raising Gypsum Pile 3/4 above the abutting natural ground surface.
4.3 Aquifer Systems
Three aquifer systems exist in unmined lands abutting Gypsum Pile 3/4: the surficial, Croatan
and Castle Hayne aquifers.
• Surrficial „Aquifer. The surficial aquifer is comprised of the Pleistocene to Recent age
undifferentiated surficial deposits, and is on the order of 35 feet thick. Relatively pervious
sand layers within these deposits can be productive, but this aquifer is not used as a
source of water supply.
• Croatan Aquifer. The Croatan aquifer underlies the surficial aquifer and consists of the
pervious shell layer underlying the undifferentiated surficial deposits and overlying the
Yorktown formation. The Croatan aquifer is used as a source of water in parts of Beaufort
County, but is not developed in the vicinity of the phosphate operations.
• Yorktown-PungoRiverAguitard. The Yorktown-Pungo River aquitard underlies the Croatan
formation and is comprised of relatively low permeability confining layers with some
interbedded water -bearing zones. The water -bearing zones can consist of sand, shell
beds and/or indurated shell limestone layers, but are separated by thick beds of relatively
low permeability marine clays which also confine the underlying Castle Hayne aquifer, The
Yorktown-Pungo River aquitard.is not developed as a water supply source in the vicinity
of the phosphate operations.

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9 Castle Hayne Aquifer. The Castle Hayne aquifer is comprised of the Castle Hayne
limestone. The top of the Castle Hayne aquifer occurs at about Elevation -140 feet (MSL)
at the site, some 160 feet below ground surface, and extends for a thickness of about 230
feet. The Castle Hayne limestone, consists of about 120 feet of gray to white fossiliferous,
porous, shell limestone grading downward into about 110 feet of a less permeable, dense,
limestone interbedded with calcareous sands and clays, The Castle Hayne aquifer is the
principal source of water supply in the area.
During mining operations, the surficial and Croatan aquifers and most of the Yorktown-Pungo
' River aquitard were removed from below Gypsum Pile 3/4. The cast spoil replaced in the mine
pit is generally comprised of relatively impermeable sandy clays and clayey sands, and
accordingly is not an aquifer, The relatively impermeable "lean ore sandstone" at the base of the
Pungo River formation (which is not mined) and the overlying cast spoil in the mine pit act as the
confining layer for the Castle Hayne aquifer subsequent to mining. Hydraulically deposited sand
tailings and dredge sands placed above the cast spoil after mining is relatively pervious, but is
' not developed as an aquifer. Accordingly, after mining the first productive aquifer existing below
Gypsum Pile 3/4 is the Castle Hayne aquifer.
4.4 Aquifer Water Levels
The Castle Hayne aquifer is depressurized as part of the mining process at the active mine block.
Accordingly, the direction of groundwater flow in the Castle Hayne aquifer below Gypsum Pile 3/4
is generally southward toward the active mine area. Water level readings in February 1991
indicated piezometric water levels in the aquifer of -45 to -48 feet (MSL), about 65 to 68 feet
below land surface, with a gradient in the generally southward direction of flow of about 0.0018
feet/foot. The water level in the undifferentiated surficial deposits and Croatan formation in
unmined lands abutting Gypsum Pile 3/4, and in the dredge sands and sand tailings overlying
the cast overburden spoil at the site are expected to be on the order of 8 to 20 feet (MSL), about
53 to 68 feet higher than the piezometric water elevation in the Castle Hayne aquifer.
4.5 Vertical Hydraulic Conductivity of Soils Underlying Gypsum Pile 3/4
The cast overburden spoil underlying Gypsum Pile 3/4 consists of a mixture of calcareous sandy
clays, clayey sands with shell, and shell from the Croatan and Yorktown formations, and sands
and clays from the undifferentiated surficial deposits. The characteristics of these materials can
vary widely within and between spoil piles, and the fines contents (i.e., percent soil fraction by
dry weight finer than the U.S. Standard No. 200 sieve) can range from on the order of 50 to 80
percent for sandy clays, to 30 percent for clayey sands, to a low of 5 percent for the shell hash
and fine sand materials. Based upon the results of laboratory permeability tests previously
performed on samples of both undisturbed in situ and cast overburden spoil from the Yorktown
formation (Figure 8), the coefficients of permeability (or hydraulic conductivity) of the various cast
spoil materials are expected to range from 1 x1 U4 to 1 x1 Us cm/sec for the more sheliy and/or
sandy materials, to 1 x10-' cm/sec for sandy clays. Coefficients of permeability previously
measured on the unmined "lean ore sandstone" at the base of the mine pit have ranged from
7x10"5 cm/sec for relatively sandy samples to 2x10FO cm/sec for more clayey samples. The dredge
sands and sand tailings overlying the cast overburden spoil are relatively pervious, with
coefficients of permeability on the order of 1 x1 U2 to 1 x10,4 cm/sec. Clays deposited in the mine
pits from the beneficiation plant (Figures 5, 6 and 7) are expected to be relatively impermeable,
with coefficients of permeability on the order of 1 x10,' cm/sec or less. The resulting overall

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average equivalent vertical coefficient of permeability of the 150 feet of soils underlying Gypsum
Pile 3/4 above the Castle Hayne aquifer is expected to be in the range of 1 x10a to 3x10$ cm/sec.
5.0 RECYCLE AND STORAGE MATERIAL QUANTRIES AND CHARACTERISTICS
Gypsum file 3/4 will receive and temporarily store for recycling two materials from the chemical
plant, namely by-product gypsum and process water. The gypsum will be pumped to Gypsum
Pile 3/4 at an average rate of 17,890 lb/min from the four bird filters in the plant at a solids
content of about 9% with 22,000 gal/min of process water. After settling and consolidating in the
gypsum pile, the gypsum will achieve an overall average in situ dry density of about 64 Ib/ft3 and
entrain an overall average of about 4.2 gai/ft3 of process water. The remaining process water will
be decanted from the top of the pile or collected in the drain system atop the liner and recycled
to Cooling Pond No. 1.
5.1 Process Water Characteristics
Process water entrained within the settled gypsum and impounded atop the pile will be acidic
and high in total dissolved solids. Major inorganic constituents with the greatest concentrations
generally include fluoride, phosphorus, sulfate, silica, calcium and sodium. Typical constituent
average concentrations and/or ranges reported by Texasgulf Inc. from historic plant records for
process water within Cooling Pond No. 1, which is typical of the process water that will be
pumped to Gypsum Pile 3/4, are summarized below. The results of chemical analyses performed
on samples of process water from nearby Gypsum Pile 6 (Figure 2) are also included for
comparison.
Gypsum Pile 6*
Parameter
Historic Plant
Records
Top of
Flow from
Pile
Drain
pH
1.0 - 3,0
1.5
1.5
Specific Conductance (prnhos/cm)
32,300
33,600
31,700
Total Dissolved Solids, TDS (mg/1)
36,000
-
-
Total Phosphorus, P (mg/i)**
5,000 - 11,000***
5,254
5,384
Fluoride, 1= (mg/l)
5,000 - 18,000***
10,900
8,700
Sulfate, SO4 (mg/1)
2,0D0 - 12,000
3,400
4,200
Silica, Si02
4,000 - 11,000
6,700
5,100
Calcium, Ca (mg/1)
1,400 - 2,900
2,200
1,700
Sodium, Na (mg/l)
800 - 2,400
2,200
2,400
Magnesium, Mg (mg/1)
-
342
357
Potassium, K (mgil)
-
285
340
Ammonia, NH, as N (mg/1)
-
203
168
Chloride, Cl (mg/1)
220
242
225
Total Organic Carbon, TOC (mg/1)
40-75**
-
* Sampled in June 1988,
** Non -elemental phosphorus, mainly in H,PO4 form.
*** Concentrations based upon historic plant records. All other historic
constituent concentrations are based upon relatively limited data
Although concentrations of total phosphorus, sulfate and silica in excess of 10,000 mg/1 and
concentrations of fluoride of up to 18,000 mg/I are reported in the historic plant records, the

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' lower values for these parameters shown for Gypsum Pile 6 are more representative of the
concentrations of process water expected for Gypsum file 3/4,
5.2 By -Product Gypsum
By-product gypsum produced during the manufacture of phosphoric acid at the chemical plant
' and deposited in the pile is generally comprised of non -plastic fine sand and silt size particles
with equivalent diameters determined from sieve and hydrometer analyses between 0.4 and 0.01
millimeters. The by-product gypsum is comprised largely of gypsum, calcium sulfate dihydrate
' (CaSO4 2H.0), with trace amounts of quartz and apatite.
6,0 PREUMINARY LAYOUT AND DESIGN FEATURES
' 6.1 Layout
' The proposed layout of Gypsum Pile 3/4 is depicted in Figure 9. As shown, the pile is about
2650 feet long in the north -south direction, 1880 feet wide in the east -west direction, and
comprises a total area of 114 acres including the surrounding toe road, return water ditch,
' existing return water canal and existing seepage collection ditch.
6.2 Regulatory Requirements and Design Features
The design requirements of Code 15A NCAC 2H.0200 "Waste Not Discharged to Surface Waters"
require that disposal systems have a liner of natural material at least 1-foot in thickness with a
coefficient of permeability (hydraulic conductivity) of less than 1x10' cm/sec when compacted,
' or a synthetic liner of sufficient thickness to exhibit structural integrity and an effective coefficient
of permeability no greater than that of the natural material liner.
Preliminary cross -sections of the proposed clay liner and drain system for Gypsum Pile 3/4 are
depicted in Figures 10, 11 and 12. As shown, the reactivated pile will incorporate the following
features:
' • A perimeter starter dike, constructed of gypsum, with a crest elevation of 45 feet (MSL)
to impound the hydraulically deposited gypsum prior to wet -stacking and raising the pile
' via the upstream method of construction. The perimeter starter dike completely
surrounds the gypsum pile and is approximately 7800 feet in length,
' • A toe road around the perimeter of the gypsum pile for access and to allow inspection
of the facility.
'
• A lined return water ditch around all four sides of the pile to return decanted process
water from the top of the pile, process water collected in the drains, and surface water
runoff from the pile slopes to Cooling Pond No. 1.
'
• An 18-inch thick compacted clay liner on the base of the pile, and the upstream slope
and top of the gypsum starter dike.
'
• A gravel drain system atop the clay liner to reduce the hydraulic head on the clay liner.
1

Texasgulf Inc.
File Number 90-180
e A gravel drain atop the starter dike to collect seepage from the face of the pile and
prevent the discharge of seepage beyond the clay lined portion of the pile.
6.2.1 Gypsum Starter Dike
During excavation of the existing gypsum pile, gypsum only will be removed along the perimeter
of the area to Elevation 45 feet (MSL) to form a perimeter starter dike from the existing in situ
gypsum. As shown in Figures 10 and 11, the crest of the starter dike will be 20 feet wide with
a 2 Horizontal to 1 Vertical (2H:1 V) exterior slope and 3H:1 V interior slope. The clay liner
(Section 6.2.3) will be installed on the interior slope and across the crest of the starter dike, and
a gravel drain (Section 6.2.4) will be installed above the clay liner atop the entire length of the
starter dike. On the west side of the pile where the gypsum has been excavated to Elevation 30
feet (MSL), the gypsum starter dike will be re -constructed from compacted gypsum.
6.2.2 Return Water Ditch
A return water ditch will be located at the base of the starter dike adjacent to the toe road on the
north, west and east sides of the pile (Sections A -A, B-B and D-D). It is expected that the return
water ditch will be about 8-foot wide at the bottom with 2H:1 V side slopes. The actual depth,
slope, and invert elevations will be selected during final design of the facility to accommodate a
process water flow of up to 28,000 gal/min from four bird and two belt filters, and rainfall runoff
from a 25 year-24 hour storm event. To contain the process water in the ditch, the return water
ditch will be lined with a compacted clay liner satisfying the liner requirement of Code 15A NCAC
2H.0219(Q.
On the south wall of the pile, the existing return water canal will be connected to the return water
ditches on the east and west sides of the pile via HDPE culverts. The existing return wail canal
adjacent to the pile will also be lined with a compacted clay liner (Section C-C).
W 6.2.3 Compacted Clav Liner
The clay liner will be constructed using a clay borrow material available on Texasgulf Inc.
property commonly known as "Farmer's Clay". Based on previous testing, the Farmer's Clay can
provide a compacted clay liner with a coefficient of permeability less than 10$ cm/sec, in
' compliance with the requirements of Code 15A NCAC 21-1.0219(f). The clay liner on the base of
the gypsum pile will be constructed in at least two lifts for a total minimum thickness of 18 inches.
Following installation of the liner, the clay will be covered with a minimum of 6-inches of gypsum
to protect the liner from drying, desiccation cracking and construction traffic. The clay liner in
the return water ditches will be constructed in at least four lifts for a total minimum thickness of
36 inches providing an excess thickness of liner in the event a portion of the top of the liner is
' removed during the routine removal of accumulated sediment from the ditch. Following
installation, the ditch clay liner will be covered with a minimum of 6 inches of gypsum to protect
the liner from drying.
' 6.2.4 Gravel Drains
' A total of 24 gravel drains will be installed at a nominally 100-foot center to center spacing above
the clay liner to lower the hydraulic head imposed on the liner. The gravel drains will extend in

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an east -west direction, and as shown on Detail A (Figure 10) will consist of a 6-inch diameter
perforated corrugated HDPE pipe surrounded by silica gravel and wrapped in a 100-mil
polypropylene filter fabric. The clay liner will be lowered at the drains by 3.0 feet to allow the
drains to be installed while still maintaining the bottom surface of the pile level. The gravel drains
shall be 5-foot wide and 1.5 feet thick as shown on the Drawings.
The east and west ends of the perforated collector pipes will connect to 8-inch diameter
corrugated HDPE header pipes, each servicing 6 collector pipes. The header pipes will connect
to 12-inch diameter corrugated HDPE discharge pipes installed through the starter dike and
discharging into the lined return water ditch (see Section E-E, Figure 12).
The gravel drain atop the gypsum starter dike will consist of a 6-inch diameter perforated
corrugated HDPE pipe surrounded by silica gravel and wrapped in 100-mil polypropylene filter
fabric. Outlets from the drain comprised of 6-inch diameter corrugated HDPE pipe on about
500-foot centers will discharge to the lined return water ditch (see Section F-F, Figure 12).
6.2.5 See a e Collection Ditch
' An existing seepage collection ditch is located along the north and northwest corner of Gypsum
Pile 3/4 (see Section A -A, Figure 10). This seepage collection ditch will be maintained to collect
lateral seepage through the dredge sands and sand tailings underlying the site.
7.0 STORAGE CAPACITY AND UFE
Based upon the proposed layout of the facility (Figure 9), Gypsum Pile 3/4 is projected to have
a total storage capacity of 8,797 acre-feet. This estimate is based upon a top of clay liner system
elevation of 32.0 feet (MSL), top of pile elevation of 150 feet (MSL), and side slopes of 2HA V.
A summary of the projected storage capacity versus pile elevation is tabulated below:
Elevation
(feet, MSL)
Pile Area
(acres)
Gypsum
Thickness
(feet)
Increment of
Storage Capacity
(acre-feet)
Cumuiative
Storage Capacity
(acre-feet)
32
81.2*
0
13
1096
45
91.2**
1096
55
4488
100
72.0
5584
50
3213
150
56.5
8797
* Area of pile base at inside toe of slope of starter dike.
** Area of outside edge of crest of starter dike. Area at inside edge of crest of
starter dike equals about 87.8 acres.
The following gypsum production parameters were used for estimating the storage life of Gypsum
Pile 3/4:

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• P,0, Production Rate
• PzO,/Gypsum Ratio
• Total Gypsum Production Rate
• Gypsum Disposed of in Pile 3/4
• Percentage of Gypsum Production
Used for Direct Gypsum -Clay Blending
1,110,000 tons/year
5.5:1.0 dry weight basis
6,105,000 tons/year
4,700,850 tons/year
23%
0
For the projected quantity of gypsum to be deposited in Pile 3/4 of 391,738 tons/month and an
overall average in situ dry density of 64 Ib/ft3, about 281 acre-feet per month of storage capacity
is required. Accordingly, for the total storage capacity of Gypsum Pile 3/4 of 8,797 acre-feet, a
total storage life of 31.3 months is projected. The expected elevation of the pile versus time over
the 31.3 month life, accounting for the change in average gypsum dry density versus pile height,
is tabulated below:
Elevation
Time Since Activation of Pile
(feet. MSL)
(months)
32
0
45
3.1
100
18.0
150
31.3
8.0 PRELIMINARY TECHNICAL SPECIFICATIONS FOR CLAY LINER AND DRAIN SYSTEM
Preliminary technical specifications are presented below for the following material property
requirements and construction procedures proposed for installation of the clay liner and drain
system.
• Clay liner material requirements and installation procedures
• Filter fabric material specifications and installation procedures
• Silica gravel and sand filter material specifications and installation procedures
• HDPE pipe and fitting material specifications and installation procedures
• Gypsum placement and compaction specifications for the starter dike and backfill around
discharge pipes
8.1 Clay liner Specifications
8.1.1 Source of Clay Borrow Material
Clay borrow material for construction of the liner shall be "Farmer's Clay" obtained from borrow
areas on Texasgulf Inc. property.

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1 8.1.2 Preparation of Liner Base Surface
The liner base will consist of previously deposited gypsum. Prior to initiation of liner placement,
the existing gypsum shall be cut, filled, and/or shaped as needed to provide a relatively flat and
smooth working surface between drains and the "trench shape" at each drain. The liner base
shall be maintained well drained during construction and shall be free of any deleterious,
1 materials.
The gypsum base shall be smoothed and rolled with rubber -tired equipment or a smooth drum
roller such that the first lift of the Farmer's Clay can be placed and spread without excessive
mixing of the gypsum into the clay. The prepared base surface, where disturbed by construction
activities (i.e., rutted and/or loosened from its in situ dense state), shall be compacted to obtain
an in situ dry density equal to or greater than 95% of the standard Proctor maximum dry density
(ASTM standard D 698).
8.1.3 Clay Liner Material
The liner shall be constructed using approved clay borrow material locally known as "Farmer's
Clay" conforming to the following specifications:
• The liner shall consist of clayey sand to sandy clay free from deleterious materials (e.g.,
wood, roots, organic matter, debris, etc.) with an organic content less than 5 percent. The
soil shall not contain lumps or boulders exceeding 2 inches in diameter.
The clay soil shall have more than 35 percent by dry weight of material passing the U.S.
Standard No. 200 sieve (ASTM D 1140) and a liquid limit and plasticity index in excess of
20% and 7%, respectively (ASTM D 4318). The clay borrow shall classify as an SC -type
clayey sand for soils with less than 50 percent passing the U.S. Standard No. 200 sieve
and either a CL-type sandy lean clay or CH -type sandy fat clay for soils with greater than
50 percent passing the U.S. Standard No. 200 sieve in accordance with ASTM standard
❑ 2467.
8.1.4 Molding Moisture Content, Compaction, and Permeability Criteria
The clay soil shall be wetted or dried and thoroughly homogenized prior to compaction to obtain
a uniform molding moisture content in the range of 1 to 5 percent higher than the optimum
moisture content as established by the standard Proctor compaction test (ASTM D 698). It is
anticipated that the natural moisture content of the clay soil will be up to 10 percent higher than
the standard Proctor optimum moisture content. Accordingly, drying of the clay soil may be
necessary to achieve the specified molding moisture content range. Whether wetted or dried,
the soil shall be thoroughly homogenized prior to compaction to produce a uniform moisture
content throughout the clay soil prior to compaction. The liner shall then be compacted to a dry
density equal to or in excess of 98% of the standard Proctor dry density at the corresponding
molding moisture content (ASTM D 698).
After compaction, the average coefficient of permeability of the compacted clay liner shall be less
than 1 x10" cm/sec in accordance with the requirements of Code 15A NCAC 2H.0200.

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8.1.5 Construction Procedures
' The compacted clay liner shall be constructed in at least two layers such that the liner has a final
minimum thickness of 18 inches. Each layer shall be thoroughly kneaded and compacted by
roiling with a sheepsfoot roller with a sufficient number of passes to produce a visually
1 homogeneous clay liner satisfying the specified molding moisture content, compaction and
permeability criteria in Section 8.1.4. The completed top surface of the liner shall be smoothened
after compaction by roiling with a rubber -tired compactor or steel -drum roller.
After a layer of clay is placed and compacted, its surface shall be wetted and prevented from
drying until the next layer can be installed and compacted. The surface of each clay layer shall
be scarified just before placement and compaction of the next clay layer. At no time shall the
surface of the clay be allowed to dry or develop desiccation cracks. If cracks form, the clay shall
be recompacted after reworking and remixing with water to achieve the specified range of
allowable molding moisture content.
Vertical joints between adjacent panels of clay shall be offset at least 3 feet such that a joint in
the upper lift does not underlie a joint in the lower lift.
When a portion of the liner is completed to the required thickness, the finished surface shall be
covered with a minimum of 6-inches of gypsum within 24 hours after completion to prevent the
surface of the liner from drying. The gypsum cover shall be placed in one lift at molding moisture
contents between 3% dry and 3% wet of the standard Proctor optimum moisture content and
compacted to at least 90% of the standard Proctor maximum dry density. Unfinished and/or
uncovered portions of the liner shall be maintained moist by the addition of the water as needed
to prevent the exposed liner surface from drying prior to placement of the gypsum cover. The
gypsum cover shall also be prevented from completely drying by occasionally wetting the surface
as needed with a water truck.
Prior to initiating construction of the liner, the Contractor shall construct a minimum of two
approximately 8-foot wide by 20-foot long test strips using the dark brown colored and light
yellowish to grayish brown colored Farmer's clay typically found in the borrow areas and his
proposed method of spreading, wetting or drying, homogenizing and compaction. Undisturbed
samples of the completed test strips shall then be obtained for laboratory permeability testing
in accordance with Section 9.1 to verify that the required coefficient of permeability can be
achieved by the Contractor's proposed installation method.
8.2 Gravel Drain System Specifications
The drain system atop the clay liner consists of silica gravel drains wrapped within 100-mil
nonwoven polypropylene filter fabric surrounding a 6-inch diameter perforated corrugated high
density polyethylene (HDPE) collector pipe. The gravel drains shall be 5-foot wide and 1.5 feet
thick as shown on the Drawings, and shall be covered with 1.5 feet of gypsum.
8.2.1 Filter Fabric Specifications
The gravel drains shall be completely wrapped on all faces with a 100-mil nonwoven, needle -
punched polypropylene filter fabric to preclude the migration of gypsum into the gravel. The filter

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File Number 90-180 -12-
fabric shall be uniform and homogeneous in appearance and composition, and free from tears,
cuts, thin spots or any defects affecting serviceability. The filter fabric shall be supplied in rolls
having a minimum width of 15 feet and minimum length of 150 feet. The filter fabric shall exhibit
the following minimum properties:
Property
Specification Criteria
• Physical Properties
Fabric weight (ozlyd�
ASTM D 3776
?8
Thickness (mils)
ASTM D 1777
z 100
AOS (U.S. Std. Sieve Size)*
ASTM D 4751
a70
• Mechanical Properties
Grab Tensile Strength (Ibs)**
ASTM D 4632
a200
Grab Elongation (%)**
ASTM D 4632
?50
Trapezoidal Tear (Ibs)**
ASTM D 4533
a80
Puncture Resistance (Ibs)
ASTM D 4833
? 120
Mullen Burst Strength (lblin�
ASTM D 3786
z345
• Hydraulic Properties
Permeability to Water (cm/sec)
ASTM D 4491
ao.10
* Apparent Opening Size (U.S. Standard Sieve Size number). The
apparent opening size corresponding to the U.S. Standard No. 70 sieve
equals 0.0083 Inches. Accordingly, the filter fabric shall have an
apparent opening size of 0.0083 Inches or less.
"* Tested in both machine and transverse directions.
A complete description of the filter fabric proposed for use by the contractor that meets or
exceeds the specified requirements must be submitted by the contractor to the engineer prior
to construction.
8.2.1.1 Filter Fabric Seams. Field joints in the filter fabric shall be made using a minimum lap
length of 1400t and flat sewn or thermal bonded seams in accordance with the manufacturer's
recommendations and as approved by the engineer. The thread used to sew the seams shall
1 be of the same material as the filter fabric. The strength of the field seams shall be equal to or
greater than 50% of the unaged filter fabric in any direction when tested in accordance with
ASTM standard D 1683.
8.2.1.2 Installation Procedures. The filter fabric shall remain wrapped and protected from
moisture and ultraviolet light until the time of installation. Storage at the site shall be in a suitable
shaded area protected from sunlight and exposure to moisture.
During installation, the filter fabric shall be loosely laid (not stretched) upon the gypsum surface
' conforming to the general shape of the drain, with the roil length in the long direction of the
drain. The prepared gypsum surface shall be free from debris or projections which could
damage the filter fabric. The filter fabric should be in contact with the surrounding gypsum
without excessive wrinkles or gaps. Where field joints are necessary, the adjacent panels of filter
fabric shall be lapped a minimum of 1-foot and- seamed as outlined in Section 8.2.1.1. At the
ends of the gravel drain, the filter fabric shall surround the sand filter and be cut to fit tightly

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iaround the 6-inch diameter non -perforated corrugated HDPE outlet pipe. After installation, no
portion of the filter fabric shall be left exposed for more than 48 hours before being covered with
' a minimum of 6 inches of gypsum.
8.2.1.3 Repairs. Tears, punctures, thinly stretched sections, or any other damaged filter fabric
resulting either from construction activities or as received from the supplier which could allow
gypsum migration into the gravel shall be overlain by another section (or patch) of filter fabric
with a 1-foot lap ail around the damaged area. The patch shall be field sewn or thermal bonded
to the filter fabric all around the patch perimeter.
8.2.2 Silica Gravel and Sand Filter Specifications
The gravel drain shall display a minimum cross section as shown on the drawings filled with a
clean, non -calcareous silica gravel. Sand filters 1-foot in length shall be placed at both ends of
the drain across the entire drain cross section to preclude the migration of gypsum into the
gravel around the outlet pipe opening in the filter fabric.
8.2.2.1 Silica Gravel Material Requirements. Silica gravel used within the gravel underdrain shall
contain at least 98 percent silica, classify as a GP -type poorly graded fine gravel with sand in
accordance with ASTM standard 2487, and exhibit the following gradation requirements as
determined by ASTM standards D 421 and 0 422:
U.S. Standard
Sieve Size
Percent Passing
(Dry Weight Basis)
3/4-inch
100
3/8-inch
75-100
No, 4
20-45
No. 8
0-15
No. 20
0-1
A complete description of the contractor's proposed silica gravel source and gradation curve that
meet these requirements shall be submitted by the contractor to the engineer prior to
construction.
8.2.2.2 Sand Filter Material Requirements. The sand filter required at both ends of the gravel
drain shall contain more than 98 percent silica, classify as an SP-type poorly graded sand in
accordance with ASTM standard 2487, and exhibit the following gradation requirements as
determined by ASTM standards D 421 and D 42-2.

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U.S. Standard
Sieve Size
Percent Passing
(Dry weight Basis)
318-inch
100
No.4
95-100
No.10
70-100
No. 20
35-85
No. 40
10-60
No. 60
0-20
No.100
0-10
No. 140
0-5
No. 200
0-3
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A complete description of the contractor's proposed sand source and gradation curve that meet
these requirements shall be submitted by the contractor to the engineer prior to construction.
8.2.2.3 Installation Procedures. The silica gravel and sand filter materials shall be placed within
the filter fabric and around the 6-inch diameter corrugated HOPE collector and outlet pipes to the
dimensions shown on the drawings. During placement of the silica gravel, care shall be taken
to assure that the gravel completely fills around the pipe and particularly that voids do not remain
around the lower one-third of the pipe circumference. Further, care should be taken such that
during placement of the silica gravel, the surrounding filter fabric remains in contact with the
gypsum without excessive wrinkles or gaps. The silica gravel and sand filter shall be placed and
compacted with hand-held vibratory equipment to a dry -density equal to or greater than 70
percent relative density as determined in accordance with ASTM standards D 4253 and 4254.
8.3 HOPE Pipe and FirtUng Specifications
The drain system contains four types of high density polyethylene (HOPE) pipes;
• Collector Pipe - A 6-inch diameter perforated corrugated HOPE pipe within the gravel
drains atop the clay liner on the base of the pile, and atop the clay liner on the crest of
the starter dike.
• Cutlet Pipe - A 6-inch diameter non -perforated corrugated HOPE pipe extending from the
collector pipe to the header pipe in the drains atop the liner base of the pile, and from the
drain atop the starter dike crest to the return water ditch.
Header Pie - An 8-inch diameter non -perforated corrugated HOPE pipe connecting the
6-inch diameter outlets pipes to the discharge pipe.
' • Discharge Pipe - A 12-inch diameter non -perforated corrugated HOPE pipe connected to
the 8-inch diameter header pipe, and extending through the gypsum starter dike to the
return water ditch.
' A complete description of the contractor's proposed pipe and fittings that meet the requirements
outlined in Section 8.3.1 shall be submitted by the contractor to the engineer prior to
construction. Certification from the manufacturer that the pipe and fittings are comprised of the
specified HOPE resin shall also be supplied prior to construction.

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File Number 90-180 -15-
8.3.1 Collector Pipe Material Re uirements
8.3.1.1 Physical Properties. The collector pipes shall consist of 6-inch diameter perforated
corrugated HDPE pipe. The pipe shall be in compliance with AASHTO specification M 252
"Corrugated Polyethylene Drainage Tubing", except that the wall thickness shall be increased to
provide a wail crass -sectional area of HDPE of 0.16-inchz/inch and the pipe stiffness shall exceed
60 lb/in2. It is expected that to achieve this wall cross -sectional area a pipe weight of about 600
grams/foot will be required.
8.3.1.2 Base Resin. High density polyethylene resin with properties equivalent to ASTM standard
D 1248 Type 111, Class C, Category 5, Grade P34 and ASTM standard D 3350 classification
PE345434C shall be used in the manufacture of the collector pipe. The resin must contain at
least 2% carbon black as defined in ASTM D 1248 for Class C pipe. The pipe material shall
contain no more than 3% carbon black, anti -oxidants and heat stabilizers combined, and no
other additives, fillers or extenders.
8.3.1.3 Physical Appearance. All pipes shall have good appearance qualities. The pipe shall
be homogeneous throughout, and the surfaces shall have no visible defects. The pipes shall be
free of cracks, nicks, cuts, gouges, blisters, gels, undispersed ingredients, any signs of
contamination by foreign inclusions, or any defect that may affect serviceability.
8.3.1.4 Perforations. Perforations shall consist of slots or holes cleanly cut and evenly spaced
along 4 lines around the pipe circumference and centered within the corrugation valleys along
the length of the pipe. Perforations located in immediately adjacent corrugation valleys shall be
offset by 450. Perforations shall satisfy the following criteria:
Type
Maximum Perforation
Minimum Perforated
Perforation
Opening Size
Area (in2/foot)
slots
1/8-Inch width
2.0
1.00-Inch length
holes
1/4-inch diameter
2.0
8.3.2 Outlet Pipe Material Requirements
Outlet pipes shall consist of 6-inch diameter non -perforated corrugated HDPE pipe. The pipe
shall meet all requirements specified in Section 8.3.1, except that the pipe shall not be perforated.
W 8.3.3 Header Pige Material Requirements
' The header pipe shall consist of 8-inch diameter non -perforated corrugated HDPE pipe. The pipe
shall comply with the requirements of AASHTO specification M 252 "Corrugated Polyethylene
Drainage Tubing" and display a minimum weight of 650 grams/foot. High density polyethylene
resin with properties equivalent to the basin resin requirements in Section 8.3.1.2 shall be used
in the manufacture of the pipe.

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8.3.4 Discharge Pipe Material Requirements
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The discharge pipe shall consist of 12-inch diameter, non -perforated, corrugated HDPE pipe.
The pipe shall comply with the requirements of AASHTO specification M 294 "Corrugated
Polyethylene Pipe, 12- to 24-inch Diameter" and display a minimum weight of 1390 grams/foot.
High density polyethylene resin with properties equivalent to the base resin requirements in
Section 8.3.1 shall be used in the manufacture of the discharge pipe.
8.3.5 Pipe Fitting and Joint Requirements
All fittings shall comply with the requirements of AASHTO specifications M 252 and M 294 for the
appropriate diameter fittings. High density polyethylene resin with properties equivalent to the
basin resin requirement in Section 8.3.1.2 shall be used in the manufacture of the fittings.
8.3.5.1 Pipe Joints. Joints between pipe sections shall be the split coupling type. All joints shall
be made by: (i) butting the two adjacent pipe sections end -to -end; (ii) centering the split
coupling at the joint and wrapping it tightly around the pipe sections; (iii) tightly wrapping the
coupling to the adjacent pipe sections with PVC pipe tape around the pipe and coupling
circumference a minimum of 3 times at each end of the coupling; and (iv) placing one stainless
steel worm gear clamp or polypropylene cable tie tightly around each end of the coupling. The
intent of the joint is to prevent both structural separation of adjacent pipe sections, and to
provide a tightly fitting joint such that gaps do not exist which could allow the migration of the
surrounding materials (i.e., silica gravel, sand, or gypsum) into the pipe. Tape used for the joints
shall be PVC -type, black color, 2-Inch wide, 10 mil thick pipe wrapping tape approved by the
engineer. Worm gear clamps used for the joints shall be manufactured of AISI type 316 stainless
steel, and approved by the engineer. The assembled joints shall be capable of sustaining a
minimum load 5 times the pipe diameter in pounds applied along the axis of the pipe when
tested in accordance with AASHTO specification M 252.
8.3.5.2 F=ittinq_Joints. Fittings required for the construction of the drains (i.e., snap tees, split end
caps, reducers, etc.) shall have joints with pipe sections made using a similar joint detail as
described above with PVC tape wrapped completely around the fitting -pipe connection
circumference a minimum of 3 times and with one stainless steel worm gear clamp or
polypropylene cable tie placed tightly around each fitting -pipe connection. As with the pipe joint,
the intent of the fitting -pipe joint is to prevent both structural separation of the fitting from the pipe
and to provide a tight fit such that gaps do not exist which could allow the migration of the
surrounding materials into the fitting. The assembled joint shall be capable of sustaining a
minimum load of 5 times the pipe diameter in pounds when tested in accordance with AASHTO
specification M 252.
8.3.6 Installation of 6-Inch Diameter Collector and Outlet Pipes
After excavation of the gypsum to the dimensions of the drain and placement of the filter fabric
against the gypsum surface, a 6-inch ± 1-inch layer of silica gravel shall be placed above the
filter fabric across the 5.0-foot bottom width of the drain. The 6-inch diameter perforated
corrugated HOPE collector pipe shall then be installed atop the silica gravel at the center of the
' drain. Silica gravel shall then be placed on both sides and above the pipe to the total design
thickness of 1.5 feet taking care not to displace the pipe vertically or laterally as the gravel is

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1 File Number 90-180 -17-
placed. The silica gravel shall completely fill around and be in contact with the entire pipe
circumference, with particular care taken to assure that voids do not remain around the lower
one-third of the pipe circumference. The silica gravel shall have an in -place dry density equal
to or greater than 70 percent relative density as determined in accordance with ASTM standards
D 4253 and 4254. Compaction with vibrating equipment shall be used as needed to achieve the
required dry density. The sand filter at the end of each gravel drain shall also be installed in
' accordance with these procedures.
8.3.6.1 Gypsum Backfill Above Drains. Gypsum backfill above the gravel drain shall consist of
clean gypsum fill approved for placement by the engineer. Clean gypsum is generally light gray
to gray in color. Gypsum containing significant quantities of black colored gypsum as
determined by the engineer shall not be used as backfill above the gravel drain. The gypsum
' backfill shall be placed relatively loose in one lift above the gravel drain to a dry density of
between 70 and 75 Ib/ft3 (corresponding to about 85 to 90 percent of the standard Proctor
maximum dry density).
6.3.6.2 Sand Bedding Around Outlet Pipes. The 6-inch diameter non -perforated corrugated
HOPE outlet pipe and associated fittings extending beyond the filter fabric wrapped gravel drain
shall be surrounded by a sand bedding. The bedding shall extend 6 inches above and below
and a minimum of 18-inches on both sides of the pipe and fittings. The sand bedding shall
consist of the silica sand specified in Section 8.2.2.2 or other similar engineer approved non -
calcareous, silica coarse to fine sand with less than 12 percent fines and classifying as a SP or
SP-SM type soil in accordance with ASTM standard 2487. The sand bedding shall be placed
such that it is in contact with the entire pipe circumference with particular care taken to assure
that voids do not remain around the lower one-third of the pipe circumference. The surface of
the sand bedding to receive the pipe shall be shaped with a template, and the sand vibrated
around the bottom of the pipe to obtain contact between the sand bedding and pipe
circumference while holding the pipe in place to prevent lifting. The sand bedding shall be
placed in lifts a maximum of 6 inches thick and compacted with vibratory equipment to an in -
place dry density equal to or greater than 70 percent relative density as determined in
accordance with ASTM standards D 4253 and 4254.
8.3.6.3 Gypsum Backfill Above Outlet Pines. Gypsum backfill above the sand bedding shall
consist of gypsum fill placed in level, loose lifts not exceeding 1 foot in thickness and compacted
to a dry density equal to or greater than 95% of the standard Proctor maximum dry density
(ASTM D 698), Care shall be taken while compacting above the pipe to prevent crushing of the
pipe.
8.3.7 Installation of 8-Inch Diameter Header Pipe
The 8-inch diameter non -perforated corrugated HOPE header pipe and associated fitting
connections to the 6-inch diameter outlet pipe and 12-inch diameter discharge pipe shall be
surrounded by a sand bedding consisting of silica sand as specified in Section 8.2.2.2 or other
' non -calcareous, silica coarse to fine sand with less than 12% fines and classifying as a SP or
SP-SM type soil in accordance with ASTM standard 2487 as approved by the engineer. The
bedding shall extend a minimum of 18 inches on both sides of the pipe and fittings, 6 inches
' below the pipe and fitting invert, and 8 inches above the crown of the pipe and fittings. The
surface of the sand bedding to receive the pipe shall be shaped with a template, and the sand

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File Number 90-180 -18-
bedding shall be placed and compacted in accordance with the requirements specified in Section
8.3,6.2 for sand bedding. Gypsum backfill above the sand bedding shall be placed and
compacted in accordance with the requirements specified in Section 8.3.6.3 for gypsum backfill
above the outlet pipe.
8.3,8 Installation of 12-Inch Diameter Discharcie Pipe
Backfill around the 12-inch diameter non -perforated corrugated HDPE discharge pipe shall
consist of both sand bedding and gypsum. The sand bedding shall be placed on the initial 5
feet of the pipe prior to penetrating the clay liner as shown on the drawings in accordance with
the requirements of Section 8.3.7. The sand bedding shall extend a minimum of 24 inches on
both sides of the pipe and fittings, 6 inches below the pipe and fitting invert, and 12 inches above
the crown of the pipe and fittings. The sand bedding to receive the pipe shall be shaped with
a template, and the sand bedding placed and compacted in accordance with Section 8.3.6.2 for
sand bedding. After penetrating the clay liner, gypsum shall be placed around the pipe in such
a manner that it is in contact with the entire pipe circumference with particular care taken to
assure that voids do not remain around the lower one-third of the pipe circumference. A
template shall be used to preshape the bottom of the gypsum excavation to fit the lower portion
of the pipe circumference, and/or the gypsum may be sluiced around the bottom of the pipe to
obtain contact between the gypsum fill and pipe circumference. Alternatively, a lean concrete
cradle may be placed around the lower portion of the pipe satisfying the requirements specified
in Section 8,3.8.2 for lean concrete.
During backfilling or cradle placement operations, the pipe must be anchored to prevent lifting.
Once the lower portion of the pipe is well bedded in gypsum or a lean concrete cradle, gypsum
backfilling around and above the pipe to the required finished grade can be undertaken. The
gypsum backfill shall be placed in level, loose lifts not exceeding 6 inches in thickness and
compacted to a dry density of not less than 98 percent of the standard Proctor dry density
(ASTIv1 D 698) at the corresponding molding moisture content for moisture contents greater than
3 percent wet of the optimum moisture content or to 95 percent of the standard Proctor maximum
dry density for moisture contents within the range of 3 percent dry to 3 percent wet of the
optimum moisture content. Gypsum fill should not be placed at molding moisture contents less
than 3 percent dry of the optimum moisture content.
' The filling and compaction operation should continue in lifts, scarifying between layers for proper
bonding between layers, until the starter dike is constructed to the lines, grades, and dimensions
shown on the drawings. At no time should a new lift of gypsum be placed over a smooth, non -
scarified or dried surface. If a dried surface develops, it should be re -wetted and re -compacted.
The surface of the gypsum within the excavation through the starter dike shall also be wetted or
dried as needed and scarified to assure proper bonding between the gypsum backfill and
' abutting starter dike surfaces. Care shall be taken while compacting above the pipe to prevent
crushing of the pipe, and construction equipment shall not pass over the discharge pipe until a
minimum of 3 feet of gypsum is placed above the crown of the pipe.
8.3.8.1 HDPE Seershields. Three seepshields shall be placed on each 12-inch diameter
discharge pipe, one in the clay liner and two within the upstream portion of the starter dike at the
locations shown on the drawings. The seepshields shall consist of a 3-foot high by 3-foot wide
by 0.5-inch thick HDPE sheet extrusion welded to the discharge pipe all around the pipe

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File Number 90-18o -19-
circumference, The HDPE base resin shall be the same as specified in Section 6.3.1.2 for the
HOPE pipes.
8.3.8.2 Lean Concrete. Lean concrete shall be placed around each seepshield and below the
lower portion of the discharge pipe on both sides of the seepshield to provide a tight bond
between the seepshieid and pipe and adjacent gypsum fill. The concrete shall consist of Type II
cement, have a 4- to 6-inch slump (ASTM C 143), and have a 28-day compressive strength of
at least 2000 Ib/in2 (ASTM C 31 and C 39). The lean concrete shall be first placed on one side
of the seepshieid and/or pipe and vibrated into place. When sufficient concrete has passed
beneath the seepshieid and/or pipe onto the opposite side, pouring and vibrating shall be
continued from the other side as needed to completely surround the seepshieid and base of the
pipe with concrete.
9.0 CONSTRUCTION MONITORING AND QUALITY CONTROL TESTING
The engineer will perform quality control testing during construction and will be paid by the
Owner. The responsibility of the engineer will be to assist the Owner in observing construction
procedures for compliance with specifications, obtaining representative samples of construction
materials for verification of compliance with specifications, and observing and testing all phases
of construction. The engineer shall be responsible solely to the Owner or the Owner's
representative and will undertake the observations and tests outlined below.
' 9.1 Gypsum Pile Clay Liner
The engineer shall observe that the dike and base surfaces to receive the clay liner are
satisfactorily prepared and compacted, and ascertain that the borrow soils used for construction
of the clay liner are free of deleterious materials and meet the specified requirements. Index tests
shall be performed in accordance with the following schedule to verify compliance with
Section 8.1.3 of the specifications:
e Fines Content, The fines content of the clay shall be determined in accordance with
ASTM standard D 1140 a minimum of once per lift per acre of installed liner.
e Atterberg Limits, The Atterberg limits of the clay shall be determined in accordance with
ASTM standard D 4318 (Procedure A for the liquid limit) a minimum of once per lift per 2
acres of installed liner.
• Organic Content. The organic content of the clay shall be determined in accordance with
ASTM standard D 2974 a minimum of once per lift per 10 acres of installed liner.
During placement, the clay liner shall be inspected to verify uniform wetting or drying to the
required range of molding moisture content, and thorough homogenization, kneading, and
compacting of the clay by the sheepsfoot roller. After compaction of each lift, in situ density tests
shall be performed within the clay liner and the results compared to the results of standard
Proctor compaction tests for the borrow soils to verify compliance with molding moisture content
and density requirements before allowing the placement of another lift in accordance with the
following schedule;

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File Number 90-180 -20-
• In Situ Moisture Content and Dry Densily. The in situ moisture content (ASTM D 2216)
and dry density shall be determined on samples obtained by the drive cylinder method
(ASTM standard D 2937) a minimum of twice per lift per acre of installed liner.
' • Lift Thickness. The thickness of the individual lifts shall be determined a minimum of twice
per lift per acre of installed liner.
• Standard Proctor Compaction Tests. Standard Proctor compaction tests (ASTM D 698)
shall be performed to determine the optimum moisture content, allowable range of
molding moisture content, and corresponding dry density for different borrow materials
covering the range of plasticity and fines content, and in no case less than a minimum of
once for each 40,000 cubic yards of borrow material.
The engineer shall obtain drive cylinder samples (ASTM ❑ 2937) for performance of permeability
tests to document that the coefficient of permeability of the compacted clay liner satisfies the
specified requirements. Permeability test samples shall be obtained a minimum of once per lift
per acre of installed liner. The permeability tests shall be performed in accordance with ASTM
standard D 5084 using backpressure saturation, an average isotropic effective consolidation
stress of 5 Ib/in2, and a maximum hydraulic gradient of 50.
9.2 Return Water ditch Clay Liner
Inspection and testing of the return water ditch clay liner shall be in accordance with the
requirements of Section 9.1, except that the testing frequency shall be as follows:
Fines Content. A minimum of one test per 500 linear feet of ditch.
• Atterberg Limits. A minimum of one test per 1000 linear feet of ditch.
* Organic Content. A minimum of one test per 2000 linear feet of ditch.
• In Situ Moisture Content and Dry Density. A minimum of one test per lift per 500 linear
feet of ditch.
0 Lift Thickness. A minimum of one measurement per lift per 500 linear feet of ditch.
• Permeability Tests. A minimum of one test per 500 linear feet of ditch.
9.3 Gravel Drain
The engineer shall inspect .all pipe and gravel drain installations for compliance with
specifications, including: pipe diameter and perforation sizes; adequate and proper placement
of gravel, sand filters, and filter fabric; proper connections at all pipe and fitting joints; proper
1 placement and compaction of bedding materials around pipes and fittings; and proper placement
and compaction of backfill materials above the pipes and fittings. Representative samples of
high density polyethylene pipe for verification of compliance with the applicable AASHTO
' specifications and other specified pipe stiffness and weight requirements shall be taken a
minimum of once for each 1500 feet of 6-inch diameter pipe, once of each 500 feet of 8-inch

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jdiameter pipe, and once for each 250 feet of 12-inch diameter pipe. Each type of joint between
pipe sections, and pipe sections and fittings shall be provided by the Contractor to the engineer
at the start of construction to verify that the joint strength requirements in Section 8.3.5 can be
achieved by the Contractor's method of joining.
Representative samples of filter fabric for determination of fabric weight, thickness, apparent
opening size, and grab tensile strength and elongation shall be obtained a minimum of once for
each 1500 linear feet of installed gravel drain.
The engineer shall perform grain size distribution tests (ASTM D 422) and in situ density tests
(ASTM D 1556 (Sand Cone Method), ASTM D 2167 (Rubber Balloon Method) or ASTM D 4564
(Sleeve Method)) on the gravel and sand filter materials to verify compliance with the gradation
' and density requirements of these specifications, and in situ density tests (ASTM D 2937
(Drive -Cylinder Method)) on sand bedding materials to verify compliance with density
requirements. In situ density tests and grain size distribution tests shall be performed a minimum
' of once every 1500 linear feet of gravel drain. In situ density tests shall be performed in the pipe
sand bedding a minimum of once every 250 linear feet of pipe bedding.
9.4 Gypsum Starter Dike
In situ density tests shall be performed in the gypsum starter dike constructed on the west wall
of the pile, at each discharge pipe excavation through the existing east wall of the pile, and in
any other incidental gypsum backfill placed by the Contractor to verify compliance with molding
moisture content and density requirements. Observations will also be performed to verify the
thicknesses of the individual lifts used in backfillfng the gypsum starter dike, verify the adequate
placement and consistency (ASTM C 143 and ASTM C 39) of lean concrete around the
seepshields and in the pipe cradle (if used), and to verify adequate placement and compaction
of gypsum backfill around the pipe and seepshields. Molding moisture content determinations
(ASTM standard D 2216 using a drying temperature of 40°C) and in situ density tests shall be
performed in the gypsum backfill using the drive cylinder method (ASTM D 2937) a minimum of
once for each 2000 yda of gypsum backfill.

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SURGE
POND
i
it �W
�f
DURHAM CREEK
3YPSUM-
-PIL.E2-
CQ0UNG
- - POND 1
=PILE1__-
PROPOSED`':
GYPSUM.,..
--- - - - -_-_
PILE 3/4
_--- � _ _-
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_---GYPSUM -
----- --
-- PILE6 ;.-
-
-
==GYPSUM --
--
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- --P&E5
306
0 2200
I I
SCALE 1`=2200±
439695
FIGURE 2

IN 3,000
GYPSUM PILE 5
IN 7,000
N 6,000
-- .. ... .... ..
J,
M,
Te
f
A mill
z
W,
6 �
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ING
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LE 3
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— — - - - - - - - - - — - -
. . . . . . . . . .
-------- ---- �7 '
. . . ....... .
LU
0 200 400
SCALE-. 1"=200-
DATE OF PHOTOGRAPHY: 3/19/91
NOTE: APPROXIMATE LOCATION OF EDGE OF
MINING FROM AERIAL TOPOGRAll
DATED 02113168 AND 06/0=2 BY
KUCERA & ASSOCIATES, INC.
EXISTING TOPOGRAPHY
Ardaman & Associates, Inc.
Consulting Engineers in Soils, Hydrogeology,
x Foundations, and Materials Testing
REACTIVATION OF GYPSUM PILE 3/4
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DRAWN By, KJS I CHECKED BY: )T4 DATE7 6/17/91
F NO. APPROVED B'Y- FIGURE:
90-180 �-4L � hg-)Ovv� 3

N 8,000
N 7,000
N 6.000
W
0 200 400
SCALE: - V--200'
DATE OF PHOTOGRAPHY: 3/ 19 /91
BORING DESIGNATION
SURFACE ELEVATION WHEN BORING
WAS PERFORMED
MONTH/YEAR BORING WAS PERFORMED
PILE 3/4 AND PREVIOUS
BORING LOCATIONS
nm�zn k A&cry*-inter imt,
t?��5t:,fiincy Fngmeers in Sods, Hyrirogeotogy,
REACTIVATION OF GYPSUM PILE 3/4
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
KJS` j 6/ 15/91
4
90- 1 a0

..... - ----- . ........ . ...... ... . ..... ..... ... . . ...... ... . . . . .. .. . ... ........
. .... . ...... . . ..... ....... ... . .......... ... . ... ...
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....... . . . ... ...
PRELIMINARY LINER AND
DRAIN SYSTEM
CROSS SECTIONS Ar-A AND B-B
Ardaman & Associates, Inc.
REACTIVATION OF GYPSUM PILE 3/4
11DUVSGULF PHOSPHATE OPERATIONS
AUROPJk, NORTH CAROL INA
... . . . .. ....
�J

70
F_
Lij 60
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40
30
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20 0
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10 L.J
Ardaman & Associates, Inc.
REACTIVATION OF GYPSUM PILE 3 /4
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
AWN fir. vN -,AT!-.
)L

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ME
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STARTER DIKE
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1.)
2.)
3.)
4.)
J 160
CI?
w
LLI
LL
120
80
PROPOSED TOP ELEVATION[
OF PILE 314 EL. 150.0' -- ,
EXISTING SEEPAGE
40 COLLECTION DITCH
- - EXISTING RETURN
WATER CANAL
- _ �_ .._ .._ _..._:.: ...- - - - - - - P-132
GP-104
160
N
H
W
W
U-
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40
• '
GP 122 -_. =. EXISTING SEDIMENTED GYPSUM
..
.•.•....,.- ...
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- _ ._
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do
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:: •
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-
WITH CLAY SLIMES
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:,...
-
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•'.'
(CROATAN FORMATION)
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X.
�
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CAi.CAREOUS SANDY CLAY TO
CLAYEY SAND \
�
[YOgKTOWN FORMATION}
\
FACE OF MINE CUT
gp
-80
�\
r,AST OVERBURDEN SPOIL
xx
PHOSPHATIC CLAYEY SAND f
P R!Y _R FORMATION),
-120
-120
Z
C�►4'TI HAYME L1tAI STONE
PHOSPHATIC DOLOMUHC SANMTONE AND
_ DENSE DOLOMITIC SILTY TO CLAYEY SAhO
160
15p
'LEAA1 ORE SANDSTONF`"
O
S'
gI
III
W
Z I
Z j
Z �
-200 W
-200
0 500 1000 1500 2000 2500 3000 3500
NORTH -
SOUTH
NOTES
BORING GP-104, GP-107 GP-122, GP-123, GP-127 AND GP-132
TAKEN FROM REPORT NO. 9907-011.27 BY DAMES AND MOORE,
DATED SEPTEMBER 5, 1975.
BORING B-2 TAKEN FROM REPORT NO. RS-861 BY SOIL AND
MATERIALS ENGINEERS INC., DATED JUNE 9, 1978.
BORING TH-4 TAKEN FROM REPORT NO, 78-087 BY ARDAMAN &
ASSOCIATES, INC., DATED MAY 23, 1979.
EXISTING GYPSUM SURFACE FROM MARCH 19, 1991
TOPOGRAPHY.
HORIZONTAL SCALE. 1"=200'
VERTICAL SCALE: 1'=40'
I GENERALIZED GEOLOGIC
CROSS SECTION A -A
Ardaman & Associates, Inc.
ConSLlltirig Fn9ineers in Sails, Hydrogeology,
Foundations, and Materials Testing
REACTIVATION OF GYPSUM PILE 3/4
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
()RAWIN BY KJS oils (-) (3Y j DATE 6/6/91
i •€ + NO 'OR VE l) B y: FIGURE:
90-180 �,,, ,� 5

0 Soo 1000 1500 2000 2500
WEST
HORIZONTAL SCALE: 1 `=200'
VERTICAL SCALE: 1'=40'
NOTES
BORING GP-102, GP-107 AND GP-20 TAKEN FROM REPORT NO.
9907-011-27 BY DAMES AND MOORE, DATED SEPTEMBER 5, 1975.
BORING TH-1 TAKEN FROM REPORT NO. 78-087 BY ARDAMAN &
ASSOCIATES, INC., DATED MAY 23, 1979.
BORING GP5-12 TAKEN FROM ARDAMAN & ASSOCIATES, INC.
PIEZOMETER CONSTRUCTION RECORDS DATED AUGUST 6, 1990.
EXISTING GYPSUM SURFACE FROM MARCH 19, 1991
TOPOGRAPHY.
EAST
GENERALIZED GEOLOGIC I
I CROSS SECTION BB -
A ■ 06 i
MOM IM lAlUdffl4dll AbSOUldteti, Inc.
Consulting Engineers In Sails, Hydrogeology,
Fowidationt , at
Materials Testing
REACTIVATION OF GYPSUM PILE 3/4
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DPAWN BY KJS CHFCKE�) ICY DATE6/5/91
I L E. lVC-1. APPRUVED BY FIGURE:
90-180 , J�,� B

J 1
w
w
LL
120
80
40
0
-40
-80
-1201
-1601
— fAISTING SE.DIMENTED GYPSUM,-
—
LA — — - - —
CY ..
— . _. _
-LA SLIMES S
SANL7 TAILINGS SAND TAILiN—
'' •. :: -... ..'� :::. y ,..-.. a ._:::_ .
CASTE RAYNE UMESTONE
ox
DNE SANG i0 PLASTIC CLA1
€f:''
FTEC l.L AND UNDtFEEiiENTIA ..
SIJRFiClAL DEPOWTSs . .
NT SAND WTTH SHELL FRAGMENTS
tCROATAN FORMATION) o a
PHOSPHATIC DOLOMITIC SANDSTONE AND
DENSE DOLOMITIC SILTY TO CLAYEY SANG
"LEAN ORE SANDSTONE"
0
O�
�
iLl
w •zao -
Q3
r
w
wl
Lu
160
w
w
u-
120
80
40
10
1-40
1-80
-120
-160
Z
0
Q
7
-200 W
0 500 1000 1500 2000 2500 3000
WEST
HORIZONTAL SCALE: 1'=200'
VERTICAL SCALE: 1'=40'
NOTES
BORING GP-116, GP-118, GP-127, GP-126 AND GP-152 TAKEN FROM
..E. ..... ...,.. ..,.... .... ... `.. ...n...Z.i AND rnvurtiZ., u►:►ir,iu
SEPTEMBER 5, 1975.
BORING B-5 TAKEN FROM REPORT NO. RS-861 BY SOIL, AND
MATERIALS ENGINEERS INC., DATED JUNE 9, 1978.
BORING GPS-10 TAKEN FROM ARDAMAN & ASSOCIATES, INC.
PIEZOMETER CONSTRUCTION RECORDS DATED AUGUST 6, 1990.
EXISTING GYPSUM SURFACE FROM MARCH 19, 1991
TOPOGRAPHY.
EAST
GENERALIZED GEOLOGIC
CROSS SECTION C-C
Ardaman & Associates. Inc.
Consulting Engineers srl S(7ils Hyc�rogeologY.
Fouridations, and Materiais Testing
REACTIVATION OF GYPSUM PILE 3/4
TEXASGULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
L s/5191
FIGURE:
7
90-180

m

Ln
m
Ln
9G
g
z
43
A
100
SYMBIX FtEFEFNUXX SOIL
• DAMEN A AIOOFE GIRT iPOIL
90
• AFIOAMAN (19110 CAST 812M
AFi4AMIW (ISM CMT VIOL
' AFOAMM 119" TO'MM
6Q
AFEAMAN (imp � Cm CART
AFOAAAAM JIQW CANT WOOL
E) AFGAAMN IWO FOMXDM OAST
TO
SPOIL
4
0 AFnAMAM (ISM OiMV
N
.
60
•
O
U
w
40
•
o
LY
Z
•&;
LL
30
20
A.
•`.
10
0
10-8 10"7
10'6 10-6 10-4
VERTICAL COEFFICIENT OF PERMEABILITY, Icy (cm/sec)
FINES
CONTENT VS. VERTICAL COEFFICIENT OF PERMEABILITY
FOR
IN SITU AND CAST YORKTOWN FORMATION SOILS
=W'g Ardaman & Associates, Inc.
Engin em in Soil Mechanics,
MIONConsulting
Foundations, and AAatarials Testing
REACTIVA71ON OF GYPSUM PILE 314
TEXASOULF PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
❑BAMN BY: TJS I CHECKED BY: PATE: 6/1
FIt.E NO. AP OV 08Y:!
'4j
will W
F7[1lffl It

11
0
n

State of North Carolina
Department of Environment, Health and Natural Resources
Northeastern Region
1424 Carolina Avenue, Washington, North Carolina 27889-1424
James G. Martin, Governor Lorraine G. Shinn
William W. Cobey, Jr., Secretary Regional Manager
DIVISION OF ENVIRONMENTAL MANAGEMENT
January 10, 1992
Mr. W.A. Schimming
Texasgulf, Inc.
P.O. BOX 48
Aurora, N.C. 27g06
Subject: Texasgulf, Inc.
Sulfur Coated Railroad Ballast
Beaufort County
Dear Mr. Schimming:
This is in response to your letter dated December 2, 1991 regarding the
use of sulfur coated railroad ballast in the construction of gypsum pales 3
and 4. It is our understanding that you propose to place the sulfur coated
railroad ballast between the drainage pipes at the base of the gypsum pile.
Since the water from these drains will be returned to the cooling ponds and
will be recycled, I have no objection to this proposal.
If you have any questions please call [phone].
JM/mdb
Sincerely,
L
7izion
lligan
al Supervisor
WARO
1 - 3
➢- 4 {y1 r
P.O, Box 2198, Washington, North Carolina 27889-2188 Telephone [phone] FAX; 919-975.3716 / 919-946,6639
An Equal Opportunity Affirmative Action Employer

RECEIVED
*Texasgulf.,
elf squifalne group
PQ. Box 48 Aurora, North Carolina 27606
December 2, 1991
W.A. Schimming
Manager
DEC 3 .91
DIV. LAND RE&
Environmental Affairs
Mr. Jim Mulligan [phone]
Regional Supervisor
Division of Environmental Management
N. C. Department of EHNR
P. O. Box 2188
Washington, North Carolina 27889
Re: Utilization of Sulfur Coated Railroad Ballast
Texasgulf Inc.
Mining Permit No. 7-01
Dear Mr. Mulligan:
On September 9, 1991 I wrote you and Mr. Charles Gardner,
Chief, Division of Land Resources, a letter requesting approval
to dispose of non -hazardous, sulfur -coated, railroad ballast in
our mining area. This disposal would have been in the cast
spoils area at approximately -80 ft. below MSL. On November 12,
1991 Mr. Gardner responded to TexasgulffIs request by stating
that in light of concerns raised by both the Division of
Environmental Management and the Division of Solid Waste
Management, his office could not concur with Texasgulf's
proposed disposal plan.
After reflecting on that response, Texasgulf has determined
that this sulfur coated railroad ballast could be utilized in
conjunction with its rebuild of gypsum piles 3/4. Specifically,
Texasgulf requests approval to place this material in the areas
between the drainage pipes that will be located at 100 ft.
spacings at the base of the area upon which gypsum pile 3/4 will
be rebuilt. Placing this material in this location will enable
Texasgulf to recover and recycle any of this material which may
solubilize in the cooling pond water that enters the toe drains;
this recycling would be accomplished as the cooling pond water
is collected and returned to No. 1 Cooling Pond.
As directed in Mr. Gardner's November 12, 1991 letter, I am
also sending a copy of this letter to Mr. Jim Coffey,
Supervisor, Permitting Branch, Solid Waste Section of the
Division of Solid Waste Management. I would appreciate his
review of this proposal and should you or he have any questions
regarding the utilization of the sulfur coated railroad ballast
by this means, please feel free to call me. Furthermore, I
would be most happy to provide you and/or Mr. Coffey with a tour
of the area in which we plan to place the sulfur coated railroad
ballast.

Page 2
Mr. Jim Mulligan
December 2, 1991
Page 2
Please advise if you need additional information or wish to
pursue the offer of the field tour.
Sincerely,
vGV''�
W. A. Schimming
WAS/re
pc: Mr. Jim Coffey, SWM
Mr. Charles Gardner, DLR

1,
Me -
State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Land Resources
James CI Mardn, Governor November 12 1991 Charles H. Gardner
W 1111am W. Cobey, Jr., Secretary Director
Director
Mr. W. A. Schimming, Manager
Environmental Affairs
Texasgulf, Inc.
P.O. Box 48
Aurora, North Carolina 27806
RE: Disposal of Sulfur Coated Railroad Ballast
Lee Creek Mine
Mining Permit No. 7-01
Beaufort County
Dear Mr. Schimming:
This office has completed its review of your request to allow
disposal of approximately 5,000 tons of sulfur coated railroad
ballast and sulfur in the mine area by burying it along with cast
spoil material approximately 80 feet below mean sea level. As this
type of activity is more directly regulated by the Division of
Environmental Management (DEM) and the Division of Solid Waste
Management (SWM) of this Department, the Land Quality Section
solicited comments from each of these agencies regarding the
acceptability of this proposal. I have attached for your review a
copy of a memorandum from Mr: Floyd Williams to Mr. Tracy Davis
dated September 24, 1991 outlining DEM's concerns and a memorandum
from Mr. Jim Coffey to Mr. Tracy Davis dated November 9, 1991
describing SWM's concerns on this proposal. As noted in the SWM
memorandum, "solid waste must be disposed in such a manner that
'the bottom elevation of waste will be a minimum of four feet above
seasonal high water table,' Based on this requirement alone, the
requested method of disposal would not meet the siting and design
requirements of the Solid Waste Management Rules."
Therefore, in light of the above referenced comments made by
both DEM and SWM, this office cannot concur with the proposed
activity. Your company will not be permitted to dispose of this
material within the mining permit area covered by Mining Permit No.
7--01 until both DEM and SWM have approved said activity under their
rules and permit requirements. Once your company has obtained
these approvals, you may then request that said activity be allowed
under Mining Permit No. 7-01. I recommend that you contact DEM and
SWM to discuss your proposal and any other alternatives that may be
acceptable to properly dispose of this material.
P.O. Box 27687 • Uelgh, N.C. 27611-7687 • Telephone [phone]
An Equal Opportunity Affiin"nadw Action Employer

4
Mr. Schimming
November 12, 1991
Page 2
This office appreciates your cooperation in this matter. if
you should have any questions on the above, please advise.
Very truly yours,
Charles H. Gardner, P.G., P.E.
CHG/TED/td
Attachments
cc: Mr. Floyd Williams, WaRO, LQS
Mr. Jim Coffey, SWM
Mr. Jim Mulligan, WaRO, DEM

S P E ED ?L� TER,
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STATE OF NORTH CAROLINA CHARLES H. GARDNER
DEPARTMENT OF ENVIRONMENT, � � � � �� � D � � DIRECTOR
HEALTH, AND NATURAL RESOURCES AND
DIVISION OF LAND RESOURCES STATE GEOLOGIST
rr DATE
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Division of Land Resources, Land Quality Section
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MEMORANDUM
TO: Tracy Davis
State Mining Specialis
DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
September 24, 1991
Rtcv
$ 8.00 '�; , "Vto
FROM: Floyd Williams `" !9
Regional Engineer �MD QU 9f
Land Quality Secti n
Washington Regional Office�CTjdN
SUBJECT: Texasgulf's September 9, 1991 Request
to Dispose of Sulfur -coated Railroad Ballast
Date Received at WaRO: 9-20-90
I discussed the above request with Jim Mulligan, DEM, on
September 23, 1991. As you know, Texasgulf has requested that
they be permitted to dispose of approximately 5,000 tons of
railroad ballast and sulfur in the mine area by burying it along
with the cast spoils approximately 80 feet below MSL.
Jim Mulligan had some problems with this request:
1. Ballast will be below water table.
2. Is this mine waste, solid waste, or material that
comes under DEM regulation?
3. If covered by mining permit, DEM does not want to
go any further.
4. Tg should provide copy of the material from the
Handbook of Chemistry and Physics, published by the
Chemical Rubber Company, which lists sulfur (S) as
insoluble in hot or cold water.
After talking to you, I again met with Mulligan and explained
to him that you and I had decided it would be best for Jim to
correspond directly with Texasgulf regarding this request and
copy Land Quality on any correspondence. After Tg has satisfied
DEM, Land Quality will then take action on this proposal.
FRW:mr

Texasgulf inc.
elf squitalne group
PO. Box 48 Aurora, North Carolina 27806
September 9, 1991
Mr. Charles Gardner
Chief, Division of Land Resources
N. C. Department of Environment, Health
and Natural Resources
P. O. Box 27687
Raleigh, North Carolina 27611-7687
Mr. Jim Mulligan
Regional supervisor
Division of Environmental
North Carolina Department
and Natural Resources
P.O. Box 1507
Washington, North Carolina
SEP13'91
i}tv LAND RES.
W.A. Schimming
Manager
Environmental Affairs
[phone]
Management
of Environment, Health
::W
RE: Disposal of Sulfur coated Railroad Ballast
Dear Gentlemen:
As you are aware Texasgulf has reported several releases of
sulfur dioxide resulting from small sulfur fires occurring
within the boundaries of the Sulfur Railcar Unloading facility.
The source for these fires results from the molten sulfur
falling onto the ground and mixing with the railroad ballast.
Presently there is no easy way to recover the sulfur,
Texasgulf's Phosphate Operations has recently elected to
completely rebuild the Sulfur Railcar Unloading Facility; this
would include setting the railroad tracks in concrete as opposed
to the traditional rock ballast. The concrete should enable
Texasgulf personnel to recover the spilled sulfur before it
becomes a source for a sulfur fire.
In order to prepare the site for construction of the new Sulfur
Railcar Unloading Facility it will be necessary to remove 5,000
tons of railroad ballast and sulfur and dispose of it. Texasgulf
believes that the most responsible way to handle this material
is to transport it to the mine and bury it along with the cast
spoils out in the mine cut at approximately -80 feet below MSL.
This will ensure that the sulfur remains at least 100 feet below
the piezometric surface of the water table. This is important
because little or no dissolved oxygen will be present within the
aquifer at this elevation thus the possibility of acidic
leachate from the sulfur will be eliminated. The Handbook of

e 44"

Mr. Charles Gardner
Mr. Jim Mulligan
September 9, 1991
Page 2
Chemistry and Physics published by the Chemical Rubber Company
lists Sulfur (S) as insoluble in hot or cold water. Texasgulf is
requesting your concurrence with the proposed disposal
procedure.
Please do not hesitate to contact me or Jim Skillen should you
require any additional information to process this request.
Sincerely,
/ C4U t r:
W. A. Schimmin
WAS:JMS/jms
pc: J.M. Skillen
00-12-000
11-01-003-03-000

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t
State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Lind Resources
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor Stephen G. Conrad
William W. Cobey, Jr., Secretary Director
February S, 1990
Mr. W. A. Shimming
Manager, Environmental Affairs
Texasgulf, Inc.
P. 0. Box 48
Aurora, North Carolina 27806
RE: Modification Request to Add 160 Acres
Mining Permit No. 7-01
Beaufort County
Dear Mr. Shimming:
The review oi�' your modification request dated January 2, 1990 has been
completed. Your request, as proposed, is hereby approved with the following
stipulations:
(1) Surficial dater monitoring wells shall be installed in the wetlands
adjacent to the proposed excavation. Said wells shall be provided in
locations approved by the Washington Regional Office, Groundwater and
Water Quality Sections.
( 2 ) If said tigel l s detect a drop relative to control wells, the operator
shall "bleed -off" water from the perimeter ditch to restore the water
balance in the wetlands.
(3) The operator shall provide the Land Quality Section with the results
of the study currently being conducted in the area and shall request
future modifications to this permit as a result of any pertinent
conclusions made in said study relative to maintaining the water table
in wetlands adjacent to the permitted mine area.
P.Q. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

r..

-00
a
Mr. W. A. Shimming
February S, 1990
Page 2
Please attach this letter to your existing mining permit for future
reference. Should you have any questions on the above, please advise Mr. Tracy
Davis, Acting State Mining Specialist at [phone].
SGC/TED/se
cc: Mr. Charles Gardner
Mr. Tracy Davis
Mr. Floyd Williams
Very truly yours,
Stephen G. Conrad

.P

O Texasgulf Inc.
elf aquitaine group
PO. Box 48 Aurora, North Carolina 27806
January 14, 1991
Mr. Charles Gardner, Director
Division of Land Resources
North Carolina Department of EHNR
P, ®. Box 27687
Raleigh, North Carolina 27611-7687
Dear Mr. Gardner:
'JAN1a.91
ALAMMUL
W.A. SchimMr
ming
Mana er
Envirj VED
(919)
JAIV z e 199,
LAND QUAL17 Y SeCTIO V
In past meetings we have discussed our plans to try a 4:1
sand/clay cap on a portion of the R-2 blend area. We are now
ready to proceed with the trial capping, and the plans for this
test are attached. The test is scheduled to run from February
11-15, 1991, to take advantage of certain circumstances in our
operation.
Please let us know if you have any concerns relating to this
test. If we do not hear from you we will assume you have no
objections, and will proceed with the test. If you have any
further questions on this matter, please call Jeff Furness or
myself.
Sincerely,
W. A. Schimming
WAS:JCF/re
Attachments
pc: Floyd Williams - DLR (w/attch) D. A. Hettinger (w/o attch)
T. J. Regan, Jr. (w/o attch) I. K. Gilmore (w/o attch)
H. M. Breza (w/o attch) J. C. Furness (w/attch)
D. J. Millman (w/o attch) 15-04-006-05 (w/attch)
J. N. Richardson (w/o attch) 00-12-000 (w/o attch)

Schedule Name : 4:1 SAND/CLAY BLEND TEST
Responsible : TEXASGULF INC.
As -of Date : 30-Dec-90 Schedule File : A:\GRAPHICS\TL\DATA\BLEND
BLEND/RECLAMATION DEPARTMENT
91 92
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec JanFebMar
Task Name 1 1 1 1 1 1 1 1 1 1 1 1 2 3 2
APPROVAL PROCESS - • -
R-2 CAPPING TEST .
EVALUATION AND TESTING
AFE SUBMITTAL AND APPROVAL
PROCUREMENT AND INSTALLATION
CAPPING R-2
BLEND TO R-3 -
BLEND TO NPDES RECYCLE LAKE
BLEND TO R-3 -
-----------------------------------------------------------------------------------------------
� Detail Task �= Summary Task M Milestone
■■� (Started) _-___ (Started) >>> Conflict
L (Slack) __- (Slack) ..� Resource delay
-------- --------- Scale: 1 week per character ---------------------------..______-___-------
TIME LINE Gantt Chart Report, Strip 1, Page 1

0 Texasgulf
Date January 2, 1991
TO M.H. Breza Location Administration
From D.J. Millman Location Blend/Reclamation
Subject 4:1 Sand/Clay Blend Test
Blend/Reclamation requests approval to conduct a full plant
scale test designed to further assess the concept of capping the
R-2 Blend Pond with a blend of sand and clay.
The objectives of the test are;
1.0 Determine if a 4:1 sand/clay blend will distribute
over the surface of a blend pond evenly and without
sand separation.
2.0 Determine appropriate methods of discharge which would
provide for an even distribution of a sand/clay
mixture for capping large acreages.
3.0 Determine if mud waving occurs in the underlaying
blend material during the capping process.
4.0 Determine if reclamation equipment access to the blend
pond surface is accelerated if the capping method is
used.
METHOD
A blend of four ( 4 ) parts sand and one (1) part clay will be
mixed by Mill Operations using all sands produced and one half
of the clays which have been thickened to a minimum of 12
percent solids. The remaining unthickened clays, not blended,
will be bypassed to R-3 through the existing installed 30"
bypass line.
The resultant sand/clay blend will be pumped through the
existing blend system and discharged using the installed blend
distribution pipeline.
During the period of the test run, the gypsum reclaim operations
and Phos Acid direct blending will be halted.
The test blend mixture will be distributed over a selected
location on the R-2 Pond by spigoting through four existing 12
inch taps spaced five hundred feet apart.

LOCATION
The location of the test area on R-2 is shown in Figure 1.
Depending on the flow characteristics of the test blend mixture,
the resultant capped area may encompass 30 acres along the west
side of R-2, adjacent to the main haul road access to the mine.
rigure i
The test area will assume the shape of a flow delta with a
maximum thickness of approximately four feet at the discharge
spigots, and extending one thousand feet onto the R-2 surface.
SCHEDULE
Pending approval, the test will be conducted during the five
days beginning February 11th and ending February 15th.
The resultant evaluation and testing period is shown on the
attached time line schedule.
Based upon favorable results of the capping test,
Blend/Reclamation will then prepare and submit by April 1, an
AFE to make the necessary modifications in the Mill to provide
for a dual Blend pumping system. Engineering projected
modification could be accomplished in four months if rushed.
Full capping of R-2 will require an estimated four months
beginning October 1, 1991, and ending the end of January 1992.
EVALUATION & TESTING
Four transect lines spaced on five hundred foot centers will be
surveyed in prior to the capping test run in order to record
existing blend topography.

After the completion of the test, the surface will be allowed to
consolidate sufficiently to support foot traffic. The area will
then be resurveyed. With this information the flow
characteristics of the sand/clay mixture can be determined, as
well as the thickness of the cap.
Soil samples of the cap mixture will then be collected, and
standard sieve analyses will be run. The ratio of +200 mesh to -
200 mesh will used to determine the actual sand/clay ratio.
Upon completion of all testing, Blend/Reclamation will submit a
written report of the test results.
With favorable results, and AFE will then be prepared to make
the necessary modifications as outlined in ER 315-6, Blend
Modification for Capping R-2, scheduled for submittal April 1,
1991.
Don Millman
copy; W.R. Walker
J.R. Richardson
Engineering, G.H. Schrieber

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N.C. Department of Environment, Health, and Natural Resources
Division of Land Resources, Land Quality Section
�a Telephone Log f
Date./_/ Sheet of
Time:
❑ am Call: Placed ❑ Received S—
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North Carolina WJdlife Resources Commission
512 N. Salisbury Street, Raleigh, North C:arolij)a 27611, 919-733-3391.
Charles R. Fullwood, Executive Director
MEMORANDUM
TO: Tracy Davis, Assistant Mining Specialist
Land Quality Section, DNRCD
FROM: Richard H. Hamilton
Assistant Director /
DATE: February 7, 1990
SUBJECT: Mining permit application for Texasgulf, Inc.
Modification of permit #7-01, Beaufort County,
North Carolina.
The Wildlife Resources Commission (WRC) has reviewed
the subject permit application and professional biologists
on our staff are familiar with habitat values of the project
area. An onsite investigation was conducted on February 2,
1990 for the purpose of assessing impacts to wildlife and
fisheries resources. We are submitting this correspondence
in response to your memorandum of January 8,1990.
The applicant, Texasgulf, Inc., is requesting a
modification to their mining permit to add a 160 acre tract.
The proposed mining area is located adjacent to the existing
mine and is composed mainly of farmland and recently cutover
woodlands. At one time this area contained a variety of
habitat types, including an undetermined amount of wetlands.
It was readily apparent from our site visit that the mining
operation is progressing prior to issuance of the permit
modification. The subject tract had already been cleared,
ditched and drained. Also, another large tract outside the
permit area was in the process of land clearing. From the
aerial photos provided we can surmise that the area was a
mixture of woodlands and farmland which would have contained
such wildlife species as white-tailed deer, grey squirrels,
black bear, foxes, raccoons, opossums, etc. Due to the
state of the habitat, we would only be able to guess at the
amount of damage done to fish and wildlife resources. We
recommend that Texasgulf provide the appropriate consulting
agencies with information relative to wildlife and habitat
types impacted and that the request of Texasgulf to amend
its mining permit be held in abeyance until a plan of

Memo
Page 2 February 7, 1990
current and future mining operations is made available to
all resource agencies for comment. This plan should include
a timetable of proposed clearing, ditching and draining
operations and reclamation of all disturbed land into
wildlife habitat.
RBH/lp
cc: The Honorable R.G. Sowers III
Dennis Stewart, Habitat Conservation Project Leader
Bobby Maddrey, District 2 Wildlife Biologist

J
141,Texasgulf lnC.
elf aqultaine group
PO Box 48 Aurora, North Carojina 27806
January 2, 1990
Mr. Steve Conrad
Director, Division of Land Resources
North Carolina Department of EHNR
P. O. Box 27687
Raleigh, North Carolina 27611-7687
Dear Mr. Conrad:
pp ��
W.A. Schlmming'r'`
Manager
Environmental Affairs
[phone]
FEB 1990
Texasgulf's Mine Permit 7-5 covers land east of Highway 306
on what is commonly known as the "NCPC Tract". Our mine plans
changed in 1986 to include this tract, and an amendment to
Mine Permit 7-1 was approved by the DLR on April 8, 1988 to
add land that would make the two permitted areas contiguous.
Because the Corps of Engineers determined that jurisdictional
wetlands occur on the NCPC Tract, a Section 404 Dredge and
Fill permit was required to fill those areas. To evaluate the
permit application, the Corps has required an Environmental
Impact Statement, which is in progress. We hope to have a
final decision on the EIS and permit application in 1991. In
the meantime, Texasgulf is forced to change its short-term
mine plan to avoid jurisdictional wetland areas.
The most obvious area for the short-term is directly south of
the current mine. However, not all of the land that is needed
to carry us through 1991 is permitted under any of our mine
permits. Because of this unforseen need, we are asking that
Mine Permit 7-1 be modified to add approximately 160 acres of
.land south of the currently permitted boundary.
We are submitting several items as part of this request, and
you will find them enclosed. Attachment 1 is a 1" = 2000'
scale map outlining the area currently under each mine permit,
and the 160 acres we are requesting to have added to 7-1.
Attachment 2 is a letter from the N.C. DOT granting approval
to abandon the portions of S.R. 1941 and S.R. 1942 that fall
within the mane permit amendment area. Along with the DOT
letter is an aerial photo of the area, with the road sections
approved for abandonment highlighted in red.
Attachment 3 is a 1" = 200' aerial photo that shows the
relationship between the Corps of Engineers jurisdictional
wetland boundary, LAMA jurisdictional line, and the requested
permit amendment boundary along Whitehurst Creek.

Mr. Steve Conrad
January 2, 1990
Page 2
We plan to construct a utility corridor around the outside of
the mine which includes a perimeter ditch to transport
depressurization water. A cross-section of this utility
'corridor is illustrated in Attachment 4. The water level in
the perimeter ditch remains at or above the average water
table elevation, which serves to maintain the normal water
table in natural areas outside and adjacent to the mine, as
shown in Attachment 5.
Texasgulf maintains an extensive groundwater monitoring
network, which includes both local (immediate vicinity) and
regional. (Beaufort County) wells. Water level and water
quality data from dozens of wells are reported monthly to the
Division of Environmental Management. Attachment 6 shows the
locations of regional wells monitored.
For sedimentation and erosion control, we will continue to use
the guidelines currently outlined in Mine Permit 7-1.
Archeology work for the Environmental Impact Statement has
been completed by Dr. David Phelps of East Carolina
University. A final report is expected soon, however, no
significant findings were discovered.
Enclosed are four sets of the attachments for your
distribution to commenting agencies. If you have any
questions on any of this material, do not hestitate to call
Jeff Furness or myself.
Si cerely,
d 7
t- A. Schimming
WAS:JCF/re
Attachments
cc: Floyd Williams, DLR, Washington (w/2 sets of attch)
12-04-001-35 (w/attch)
00-12-000 (w/o attch)

State of North Carolina 'v 111Q,1
Department of Environment, Health, and Natural Resoura'i` nlli; r �r�n
Division of Land Resources lt,,
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor Stephen G. Conrad
William W. Cobey, Jr., Secretary January 8, 1990 Director
MFM PANn im
TO: Don Baker
Program Coordinator
Wildlife Resources Commission �a l�f�'
FROM: Tracy Davi s
Assistant mining Specialist li�d,�EL'�il)!
Land Quality Section
RE: Texasgulf Inc.'s
Proposed Modification of Mining Permit No. 7-01
Beaufort County
Please find attached for your review a copy of the modification request and
site plans for the above referenced project. Texasgulf proposes to add
approximately 160 acres of land south of the currently permitted boundary.
Please review this information and advise as to the probability of this
modification having unduly adverse effects on wildlife or freshwater fisheries
(G.S. 74--51 (2)). Please respond by February 9, 1990 so that we may complete
our review of the permit application within our statutory time limits.
As is the case in our review of all mining permit applications, this office
will carefully review all proposed erosion and sediment control measures to
ensure that they are sufficient to restrain erosion and offsite sedimentation.
However, any comments your agency can provide regarding effects on wildlife and
freshwater fisheries (i.e. fish spawning season, etc.) would be greatly
appreciated. If your staff wishes to perform a site inspection, it is
recommended that they contact Mr. Bill Schimming at [phone] to set up a
convenient date and time.
Your continued cooperation in the review of these type applications is very
much appreciated.
TID/se
Attachments
cc: Mr. Floyd Williams, P.G.
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

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Attachment 6

25' 200' ± Varies (100'+ )
Canal System Access
Silt Curtain
(When Required) r Crest of Mine
Road + 15 MSL /
IN -
Intercept Ditch
Perimeter Mining/Utility Corridor

APPROXIMATELY 35 FEET
PERIMETER DITCH
DITCH SPOIL -i,
WATER TABLE
WITH DITCH
MINE CUT
NOT TO SCALE
OVERBURDEN
MATRIX
NOTE: water level in OdCn maintainer at or above
average water table elevation.
WETLANDS
WATER TABLE
BEFORE MINING
PERIMETER DITCH AROUND Tex
'fInc.
WETLANDS 11:01asgu
Attachment 5

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STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
JAMES G. MARTIN 1 7 0 1 West F f f t h Street
GOVERNOR Washington, North Carolina
2?889
JAMES E. HARR;NGTON August 14, 1989
SECRETARY
13EAUFORT COUNTY
Subject: Abandonment of a Portion of SR 1941
and SR 1942
Mr. Curtis H. Brown - Land Supervfsor
Texasguif Inc.
P. 0. Box 425
Aurora, North Carolina 27806
Dear Mr. Brown;
DIVISION OF HIGHWAYS
GEORGE E. WELLS. P.E.
STATE" HIGHWAY ADMINISTRATOR
I am pleased to advise you that the Board of
Transportation approved the abandonment Of a 0.28 miles
section of SR 1941 and a 1.5 mile section of SR 1942 on
August 4, 1989.
As soon as the signs identifying those roads are
removed, we will cease maintenance of these two sections.
Yours very truly,
0. L. Potter
District Engineer iv,- 1
OLP/dc
CC. Mr. A. W. Gibbs$'
Attachment 2
An Equal Opportunity / Affirmative Action Employer

e
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DIVISION OF ENVIRONMENTAL MANAGEMENT JA N 19 1990
January 18, 1990 LAND 011A[_17y
SEC
TJOAI
MEMORANDUM
TO: Tracy Davis
FROM: John Dorne�
SUBJECT: Proposed TG Expansiov of Mine Permit 7-1
Debra Sawyer (Washington Regional Office, DEM) asked me to
review and comment on TG's proposed expansion of Mine Permit 7-1
to include 160 acres. I met with Tom Carroll and yourself on
January 14 to discuss the issue. The concern for DEM is
protection of adjacent wetlands.
Based on that meeting, I recommend that the expansion be
approved with the condition that surficial water table monitoring
be installed in wetlands adjacent to the pit. If these wells
detect a drop relative to control wells, TG must bleed -off water
from the perimeter ditch to restore the water balance. Also,
when results of the more extensive pumping -wetland study are
finalized, any pertinent conclusions should be implemented
relative to maintaining the water table in wetlands adjacent to
Permit 7-1.
Alternatively, I could recommend that this mine expansion not
be approved until results of the extensive pumping -wetland study
are in. I am aware that Deborah Sawyer (DEM -Washington Regional
Offfice) is of this later opinion. However, in my judgement,
TG`s proposed expansion for Permit 7-1 of 160 acres is unlikely
to have widespread effects on the adjacent wetlands. I still
believe that examination of the extensive pumping -wetland study
is clearly warranted. If you need resolution of Deborah and my
opinions, please advise.
JD/kls
Davis.mem/D-2
cc: Deborah Sawyer

m

State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Land Resources
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor Stephen G. Conrad
William W. Cobey, Jr., Secretary A January 8, 1990 Director
MEMORANDUM
TO: Don Baker
Program Coordinator
Wildlife Resources Commission
FROM: Tracy Davis
Assistant Mining Specialist
Land Quality Section
RE: Texasgulf Inc.'s
Proposed Modification of Mining Permit No. 7-01
Beaufort County
Please find attached for your review a copy of the modification request and
site plans for the above referenced project. Texasgulf proposes to add
approximately 160 acres of land south of the currently permitted boundary.
Please review this information and advise as to the probability of this
modification having unduly adverse effects on wildlife or freshwater fisheries
(G.S. 74-51 (2)). Please respond by February 9, 1990 so that we may complete
our review of the permit application within our statutory time limits.
As is the case in our review of all mining permit applications, this office
will carefully review all proposed erosion and sediment control measures to
ensure that they are sufficient to restrain erosion and offsite sedimentation,
However, any comments your agency can provide regarding effects on wildlife and
freshwater fisheries (i.e. fish spawning season, etc.) would be greatly
appreciated. If your staff wishes to perform a site inspection, it is
recommended that they contact Mr. Bill Schimming at [phone] to set up a
convenient date and time.
Your continued cooperation in the review of these type applications is very
much appreciated.
TED/se
Attachments
cc: Mr. Floyd Williams, P.G.
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
An Equal Opportunity Affirmative Action Employe-

To Date
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®Texasgulflnc,
ell aquitalne group
RECEIVED
NOV 3U1989
LAI-in nliAl lIY SECTION
S � � W.A. 5chimming
Manager
Environmental Affairs
[phone]
JA fV 1990
t 1 i Y
DEC ��,,
u,',ln MiA11IY SECTION
%!ram — �e� � � c.r,.--•..., ���.n.�,.c w� �' �"Y `�'
n the middle of an
tement, which will cover approximately
EIS process continues, we can only
largest block of which is south of the
?}. We will shortly be submitting a
�714
7e Permit 7-1 to add land south of the
through the EIS process, and have held
on the modification with Charles
%J� �,� f .:7G f { c� ° ✓ �' 5 ;an mine in an area, we need to develop
canals and a road around the perimeter
'this we are re
�1ion to
: .� Fetween S.R. 1942gandtWhitehurstsCreek,
_ photo, before a modification of Mine
;'� ;This would allow us to take advantage
ear.
--- t'_ --A- -.1 � %a Llic Lana .
rridor development
outlined by solid
ors has officially
dashed line. The
7um distance of 75
at all times.
"'al mining/utility
parry out the same
are specified in
his new corridor.
Echanical barriers
discharging onto
Rural watercourse

O Texasgulf lne.
elf aquitalne group !^,r
PO. Box 48 Aurora, North Carolina 27806 4 0,
Man
Schlmming
r
January 2, 1990 Environmer4tal Affairs
[phone]
Mr. Steve Conrad
Director, Division of Land Resources
North Carolina Department of EHNR
P. 0. Box 27687
Raleigh, North Carolina 27611-7687
Dear Mr. Conrad:
Texasgulf's Mine Permit 7-5 covers land east of Highway 306
on what is commonly known as the "NCPC Tract". Our mine plans
changed in 1986 to include this tract, and an amendment to
Mine Permit 7-1 was approved by the DLR on April 8, 1988 to
add land that would make the two permitted areas contiguous.
Because the Corps of Engineers determined that jurisdictional
wetlands occur on the NCPC Tract, a Section 404 Dredge and
Fill permit was required to fill those areas. To evaluate the
permit application, the Corps has required an Environmental
Impact Statement, which is in progress. We hope to have a
final decision on the EIS and permit application in 1991. In
-the meantime, Texasgulf is forced to change its short-term
mine plan to avoid jurisdictional wetland areas.
The most obvious area for the short-term is directly south of
the current mine. However, not all of the land that is needed
to carry us through 1991 is permitted under any of our mine
permits. Because of this unforseen need, we are asking that
Mine Permit 7-1 be modified to add approximately 160 acres of
land south of the currently permitted boundary.
We are submitting several items as part of this request, and
you will find them enclosed. Attachment 1 is a 1" = 2000'
scale map outlining the area currently under each mine permit,
and the 160 acres we are requesting to have added to 7-1.
Attachment 2 is a letter from the N.C. DOT granting approval
to abandon the portions of S.R. 1941 and S.R. 1942 that fall
within the mine permit amendment area. Along with the DOT
letter is an aerial photo of the area, with the road sections
approved for abandonment highlighted in red.
Attachment 3 is a 1" = 200' aerial photo that shows the
relationship between the Corps of Engineers jurisdictional
wetland boundary, CAMA jurisdictional line, and the requested
permit amendment boundary along Whitehurst Creek.

Mr. Steve Conrad
January 2, 1990
Page 2
We plan to construct a utility corridor around the outside of
the mine which includes a perimeter ditch to transport
depressurization water. A cross-section of this utility
corridor is illustrated in Attachment 4. The water level in
the perimeter ditch remains at or above the average water
table elevation, which serves to maintain the normal water
table in natural areas outside and adjacent to the mine, as
shown in Attachment 5.
Texasgulf maintains an extensive groundwater monitoring
network, which includes both local (immediate vicinity) and
regional (Beaufort County) wells. Water level and water
quality data from dozens of wells are reported monthly to the
Division of Environmental Management. Attachment 6 shows the
locations of regional wells monitored.
For sedimentation and erosion control, we will continue to use
the guidelines currently outlined in Mine Permit 7-1.
Archeology work for the Environmental Impact Statement has
been completed by Dr. David Phelps of East Carolina
University. A final report is expected soon, however, no
significant findings were discovered.
Enclosed are four sets of the attachments for your
distribution to commenting agencies. If you have any
questions on any of this material, do not hestitate to call
Jeff Furness or myself.
Sincerely,
1--4 At&)
PA!�Schimming
WAS:JCF/re
Attachments
cc: Floyd Williams, DLR, Washington (w/2 sets of attch)
12-04-001-35 (w/attch)
00-12-000 (w/o attch)

f
r
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
JAMES G. MARTIN 1 701 West Fifth Street
GOVERNOR Washington, North Carolina 27889
JAMES E. HARRINGTON August 14, 1989
SECRETARY
.- BEAUFORT COUNTY
Subject: Abandonment of a Portion of SR 1941
and SR 1942
Mr. Curtis H. Brown - Land Supervisor
Texasgulf Inc.
P. 0. Box 425
Aurora, North Carolina 27806
Dear Mr. Brown:
DIVISION OF HIGHWAYS
GEORGE E. WELLS, P.E.
STATE HIGHWAY ADMINISTRATOR
I am Pleased to advise you that the Board of
Transportation approved the abandonment of a 0.28 miles
section of SR 1941 and a 1.5 mile section of SR 1942 on
August 4, 1989.
As soon as the signs identifying those roads are
removed, we will cease maintenance of these two sections.
Yours very truly,
0. L. Potter
District Engineer
OLP/dc
CC: Mr. A. W. Gibbs
Attachment 2
An Equal Opportunity / Affirmative Action Employer

=a
25' 200' ± Varies (100'+ )
Canal System Access
Silt Curtain
(When Required) Crest of Mine
Rood + 1 5 MSL
Intercept i tc h
to D
Perimeter Mining/Utility Corridor

APPROXIMATELY 35
�n
PERIMETER DITCH
DITCH SPOIL +—\
WETLANDS
WATER TABLE �'�■,....� =
WITH DITCH � WATEA TABLE
BEFOAE MINING
MINE CUT OVERBURDEN
MATRIX
NOT TO SCALE
NOTE. Water level in ditch maintained at or aoove
average water tame elevation.
PERIMETER DITCH AROUND �Texasgulflnc.
WETLANDS
Attachment 5

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TFA QUOLRE
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Attachment 6

Land Quality &ct►on
1
I
Memo
Uivis� of lAnd Resonraes, Nailh Carolina Department of RtivinximcM Health, and Naturnl Resources

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DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
February 2, 1990
MEMORANDUM Pr,- E I V
ED
TO: Tracy Davis
Acting State Mining Specialist Ff-1990
FROM: Floyd Williams LOP (10AI f!Y SECTf N
Regional Engineer
Land Quality Section
4
Washington Regional Office
SUBJECT: Texasgulf's 1/2/90 Modification Request
Permit #7-01
Request to Add 160 Acres to Existing Permitted Area
On November 27, 1989, I looked at the area which
Texasgulf is requesting to have included in the above subject
request. Jeff Furness and Pete Moffit accompanied me during
this inspection. Most of the area is in agricultural land,
except for a section on the south side of the proposed mine
advance.
I routed this request through DEM's Groundwater Section
and water Quality Section, and through the Division of Coastal
Management. The comments they had are attached.
It appears that the above DEM sections and the Division
of Marine Fisheries would like the request held in abeyance
until Texasgulf completes a study that they are conducting at
this time. The study is to determine hydraulic relations
between the shallow sand aquifers and related wetlands.

DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
January 5, 1990
mFmnPaNnnm
TO: DEM
Water Quality Section
Groundwater Section
DIVISION OF COASTAL MANAGE
FROM: Floyd Williams
Regional Engineer
Land Quality Section
SUBJECT: Texasgulf, Inc.
Request to Amend Mining Permit #7-1
Attached is a package from Texasgulf, Inc., requesting that mining
permit #7-1 be amended to include approximately 160 acres -of land
that join the south side of the active permit area.
Please review and comment on this request as soon as possible

w
=�........ , 1
Ta: Floyd Williamy nA
From: Terry Moore E,
Subj: Texasgulf's Request
Date- 11 January 1990
to Amend Mining Permit #7-1
Vt'ry 05 1990
CANn n1141 t�Y �ECI'lp�y
It appears that the subject area of the proposed amendment to Mining Permit
#7-1 is in close proximity or perhaps within the one -mile jurisdictional Aurora
Planning Area. (see page 4 of the 1986 Beaufort County Land Use Plan) Page 49
of the Beaufort County Land Use Plan, adopted and approved in 1986 specifically
addresses Resource Production and Management and lists the following Policies
and Lnplementation Strategies:
1. Discourage open -pit mining within one mile jurisdictional area.
a. Allow mining within one mile area only with special use permit.
Therefore to assure consistency with the land use plan a determination needs
to be made to see if any portion of the 160 acres subject to this amendment is
within the planning area. If it should come within the planning area Texasgulf
should inquire about the special use permit from the county if it doesn't have
one already.

49
and good, all the issues required by the CAMA guidelines were not
completely addressed. The Board was pleased that ex.tracurricu]ar
efforts, such as the Building Restrictions Publication, had been
completed. It was decided that in this year's plan, the policies
formulated would be enforced only with existing regulations and
policies. Additional efforts are often too much to expect
without the assistance of a full --time professional planning staff
for the Town of Aurora.
RESOURCE PRODUCTION AND MANAGEMENT
Policies and Im lementation Strategies
1. Discourage open -pit mining within one -mile juris-
dictional area.
a. Allow mining within one mile area only
with special use permit.
2. Protect agricultural lands.
a. Check with soil survey to determine which
areas are best suited to agricultural uses.
b. Classify agricultural lands as rural -agricul-
tural on land classification map.
3. Protect forested areas.
a. Check with soil survey to determine which
areas are best suited to forestry uses.
b. Classify forested areas as rural on land
classification map.

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DIVISION OF ENVIRONMENTAL MANAGEMENT
January 17, 1990
MEMORANDUM
TO: Floyd Williams, Land Quality Supervisor
Washington Regional office
FROM: Willie Hardison, Hydrogeologist
Washington Regional Office � � �� �rTY CTIO/V
SUBJECT: Request to Amend Mining Permit 07-1
Texasgulf, Inc.
Aurora, North Carolina
Beaufort County
The Groundwater Section has reviewed a request filed by Texasgulf, Inc., to
amend the above referenced permit. It is our understanding that the company
is presently conducting tests to determine hydraulic relations between the
shallow sand aquifer and the adjacent wetlands. Once the study is complete
and the data reviewed by the Division, our office will provide you with
comments regarding impacts, if any, to water quality supplies.
Should you have any questions, please feel free to ask me.
cc: Roger Thorpe
Bob Cheek

DIVISION OF ENVIRONMENTAL MANAGEMENT
January 10, 1990
TO: Floyd Williams, Regional Engineer
Land Quality Section
THROUGH: Roger Thorpe, W� Quality Regional Supervisor
Washington Regional Office
FROM: Deborah Sawyer, Environmental Technician
Water Quality Section, WaRO
SUBJECT. Texasgulf Inc.
Request to Amend Mining Permit #7-1
Beaufort County
The above subject document has been reviewed by this office. It is
the request of the Water Quality Section of this office that the
request of Texasgulf to amend this mining permit be held in abeyance
until additional information can be obtained. The company is presently
conducting a study to determine hydraulic relations between the
shallow sand aquifers and the related wetlands. Once this study is
complete and the results (data) are reviewed by the Groundwater
Section of this office, the Water Quality Section of this office will
provide comments to the Division of Land Quality regarding impacts to
water quality, if any, that may be anticipated.
If you have any questions or comments, please call.
DS/cm
cc: John Dorney - DEM, Central
Katy West - DMF, Washingto
Dennis Stewart - WRC
3 4
r<<�.-,�,�,.,,J ��- l��•,�. ,C ham. �ti iJ
/-11.7 4 1y C'r7C C
/4 6- west

DIVISION OF ENVIRONMENTAL MANAGEMENT
January 10, 1990
051y'I�T:7: ►fE` �Iil�i
TO: Floyd Williams, Regional, Engineer
Land Quality Section
THROUGH: Roger Thorpe, Water (fulit gional Supervisor
Washington Regional Office
FROM: Deborah Sawyer, Environmental Technician "a,,(-
Water Quality Section, WaRO
SUBJECT: Texasgulf Inc.
Request to Amend Mining Permit #7-1
Beaufort County
The above subject document has been reviewed by this office. It is
the request of the Water Quality Section of this office that the
request of Texasgulf to amend this mining permit be held in abeyance
until additional information can be obtained. The company is presently
conducting a study to determine hydraulic relations between the
shallow sand aquifers and the related wetlands. Once this study is
complete and the results (data) are reviewed by the Groundwater
Section of this office, the Water Quality Section of this office will
provide comments to the Division of Land Quality regarding impacts to
water quality, if any, that may be anticipated.
If you have any questions or comments, please call.
DS/cm
cc: John Dorney - DEM, Central
Katy West - DMF, Washington
Dennis Stewart - WRC

40
.............

_t
r,
* Texasgulfifnc. . 9
elf aqulladpe group
Po.'Box,48 Aurora, North Carolina 27806 . , 119901
W.A. schimming
Manager ' a
January 2, 1990 Environmental Affairs
[phone]
Mr. Steve Conrad
Director, Division of Land Resources
North Carolina Department of EHNR
P. O. Box 27687
Raleigh, North Carolina 27611-7687
Dear Mr. Conrad:
Texasgulf's Mine Permit 7-5 covers land east of Highway 306
on what is commonly known as the "NCPC Tract". Our mine plans
changed in 1986 to include this tract, and an amendment to
Mine Permit 7-1 was approved by the DLR on April 8, 1988 to
add land that would make the two permitted areas contiguous.
Because the Corps of Engineers determined that jurisdictional
wetlands occur on the NCPC Tract, a Section 404 Dredge and
Fill permit was required to fill those areas. To evaluate the
permit application, the Corps has required an Environmental
Impact Statement, which is in progress. We hope to have a
final decision on the EIS and permit application in 1991. In
the meantime, Texasgulf is forced to change its short-term
mine plan to avoid jurisdictional wetland areas.
The most obvious area for the short-term is directly south of
the current mine. However, not all of the land that is needed
to carry us through 1991 is permitted under any of our mine
permits. Because of this unforseen need, we are asking that
Mine Permit 7-1 be modified to add approximately 160 acres of
land south of the currently permitted boundary.
We are submitting several items as part of this request, and
you will find them enclosed. Attachment 1 is a 1" = 2000'
scale map outlining the area currently under each mine permit,
and the 160 acres we are requesting to have added to 7-1.
Attachment 2 is a letter from the N.C. DOT granting approval
to abandon the portions of S.R. 1941 and S.R. 1942 that fall
within the mine permit amendment area. Along with the DOT
letter is an aerial photo of the area, with the road sections
approved for abandonment highlighted in red.
Attachment 3 is a 1" = 200' aerial photo that shows the
relationship between the Corps of Engineers jurisdictional
wetland boundary, CAMA jurisdictional line, and the requested
permit amendment boundary along Whitehurst Creek.

f

Mr. Steve Conrad
January 2, 1990
Page 2
We plan to construct a utility corridor around the outside of
the mine which includes a perimeter ditch to transport
depressurization water. A cross-section of this utility
corridor is illustrated in Attachment 4. The water level in
the perimeter ditch remains at or above the average water
table elevation, which serves to maintain the normal water
table in natural areas outside and adjacent to the mine, as
shown in Attachment 5.
Texasgulf maintains an extensive groundwater monitoring
network, which includes both local (immediate vicinity) and
regional (Beaufort County) wells. Water level and water
quality data from dozens of wells are reported monthly to the
Division of Environmental Management. Attachment 6 shows the
locations of regional wells monitored.
For sedimentation and erosion control, we will continue to use
the guidelines currently outlined in Mine Permit 7-1.
Archeology work for the Environmental Impact Statement has
been completed by Dr. David Phelps of East Carolina
University. A final report is expected soon, however, no
significant findings were discovered.
Enclosed are four sets of the attachments for your
distribution to commenting agencies. If you have any
questions on any of this material, do not hestitate to call
Jeff Furness or myself.
Si cerely,
A. Schimming
WAS:JCF/re
Attachments
cc: Floyd Williams, DLR, Washington (w/2 sets of attch)
12-04-001-35 (w/attch)
00-12-000 (w/o attch)

STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
JAMESG. MARTIN 7701 West Fifth Street
GOVERNOR Washington, North Carolina 27889
JAMES E HARRINGTON August 14, 1989
SECRETARY
BEAUFORT COUNTY
Subject: Abandonment of a Portion of SR 1941
and SR 1942
Mr. Curtis H. Brown - Land Supervisor
Texasgulf Inc.
P. 0. Box 425
Aurora, North Carolina 27806
Dear Mr. Brown:
DIVISION OF HIGHWAYS
GEORGE E. WELLS. P.E.
STATE HIGHWAY ADMINISTRATOR
Y am pleased to advise you that the Board of
Transportation approved the abandonment of a 0.28 miles
section of SR 1941 and a 1.5 mile section of SR 1942 on
August 4, 1989.
As soon as the signs identifying those roads are
removed, we will cease maintenance of these two sections.
Of_ P/dc
CC: Mr. A. W. Gibbs
Yours very truly,
0. L. Potter
District Engineer
Attachment 2
An Equal Opportunity / Affirmative Action Employer

APPROXIMATELY 35 FEET
PERIMETER DITCH
OITCH SPOIL --\
WATER TABLE
WITH OITCN
MINE CUT
NOT TO SCALE
OVERBURDEN
MATRIX
NOTE: Water level in dlicn maintained at or a0ove
average water tame elevation.
WETLANDS
WATER TABLE
BEFORE MINING
PERIMETER DITCH AROUND �Texasgulflnc.
WETLANDS
Attachment 5

15 14 13 12 I 1
S $ o Jr
_ _ .. . i
.—•—. .-. ...._wA9M1MgFON{° •,RR L
prl iL•.R �z, R O" Y.-:.�J�y - % - T A.7AI /bTLA1rAr tl.�'
a u NrRAI°
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thouTib
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LOLNLY rCLLS
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- 5 - - �t T • Y-M r—t—
21 20 15, 1B I# 16 15 14 13
T 6OnRER
1 TFa I�ILlWRE TEC.,�GL LF GROL �O ■ATEFt 1/r k 111
X�q.r•. ... 8-1i-4B
1 3E.7 GILYORE Tex ❑ s g u l NO.'13ORINL NETWORES FOR
lr T —U-k f —_t 0 L LS � 11[PLI. G
Attachment 6

25' 200' + Varies (100'+ )
Canal System Access
ram*
Silt Curtain
y(When
Required) Crest of Mine
c7
_
Rood +15 M5L
CD
r�
�
Intercept Ditch
Perimeter Mining/Utility Corridor