WI0700012_Report_19900802

Design Report
Remedial Action System
Tank Farm Area
Texasgulf Phosphate Operations
Aurora, North Carolina
Nair MI
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

® ? Ardaman & Associates, Inc.
MAI
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
July 31, 1990
File Number 88-089
Subject: Design Report, Remedial Action System, Tank Farm Area, Texasgulf Phosphate
Operations, Aurora, North Carolina
Gentlemen:
As requested, we have completed the final design of the tank farm remedial action system. This
design implements the remedial action plan conceptually approved by the North Carolina Division
of Environmental Management on March 19, 1990. This document presents: (i) an overview of
the reported leak incidents at the tank farm and the remedial activities to date; (ii) the results of
the field exploration and laboratory testing program conducted in support of the remedial design;
(iii) a review of the quarterly water quality data obtained from the tank farm monitor wells
through April 1990; (iv) a detailed discussion of the design and expected performance of the
remedial action system; and (v) recommended technical specifications for installation of a soil-
bentonite cut-off wall and withdrawal/injection well system.
If you have any questions or require additional information, please contact us.
Very truly yours,
ARDAMAN & ASSOCIATES, INC.
Senior Project Engineer
hn E. Garlanger, Ph.D., P.E.
'rincipal
North Carolina Registration No. 9046
TSI:ed
Encls.
4-88089.TEX
8008 S. Orange Avenue. P O. Box 593003. Orlando. Florida 32859-3003 [phone] FAX [phone]
Offices in Avon Park. Bartow, Bradenton, Cocoa, Fort Myers, Miami. Orlando, Port Charlotte. Pod St Lucie, Sarasota. Tallahassee, Tampa W Pain; Bea:'

TABLE OF CONTENTS
Section Title Page
1 PROJECT BACKGROUND 1-1
2 HYDROGEOLOGIC SETTING IN TANK FARM AREA 2-1
2.1 Previous Field Exploration Programs 2-1
2.2 Additional Field Exploration Program 2-1
2.2.1 Standard Penetration Test Borings 2-2
2.2.2 Undisturbed Shelby Tube Sampling 2-3
2.3 Generalized Subsurface Stratigraphy 2-3
2.3.1 Yorktown Formation 2-4
2.3.2 Croatan Formation 2-4
2.3.3 Undifferentiated Surficial Deposits 2-4
2.3.3.1 Lower Confining Unit 2-5
2.3.3.2 Confined Sand Layer 2-5
2.3.3.3 Upper Confining Unit 2-6
2.3.3.4 Surficial Soils 2-6
2.4 Groundwater Levels and Flow Directions 2-6
2.5 Pumping Tests and Evaluation of In Situ Aquifer Properties 2-7
2.5.1 Croatan Formation Pumping Tests 2-8
2.5.1.1 North Pumping Test 2-8
2.5.1.2 South Pumping Test 2-9
2.5.2 Confined Sand Layer Pumping Test 2-11
2.6 Water Quality in Tank Farm Monitor Wells 2-12
2.6.1 Groundwater Quality in Undifferentiated Surficial Deposits 2-12
2.6.1.1 Surficial Sand Layer 2-12
2.6.1.2 Confined Sand Layer 2-13
2.6.2 Groundwater Quality in Croatan Formation 2-14
2.6.3 Castle Hayne Aquifer Groundwater Quality 2-14
3 ENGINEERING PROPERTIES OF IN SITU SOILS AND 3-1
SOIL-BENTONITE BACKFILL MIXES
3.1 Engineering Properties of Undifferentiated Surficial Deposits 3-1
3.1.1 Lower Confining Unit 3-1
3.1.1.1 Classification and Index Properties 3-1
3.1.1.2 Coefficient of Permeability 3-1

TABLE OF CONTENTS
(continued)
Section Title Page
3 ENGINEERING PROPERTIES OF IN SITU SOILS AND 3-1
SOIL-BENTONITE BACKFILL MIXES (continued)
3.1.1.3 Consolidation Characteristics
3.1.1.4 Undrained Shear Strength
3.1.2 Confined Sand Layer
3.1.3 Upper Confining Unit
3.1.3.1 Consolidation Characteristics
3.1.3.2 Undrained Shear Strength
3.1.4 Surficial Soils
3.2 Engineering Properties of Croatan Formation
3.3 Soil-Bentonite Backfill Mixes
3-2
3-2
3-2
3-2
3-2
3-3
3-3
3-3
3-3
3.3.1 Soil Backfill Characteristics 3-3
3.3.2 Characteristics of Bentonite Product 3-4
3.3.3 Coefficient of Permeability of Soil-Bentonite Backfill Mixes 3-5
4 DESIGN CONSIDERATIONS FOR REMEDIAL ACTION SYSTEM 4-1
4.1 Elements of Remedial Action System 4-1
4.2 Installation of New Containment Facilities 4-1
4.3 Installation of Cut -Off Wall 4-2
4.4 Installation of Confined Sand Layer Withdrawal Well System 4-3
4.4.1 Design Features of Withdrawal Well System 4-3
4.4.2 Modeling of Performance of Withdrawal Well System 4-3
4.5 Installation of Croatan Formation Injection/Withdrawal Well System 4-4
4.5.1 Design Features of Injection Well System 4-4
4.5.2 Design Features of Withdrawal Well System 4-4
4.5.3 Modeling of Performance of Injection/Withdrawal Well 4-4
Systems
4.6 Surface Settlements Induced from Groundwater Withdrawals
4.7 Performance Monitoring of Remedial Action System
4-5
4-6
4.7.1 Water Volumes 4-6
4.7.2 Water Quality Monitoring 4-6
4.7.3 Water Level Monitoring 4-6

TABLE OF CONTENTS
(continued)
Section Title Page
5 GENERAL CUT-OFF WALL AND WITHDRAWAL/INJECTION 5-1
WELL TECHNICAL SPECIFICATIONS
5.1 Intent 5-1
5.2 List of Drawings 5-1
5.3 Contractor's Understanding 5-2
5.4 Work by Contractor 5-2
5.4.1 Layout of Work
5.4.2 Soil-Bentonite Cut -Off Wall
5-2
5-2
5.4.2.1 Cut -Off Wall Geometric Requirements 5-2
5.4.2.2 Depth of Cut -Off Wall 5-2
5.4.2.3 Cut -Off Wall Materials 5-3
5.4.2.4 Disposal of Unsuitable Soils Excavated from 5-4
Slurry Trench
5.4.2.5 Excavation of Slurry Trench 5-4
5.4.2.6 Soil-Bentonite Backfill Mixture Placement 5-5
5.4.2.7 Containment of Bentonite Slurry 5-5
5.4.2.8 Daily and Final Clean -Up 5-5
5.4.2.9 Temporary Relocation of Existing Facilities 5-5
and Work Around Existing Facilities
5.4.3 Withdrawal and Injection Wells 5-6
5.4.3.1 Well Drilling Procedures 5-6
5.4.3.2 Well Casings 5-6
5.4.3.3 Well Screens and Centralizers 5-6
5.4.3.4 Silica Gravel Filter 5-6
5.4.3.5 Bentonite Seal and Grout 5-6
5.4.3.6 Injection Well Clean -Outs and Riser Pipes 5-7
5.4.3.7 Withdrawal Well Discharge Pipes, Air Line 5-7
Conduits and Injection Well Header Pipe
5.4.3.8 Withdrawal Well Service Box 5-7
5.4.3.9 Pumps, Pulse Senders and Associated Fittings 5-7
5.4.3.10 Air Compressor, Coalescing Filter, Air Dryer 5-7
and Associated Controls
5.4.3.11 Injection Well Water Level Control Tank 5-8
5.4.3.12 Control Building 5-8
5.4.4 Earthwork 5-8
5.4.4.1 Trench Excavation and Pipe Bedding 5-8
5.4.4.2 Allowable Pipe Trench Backfill Materials 5-8
5.4.4.3 Backfill Above Cut -Off Wall and Around Pipe 5-9
Crossings
5.4.5 Replacement of Asphalt Pavement 5-9

TABLE OF CONTENTS
(continued)
Section Title Page
5 GENERAL CUT-OFF WALL AND WITHDRAWAL/INJECTION 5-1
WELL TECHNICAL SPECIFICATIONS (continued)
5.5 General Provisions 5-9
5.5.1 General 5-9
5.5.2 Drawings and Specifications 5-9
5.5.3 Right to Change Location and Drawings 5-9
5.5.4 As -Built Drawings 5-9
5.5.5 Safety Regulations 5-10
5.5.6 Environmental Compliance 5-10
5.5.7 Protection of Existing Facilities 5-10
5.6 Engineering Data
5.7 Quality Control Testing and Inspection
5-10
5-11
5.7.1 Cut -Off Wall 5-11
5.7.2 Earthwork 5-12
5.7.3 Injection/Withdrawal Well System Installation 5-13
5.8 Construction Schedule 5-13
5.9 Method of Measurement and Payment 5-13
5.10 Final Inspection, Testing, and Acceptance 5-13
5.11 Supplemental General Conditions 5-13
Appendix
A Soil Boring Logs
B Test Well Construction Records
Attachment
I Drawings

Table Title
2-1
2-2
2-3
2-4
2-5
2-6
2-7
2-8
2-9
2-10
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
LIST OF TABLES
Quality in Tank Farm Area at Monitor Well MWTF-1A
Quality in Tank Farm Area at Monitor Well MWTF-1B
Quality in Tank Farm Area at Monitor Well MWTF-1C
Quality in Tank Farm Area at Monitor Well MWTF-2A
Quality in Tank Farm Area at Monitor Well MWTF-2B
Quality in Tank Farm Area at Monitor Well MWTF-2C
Quality in Tank Farm Area at Monitor Well MWTF-3A
Quality in Tank Farm Area at Monitor Well MWTF-3B
Quality in Tank Farm Area at Monitor Well MWTF-3C
Quality in Castle Hayne Aquifer at Utility Well FERT-1
3-1 Index Properties of Lower Confining Unit
3-2 Permeability Test Results on Lower Confining Unit
3-3 Permeability Test Results on Soil-Bentonite Backfill Mixes

LIST OF FIGURES
Figure Title
1-1 Locations of Tank Farm Leak Incidents
2-1 Tank Farm Soil Boring, Monitor Well, and Test Well Location Plan
2-2 Generalized Stratigraphic Cross Sections
2-3 Isopach Map of Croatan Formation
2-4 Isopach Map of Confined Sand Layer
2-5 Aquifer Water Levels Vs. Time
2-6 Aquifer Water Levels Vs. Depth
2-7 Layout of Croatan Formation Pumping Tests
2-8 Drawdown Vs. Time at Test Well CPW
for Pumping Rate of 2 Gal/Min
2-9 Drawdown Vs. Time at Observation Wells COW and MWTF-1C
for Pumping Rate of 2 Gal/Min at Test Well CPW
2-10 Drawdown Vs. Log Time at Observation Wells COW and MWTF-3C
for Pumping Rate of 2 Gal/Min at Test Well CPW
2-11 Drawdown Vs. Time at Test Well MWTF-1D and Observation Well MWTF-1C
for Pumping Rate of 3.4 Gal/Min
2-12 Drawdown Vs. Log Time for Observation Well MWTF-1C
for Pumping Rate of 3.4 Gal/Min at Test Well MWTF-1D
2-13 Layout of Confined Sand Layer Pumping Test
2-14 Drawdown Vs. Time at Test Well SPW and Observation Wells SPW and MWTF-3B
for Pumping Rate of 4.3 Gal/Min
3-1 Particle Size Distribution of Lower Confining Unit Along Cut -Off Wall Alignment
3-2 Atterberg Limits of Lower Confining Unit Along Cut -Off Wall Alignment
3-3 Consolidation Test Results for Clayey Fine Sand with Shell Fragments from
Lower Confining Unit
3-4 Consolidation Test Results for Clayey Fine Sand with Seams of Plastic Clay from
Lower Confining Unit
3-5 Consolidation Test Results for Clayey Fine Sand from Lower Confining Unit
3-6 Particle Size Distribution of Confined Sand Layer
3-7 Consolidation Test Results for Lean Sandy Clay with Seams of Silty Sand from
Upper Confining Layer
3-8 Consolidation Test Results for Plastic Clay from Upper Confining Unit
3-9 Summary of Particle Size Distribution of Croatan Formation Soils
3-10 Particle Size Distribution of Croatan Formation Soils
3-11 Particle Size Distribution of Croatan Formation Soils
3-12 Particle Size Distribution of Croatan Formation Soils
3-13 Particle Size Distribution of Croatan Formation Soils
3-14 Particle Size Distribution of Croatan Formation Soils
3-15 Atterberg Limits of Wyo-Ben Hydrogel Bentonite
3-16 Bentonite Content Vs. Coefficient of Permeability of Soil-Bentonite Backfill Mixes
3-17 Particle Size Distribution of Soil-Bentonite Backfill Mixes

LIST OF FIGURES
(continued)
Figure Title
4-1 Layout of Tank Farm Remedial Action System
4-2 Generalized Hydrogeologic Cross Section and Formation Properties for
Tank Farm Area
4-3 Projected Potentiometric Surface Map of Confined Sand Layer During Operation
of Remedial Action System
4-4 Water Levels and Flow Rates for Confined Sand Layer Withdrawal Wells
4-5 Projected Potentiometric Surface Map of Croatan Formation During Operation
of Remedial Action System
4-6 Water Levels and Flow Rates for Croatan Formation Injection/Withdrawal
Well System
4-7 Monitor Well and Piezometer Location Plan for Performance Monitoring of
Remedial Action System

Texasgulf Inc.
File Number 88-089 1-1
Section 1
PROJECT BACKGROUND
On May 31, 1988 during repair and maintenance of an above ground phosphoric acid storage tank,
designated Tank 008 (Figure 1-1), it was discovered that the rubber liner within the tank was
damaged at two locations allowing the loss of an undetermined amount of 54 percent P205
- phosphoric acid. In response to the tank leak incident, the North Carolina Department of
Environment, Health and Natural Resources/Division of Environmental Management (DEM)
issued a notice of noncompliance on August 8, 1988 and requested the submission of: (i) an
assessment report characterizing the groundwater conditions in the tank farm area and identifying
the extent of the contaminants; and (ii) a remedial action plan outlining the proposed corrective
actions to remediate the groundwater impacts. In accordance with these requests, a preliminary
contamination assessment and a remedial action plan were issued on September 7, 1988 and
October 10, 1988, respectively.
On June 5, 1989, the DEM was informed by Texasgulf Inc. that a leak of in excess of 5,000
pounds of phosphoric acid was discovered in an underground drain line in the tank farm
(Figure 1-1). Water leaking from the drain line was reportedly characterized by a pH of 2.2, and
fluoride and phosphorus concentrations of 1,660 and 4,900 mg/1, respectively. The drain line was
a gravity -flow pipeline connecting two sumps, and the leak occurred through a damaged section
of pipeline. In response to the leak incident, the DEM issued a notice of violation on
September 1, 1989 and requested the submission of an active remedial action plan to abate
groundwater contamination from both the Tank 008 and drain line leak incidents.
In response to this request, a supplemental remedial action plan was submitted to the DEM on
October 31, 1989. Upon review of this document, the DEM in their letter of December 8, 1989
requested some modifications to the proposed supplemental remedial action plan. Responses to
these concerns were addressed at a meeting in their Washington, North Carolina regional office
on January 18, 1990 and documented in our letter of March 6, 1990 titled "Response to
Deficiencies Noted by the DEM Concerning the Tank Farm Supplemental Remedial Action Plan
and Proposed Revised Remedial Action Plan", which conceptually proposed the following five
element remedial action system:
• Continue the on -going program of installation of new containment facilities to contain
leaks/spills around the piperack, and phosphoric and superphosphoric acid storage
tanks.
• Install a soil-bentonite cut-off wall along the north side of the tank farm to contain
contaminants in the surficial deposits and protect surface waters in the adjacent barge
slip.
• Install a system of withdrawal wells along the inside of the cut-off wall tapping the
confined sand layer to remove existing contaminants from the confined sand layer and
overlying deposits.

Texasgulf Inc.
File Number 88-089 1-2
• Install a system of fresh water injection wells on the north and south sides of the tank
farm and a system of withdrawal wells in the center of the tank farm tapping the
Croatan formation to remove existing contaminants from this formation.
• Institute a revised groundwater monitoring program in the tank farm area to measure
the effectiveness of the above actions.
The DEM conceptually approved the revised remedial action plan on March 19,1990. Additional
engineering evaluations and field explorations were initiated by Ardaman & Associates, Inc. shortly
thereafter to complete the final design of the remedial action system for submission to the DEM
for final approval prior to construction.
This document presents the results of the engineering evaluations, laboratory testing and field
explorations undertaken to complete the design of the tank farm remedial action system.
Section 2 presents the results of the additional field exploration undertaken by Ardaman &
Associates, Inc. in the tank farm area comprised of test borings and pump tests, as well as an
overview of the hydrogeology of the site relevant to the design and performance of the remedial
action system. A review of the quarterly water quality data obtained from the tank farm monitor
wells through April 1990 is also included in Section 2. Engineering properties of the in situ soils
relevant to the design of the various elements of the remedial action system are presented in
Section 3, as are the results of laboratory tests on soil-bentonite backfill mixes. The design and
performance of the remedial action system is addressed in Section 4. Technical specifications for
installation of the soil-bentonite cut-off wall and withdrawal/injection well systems are presented
in Section 5.

TANK 008 LEAK
INCIDENT REPORTED
5/31/88
1
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ti 0
VA
L� L
1
MONITOR WELLS
(TYPICAL)
PP M= Mll CONTAINMENT MO
0
J
3B 3C
UNDERGROUND DRAIN
LINE LEAK INCIDENT
f---- REPORTED 6/5/89
I SPA
I PLAN
0
LOCATIONS OF TANK FARM
LEAK INCIDENTS
.4 H
0 75 150
SCALE — 1"=150'
v 7
T
war Ardaman & Associates, Inc.
Consulting Engineers in Soil Mechanics,
FoundatNms, and Materials Testing
•
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
N3%95
FIGURE 1-1
DRAWN8v KJS ICHECKED SY L'` GATE: 7.18-90
FILE 8- TAPIR
88-089

Texasgulf Inc.
File Number 88-089 2-1
Section 2
HYDROGEOLOGIC SETTING IN TANK FARM AREA
2.1 Previous Field Exploration Programs
An initial field exploration program, consisting of three standard penetration borings designated
_ B-1, B-2 and B-3, was completed in June 1988 in response to the May 1988 tank leak incident at
Tank 008. The locations of these borings are depicted on the soil boring, monitor well and test
well location plan (Figure 2-1). As shown, the borings were located on the north side of the tank
farm, and were drilled to a depth of 40 feet to obtain soil samples for chemical analyses to
ascertain if impacts for the Tank 008 leak incident had migrated northward. The results of this
initial field exploration program were presented in our report titled "Preliminary Contamination
Assessment in Tank Farm Area in Response to Tank 008 Leakage", dated September 7, 1988.
In response to an underground drain line leak incident in the tank farm, reported by Texasgulf
Inc. to the DEM on June 5, 1989, a subsequent field exploration was undertaken in October 1989.
This program consisted of the installation of three tank farm monitor well clusters, designated
MWTF-1, MWTF-2 and MWTF-3 at the locations depicted in Figure 2-1. Monitor well cluster
MWTF-1 was located on the south side of the tank farm near the fertilizer blend storage area,
some 190 feet south of the row of phosphoric acid storage tanks (i.e., tanks 006 through 009, 017,
019 and 021) and about 100 feet southeast of the reported drain line leak. Monitor well clusters
MWTF-2 and MWTF-3 were located about 230 feet north of the phosphoric acid storage tanks.
Three monitor wells were installed at each cluster (designated A, B and C), providing a total of
nine monitor wells in the tank farm area. The results of this subsurface exploration and
groundwater monitor program were presented in our report titled "Supplemental Remedial Action
Plan for Tank Farm Area", dated October 31, 1989.
2.2 Additional Field Exploration Program
As part of the design of the tank farm remedial action system presented in our letter of March 6,
1990, titled "Response to Deficiencies Noted by the DEM Concerning the Tank Farm
Supplemental Remedial Action Plan and Proposed Revised Remedial Action Plan", an additional
field exploration program was undertaken in May and June 1990 consisting of the following
elements:
• Eleven Standard Penetration Test borings, designated TF-100 through TF-110,
performed at the locations depicted in Figure 2-1 to supplement the field exploration
results previously obtained in the tank farm area.
• Two pumping tests in the Croatan formation, one near monitor well cluster MWTF-1
and another near monitor well cluster MWTF-3, to determine aquifer properties for
design of the Croatan formation injection/withdrawal well system.
• A pumping test in the confined sand layer in the surficial deposits near monitor well
cluster MWTF-3 to determine aquifer properties for design of the confined sand layer
withdrawal well system.

Texasgulf Inc.
File Number 88-089 2-2
The objective of the additional field exploration program was to assess the subsurface soil
conditions at the tank farm relevant to: (i) determining the required depth of installation of the
cut-off wall and nature and consistency of the soils through which the cut-off wall will be
excavated; (ii) the nature, thickness, extent and transmissivity of the confined sand layer to be
tapped by a withdrawal well system; (iii) the nature, thickness, extent and transmissivity of the
Croatan formation to be tapped by an injection/withdrawal well system; and (iv) the nature,
thickness, extent and leakance of the clayey confining layers interbedded above the confined sand
layer and Croatan formation.
2.2.1 Standard Penetration Test Borings
The results of the eleven Standard Penetration Test borings conducted as part of the field
exploration program (i.e., borings TF-100 through TF-110) are presented on the soil boring logs
in Appendix A. The logs from previous test borings performed at the tank farm (i.e., borings B-1,
B-2, B-3, MWTF-1, MWTF-2 and MWTF-3) are also included in Appendix A. The stratification
lines indicated on the boring logs represent our interpretation of the contents of the field logs,
and the results of laboratory observations and index tests on the recovered split -spoon samples.
Laboratory index tests* used to classify the soils are shown on the boring logs, and the soils were
classified in accordance with ASTM D 2487 standard test method for classification of soils for
engineering purposes. The stratification lines represent the approximate boundary between soil
types and the transition may be more gradual than implied.
The Standard Penetration Test borings were completed in general accordance with ASTM
Standard D 1586. The Standard Penetration Test is a widely accepted method of in situ testing
of soils.. A 2-foot long, 2-inch O.D. split -barrel sampler attached to the end of a string of drilling
rods is driven 18 inches into the ground by successive blows of a 140-pound hammer freely
dropping 30 inches. The number of blows needed for each 6 inches of penetration is recorded.
The sum of the blows required for penetration of the second and third 6-inch increments of
penetration constitutes the penetration resistance or N-value.** After the test, the sampler is
extracted from the ground and opened to allow visual examination and classification of the
retained soil sample. The N-value has been empirically correlated with various soil properties
allowing estimates of the behavior of soils under load. For this project, the N-value also allows
an estimate of the effort required to drill a well or excavate the slurry trench. The N-value has
been correlated with the relative density of cohesionless soils (sands) and consistency of cohesive
soils (clays) as outlined in the Terzaghi & Peck (1967) classification system presented below.
* Refer to Section 3 for the results of the laboratory testing program.
* * The split -barrel sampler was sometimes driven the fourth 6 inches (Le., the full 24-inch length
of the sampler) particularly when sampling continuously.

Texasgulf Inc.
File Number 88-089 2-3
Relative Density of Sand Based
on Standard Penetration Test
Consistency of Clay Based on
Standard Penetration Test
N-Value
(blows/foot)
Relative
Density
N-Value
(blows/foot)
Consistency
0-4
4-10
10-30
30-50
>50
Very Loose
Loose
Medium
Dense
Very Dense
<2
2-4
4-8
8-15
15-30
>30
Very Soft
Soft
Medium
Stiff
Very Stiff
Hard
A representative portion of the soil recovered in each split -barrel sample was saved within a sealed
glass jar for laboratory classification and testing. A total of 150 split -barrel soil samples were
recovered from borings TF-100 through TF-110.
The soil borings were generally completed to a depth of 61.5 feet to completely penetrate the
undifferentiated surficial deposits and Pleistocene Croatan formation and encounter the top of the
Pliocene Yorktown formation (i.e., borings TF-100 through TF-106). Borings TF-107, TF-108,
TF-109 and TF-110 were completed to shallower depths of 27 to 42 feet to better define the
nature and extent of the undifferentiated surficial deposits and Pleistocene Croatan formation at
selected locations in the tank farm area.
2.2.2 Undisturbed Shelby Tube Sampling
In addition to split -barrel samples, undisturbed Shelby tube samples were obtained from each
representative soil formation to provide samples for permeability, strength and consolidation
testing. A total of nine 3-inch diameter undisturbed samples were recovered at borings TF-102
through TF-106 at the depths shown on the soil boring logs (see Appendix A). The undisturbed
samples were obtained in general accordance with ASTM D 1587 using a 2.875-inch inside
diameter 30-inch long thin walled seamless steel Shelby tube.
2.3 Generalized Subsurface Stratigraphy
The subsurface stratigraphy in the tank farm area within the depth of interest relative to the
design of the remedial action system consists of in ascending order: (i) the Pliocene Yorktown
formation; (ii) the Pleistocene Croatan formation; and (iii) the undifferentiated surficial deposits.
Generalized cross sections depicting the subsurface stratigraphy in the tank farm are presented
in Figure 2-2.*
* Test borings previously performed in the tank farm area by other Texasgulf Inc. consultants
were also used in developing the generalized subsurface stratigraphy at each cross section (i.e.,
Law Engineering Testing Co., Orofino and Company, Tippetts-Abbett-McCarthy-Stratton, and
Thor Engineers). The locations of these previously drilled borings are shown on Figure 2-1.

Texasgulf Inc.
File Number 88-089 2-4
2.3.1 Yorktown Formation
The upper portion of the Yorktown formation penetrated by the test borings generally consisted
of calcareous clayey fine sand to sandy clay. The top of the formation was encountered at depths
of about 47 to 56 feet below land surface, corresponding to elevations of -36 to -44 feet (MSL),
with an overall average depth of 51.5 feet. Standard Penetration Test resistances vary in the
Yorktown formation from 6 to 12 blows/foot with an average of 9 blows/foot, characteristic of
medium stiff to stiff clayey soils. The Yorktown formation and underlying Pungo River formation
comprise the Yorktown-Pungo River aquitard which confines the Castle Hayne aquifer. The
Yorktown-Pungo River aquitard is expected to be about 100 feet thick extending from the base
of the Croatan formation to the top of the Castle Hayne limestone at about Elevation -140 feet
(MSL).
2.3.2 Croatan Formation
The Croatan formation generally consists of clayey fine sand to fine sand and shell fragments,
occasionally with cemented sand. The formation was encountered at depths of 26 to 38 feet below
land surface, corresponding to elevations of -15 to -25 feet (MSL), with an overall average depth
of about 31 feet. The thickness of the formation ranges from 14 to 29 feet, with an average of
about 21 feet. As shown by the isopach map in Figure 2-3, the thickness is variable but is
generally somewhat thinner in the central portion of the tank farm area. The Standard
Penetration Test resistance in the Croatan formation varied widely from 1 to 69 blows/foot with
an overall representative value of about 16 blows/foot, which is characteristic of a medium dense
sand. Along the south side of the tank farm where the injection wells will be installed the
penetration resistance varied from 6 to 69 blows/foot, with an average of 20 blows/foot (i.e., at
borings TF-100, TF-101, MWTF-1, B-10 and B-16). Penetration resistances as high as 59 and 69
blows per foot were encountered in borings MWTF-1 and TF-100 at depths of 45 feet. Along the
north side of the tank farm where the withdrawal wells will be installed, the penetration resistance
is generally lower, ranging from 24 inches of penetration under the weight of the drill rods and
hammer to 30 blows/foot, with an average of about 12 blows/foot (i.e., at borings B-1, B-2, B-3,
MWTF-2, MWTF-3, and TF-104 through TF-108).
Complete drilling fluid circulation losses were observed along the south side of the tank farm in
the Croatan formation at borings MWTF-1, TF-100 and TF-101 at depths of 39 to 42 feet. The
circulation losses indicate the presence of a relatively continuous permeable zone between the
depths of 39 and 42 feet on the south side of the tank farm which was not encountered elsewhere.
At each circulation loss the formation was comprised of fine sand to slightly silty fine sand and
shell fragments, rather than the less pervious slightly clayey to clayey fine sand and shell fragments
which occurred at most other borings and above the water loss zone in these three borings. The
presence of this permeable zone will affect the installation of the injection wells by requiring the
use of casing or hollow -stem auger. As noted in Section 2.5.1.2, the permeable zone also resulted
in a greater formation transmissivity on the south side of the tank farm than observed on the north
side of the tank farm.
2.3.3 Undifferentiated Surficial Deposits
The undifferentiated surficial deposits consist of a layered sequence in ascending order of a lower
confining unit, confined sand layer, upper confining unit, and a surficial layer of generally sandy

Texasgulf Inc.
File Number 88-089 2-5
soils. The following conditions are considered representative for each of these layers based upon
the field exploration programs.
2.3.3.1 Lower Confining Unit. The base of the undifferentiated surficial deposits is typically
comprised of a gray to greenish -gray clayey fine sand to sandy clay often with some shell
fragments. This stratum overlies and confines the underlying Croatan formation. The stratum
ranges from 3.5 to 14.5 feet in thickness, with an overall average of about 7.5 feet based upon
thicknesses observed at 26 soil borings in the tank farm area. The top of the stratum occurs at
_ depths ranging from 17 to 28 feet, corresponding to elevations of -8 to -17 feet (MSL), with an
average depth of about 23 feet. Standard Penetration Test resistance values were characteristic
of very soft to stiff clayey soils with blow counts varying from 24 inches of penetration under the
weight of the drill rods to 12 blows per foot. The average penetration resistance was about 5
blows/foot, characteristic of a medium stiff clayey soil. Along the north side of the tank farm
where the cut-off wall will be keyed into this lower confining unit, a portion of the layer was found
to be very soft between borings TF-105 and TF-107. Along this approximately 100-foot long reach
the soils were often penetrated by the weight of the drill rods, and were always less than 2
blows/foot, characteristic of very soft clayey soils.
2.3.3.2 Confined Sand Layer. A gray to brown medium to fine sand to silty fine sand layer
ranging in thickness from 2 to 5.5 feet, with an average thickness of about 4 feet, was encountered
above the lower confining unit over portions of the tank farm area. As shown by the lsopach map
in Figure 2-4, the following trends in thickness are apparent from 33 test borings completed in the
tank farm area:
• Along the north side of the tank farm where the confined sand layer dewatering wells
will be installed, the sand layer varies from a minimum of 2 feet in thickness at borings
TF-105 and TF-108 to a maximum of 4.8 feet at boring MWTF-3 (also see Section A -A
on Figure 2-2).
• The confined sand layer extends southward into the tank farm for a distance of about
250 feet south of the asphalt road (i.e., the asphalt road along the north side of the tank
farm - see Figure 2-1). At this point the confined sand layer tapers -out below a portion
of the area, and was not encountered at several borings on both the east and west sides
of the tank farm (i.e., borings TF-101, TF-109, TF-110, MWTF-1*, B-10, B-16, B-17,
T-25 and FB-1).
• Further south of the tank farm area the confined sand layer occurs at borings T-20, T-21
and T-22, and is continuous across the east side of the tank farm through an
approximately 200-foot wide area near borings TF-100, E-10, B-14 and B-15.
* The sand layer at a depth of 9.5 to 11.0 feet in this boring was previously included as part of
the confined sand layer. Based upon the results of the additional borings and review of other
borings in the tank farm, this sand layer potentially may not be hydraulically connected to the
confined sand layer underlying the north side of the tank farm. Accordingly, the isopach map
(Figure 2-4) has been prepared without the confined sand layer at boring MWTF-1.

Texasgulf Inc.
File Number 88-089 2-6
Standard Penetration Test resistance values in the confined sand layer range from 2 to 33
blows/foot, characteristic of very loose to medium dense sand, with an average of about 17
blows/foot, characteristic of a medium dense sand.
2.3.3.3 Upper Confining Unit. The confined sand layer is generally overlain by (and confined by)
brown to gray clayey fine sands to plastic clays ranging in thickness from 2 to 15 feet with an
overall average of about 5.5 feet. The upper confining unit is present above the sand layer except
at borings B-1, TF-100 and TF-104. At locations where the confined sand layer does not exist,
the clayey fine sands to plastic clays directly overlie the basal clayey fine sand to sandy clay lower
confining unit (Section 2.3.3.1).
The Standard Penetration Test resistance varies widely in this unit from 24 inches of penetration
under the weight of the drill rods and hammer to 16 blows/foot, characteristic of very soft to stiff
clayey soils, although a resistance of less than 4 blows/foot, characteristic of soft clayey soils
appears representative. Along the north side of the tank farm where the cut-off wall will be
installed, the upper confining unit generally consists of very soft gray plastic clays with blow counts
typically less than 2 blows/foot along an approximately 400-foot long reach between borings B-2
and TF-107. Along this reach the cut-off wall will be excavated through 4 to 9 feet of the very
soft plastic clays at depths of 14 to 23 feet below land surface.
2.3.3.4 Surficial Soils. The surficial soils consist of interbedded fine sands to clayey fine sands
(comprised partly of fill materials) extending from ground surface to depths of 5 to 19 feet, with
an overall average thickness of about 12 feet. Standard Penetration Test resistance values vary
widely from 5 to 64 blows/foot, representative of loose to dense sands, with an overall average of
23 blows per foot, characteristic of medium dense sands.
2.4 Groundwater Levels and Flow Directions
Groundwater levels were measured in the monitor wells at the time of each quarterly sampling
event in January, April, July and November 1989, and in January and April 1990. The measured
water level elevations are summarized below.
Monitor Well
Water Level Elevation, feet (MSL)
01/89
04/89
07/89
11/89
01/90
04/90
MWTF-1A
8.47
9.44
9.14
9.21
10.2
9.9
MWTF-1B
8.06
8.66
8.66
8.45
7.25
9.3
MWTF-1C
-3.96
-0.74
-2.19
-0.28
+0.46
-0.84
MWTF-2A
6.82
6.94
5.25
7.00
7.41
6.35
MWTF-2B
4.14
4.66
4.30
4.99
5.18
3.84
MWTF-2C
-1.85
-0.45
-1.06
+0.18
+0.20
-0.40
MWTF-3A
7.45
7.57
7.15
7.24
7.67
6.38
MWTF-3B
3.13
3.67
3.37
4.12
3.91
3.24
MWTF-3C
-2.61
-0.49
-1.32
+0.13
+0.12
-0.53

Texasgulf Inc.
File Number 88-089 2-7
As previously documented in Section 2.5 of the Supplemental Remedial Action Plan, the direction
of groundwater flow is generally: (i) north -northwestward in the surficial soils as measured in the
1A, 2A and 3A monitor wells*; (ii) north -northwestward in the confined sand layer as measured
in the 1B**, 2B and 3B monitor wells; and (iii) south -southwestward in the Croatan formation
as measured in the 1C, 2C and 3C monitor wells. As shown in Figure 2-5, over the 15-month
monitoring period from January 1989 through April 1990, the water levels in the various
formations have varied somewhat, but the direction of flow has remained the same as initially
reported (as indicated by the same relative elevation of water levels between wells in each layer).
As shown in Figure 2-6, the water level elevations decline with depth indicative of downward
vertical seepage. The decline in water level with depth has remained relatively consistent over the
15-month monitoring period from January 1989 through April 1990, equalling about 11, 7 and 8
feet between the surficial soils and Croatan formation at monitor well clusters MWTF-1, MWTF-2
and MWTF-3, respectively. During this period, the overall average water levels in the surficial
soils and Croatan formation were about +8 and -1 feet (MSL), respectively.
2.5 Pumping Tests and Evaluation of In Situ Aquifer Properties
Two pumping tests were performed in the Croatan formation and one pumping test was
performed in the confined sand layer to provide aquifer properties for design of the
injection/withdrawal well systems. The construction records for the test wells installed to perform
the pumping tests are included in Appendix B, and the locations of the test wells are shown on
Figure 2-1. Figures 2-7 and 2-13 present more detailed layouts of the wells at each pumping test.
The five test wells installed for the pumping tests were given the following designations:
• North Pumping Test in Croatan Formation
CPW (Pumping Well)
COW (Observation Well)
• South Pumping Test in Croatan Formation
MWTF-1D (Pumping Well)
• Confined Sand Layer Pumping Test
SPW (Pumping Well)
SOW (Observation Well)
* Refer to Figure 2-1 for the locations of the monitor wells within the tank farm.
** As addressed in Section 2.3.3.2, the sand layer tapped by monitor well MWTF-1B potentially
may not be hydraulically connected to the confined sand layer underlying the north side of the
tank farm.

Texasgulf Inc.
File Number 88-089 2-8
2.5.1 Croatan Formation Pumping Tests
One Croatan formation pumping test was performed on the north side of the tank farm near
monitor well cluster MWTF-3, and the other was performed on the south side of the tank farm
near monitor well cluster MWTF-1. The layout of the pumping test wells is depicted in
Figure 2-7.
2.5.1.1 North Pumping Test. The north pumping test was performed by pumping test well CPW
for a period of 2547 minutes at an average rate of 1.98 gal/min. As shown in Figures 2-8, 2-9 and
2-10, the pumping test well was drawn down about 11.5 feet for this rate of flow, and the
observation wells displayed steady-state drawdowns of 2.8 and 4.5 feet at radial distances from the
pumping well of 35.5 and 10.0 feet, respectively. Using a steady-state leaky artesian aquifer
analysis of distance-drawdown field data from the test well and two observation wells, the following
properties were calculated for the Croatan formation and overlying confining layer:
Transmissivity, T
Confining Layer Leakance, k„/B
Confining Layer Coefficient of Permeability, k„
305 gal/day/ft
0.0066 gal/day/ft3
3.3x10-6 cm/sec
For a Croatan formation thickness of 15 feet at the test location (see log for boring MWTF-3)
the measured transmissivity corresponds to a horizontal coefficient of permeability of 2.7
feet/day.* The in situ permeability test previously performed at monitor well MWTF-3C via a
slug test yielded a somewhat lower value of 0.9 feet/day. The coefficient of permeability calculated
from the pumping test is considered more representative of the formation than the value
calculated from the slug test. The pumping test stresses a larger portion of the aquifer than the
slug test, and accordingly measures the hydraulic properties of a larger and therefore more
representative portion of the formation. For the measured confining layer leakance of 0.0066
gal/day/ft3 and a confining layer thickness of 10.5 feet at the test location, the corresponding
confining layer vertical coefficient of permeability equals 3.3x10-6 cm/sec. This value is reasonable
for the clayey fine sands comprising the confining layer overlying the Croatan formation at the test
location.
Alternatively, using a leaky artesian aquifer analysis of the time-drawdown field data from each
observation well, somewhat lower transmissivities of 230 and 180 gal/day/ft were backfigured for
the MWTF-3C and COW observation wells, respectively. These values are still somewhat greater
than obtained from the slug test performed on monitor well MWTF-3C.
Two groundwater samples were obtained from the pumping well near the end of the test to
characterize the quality of groundwater withdrawn from the Croatan formation. The results of
the chemical analyses are presented below, and compared with water quality data from nearby
monitor well MWTF-3C.
* Transmissivity, T, equals the product of the horizontal coefficient of permeability, kb, and the
aquifer thickness, t (i.e., T = ke t).

Texasgulf Inc.
File Number 88-089 2-9
Parameter
Test Well CPW
Monitor
Well
MWTF-3C
at t = 1300
minutes
at t = 2547
minutes
Sampling Date
06/07/90
06/09/90
04/17/90
Field pH
6.74
6.72
6.0
Field Temperature, °C
34.5
33.8
29.0
Field Specific Conductance, °C
2970
2920
2450
Laboratory pH (@ 19°C)
7.0
7.0
6.6
Total Dissolved Solids, TDS (mg/1)
2111
2106
1830
Sulfate, SO4 (mg/1)
691
662
589
Chloride, Cl (mg/1)
98
97
98
Sodium, Na (mg/1)
162
156
x
Total Phosphorus, P (mg/1)
0.67
0.69
28.8
Fluoride, F (mg/1)
0.31
0.29
0.13
Total Organic Carbon, TOC (mg/1)
8
9
4
Groundwater pumped from test well CPW is generally similar to somewhat higher in dissolved
solids than groundwater at monitor well MWTF-3C. The total dissolved solids, sulfate, fluoride,
and total organic carbon concentrations are slightly higher at test well CPW than at MWTF-3C,
the chloride concentrations are essentially identical, and the total phosphorus concentration is
notably lower at well CPW. The lower total phosphorus concentration is unexpected, because a
similar to somewhat higher total phosphorus concentration as observed at MWTF-3C was expected
for the groundwater at test well CPW.
2.5.1.2 South Pumping Test. The south pumping test was performed by pumping test well
MWTF-1D for a period of 1684 minutes at an average rate of 3.40 gal/min. As shown in
Figure 2-11, the pumping well was drawn down 4.5 feet over this period, and the MWTF-1C
monitor well was drawn down 1.7 feet. For this test period the wells had not reached steady-state
conditions, and the water levels were still declining at the time the test was terminated.
Analysis of the time-drawdown behavior of monitor well MWTF-1C (Figure 2-12) by both the
Theis and Cooper -Jacob methods of solution yielded the following typical properties for the
Croatan formation and overlying confining layer:
Transmissivity, T
Confining Layer Leakance, k./B
Confining Layer Coefficient of Permeability, k„
2400 gal/day/ft
<0.00056 gal/day/ft3
<5x101 cm/sec
For a formation thickness of about 15 feet at the test location (see log for boring MWTF-1), the
calculated transmissivity corresponds to a horizontal coefficient of permeability of about 21
feet/day. As expected, because of the circulation loss zone encountered on the south side of the
tank farm, this transmissivity is greater than found on the north side of the tank farm
(Section 2.5.1.1). The in situ permeability (slug) test previously performed at monitor well
MWTF-1C yielded a horizontal coefficient of permeability of 2.7 feet/day. Accordingly, the
pumping test yielded a horizontal coefficient of permeability 7.8 times greater than the slug test.

Texasgulf Inc.
File Number 88-089 2-10
The difference between the test results occurs because the pumping test well fully penetrated the
pervious water loss zone encountered in the Croatan formation along the south side of the tank
farm, whereas the monitor well collection zone did not penetrate the water loss zone. The
horizontal coefficient of permeability determined from the pumping test is considered more
representative of the formation because: (i) the test well fully penetrated the permeable water
loss zone; and (ii) the pumping test stresses are a larger portion of the aquifer thereby measuring
the hydraulic properties of a larger more representative portion of the formation.
- Although steady-state conditions were not reached during the pumping test, it was possible to
determine an upper bound confining layer leakance from the time-drawdown behavior at well
MWTF-1C. As tabulated above, a confining layer leakance of less than 0.00056 gai/day/ft3 is
projected for the plastic clays and clayey sands overlying the Croatan formation at the test
location, corresponding to a vertical coefficient of permeability of less than 5x10 7 cm/sec for the
approximately 20-foot thick confining layer.
The quality of groundwater withdrawn from the pumping well near the end of the test is presented
below. The results of groundwater quality analyses performed on nearby monitor well MWTF-1C
are also tabulated for comparison.
Parameter
Test Well
Monitor
Well
MWTF-1C
MWTF-1D
Sampling Date
06/17/90
04/18/90
Field pH
6.95
6.8
Field Specific Conductance, µmhos/cm
850
775
Field Temperature, °C
19.7
19
Laboratory pH
7.3
7.4
Total Dissolved Solids, TDS (mg/1)*
1190
560
Sulfate, SO4 (mg/I)
80
77
Sodium, Na (mg/1)
38
x
Calcium, Ca (mg/1)
119
x
Magnesium, Mg (mg/1)
8
x
Iron, Fe (mg/1)
15
x
Chloride, Cl (mg/1)
60
55
Total Phosphorus, P (mg/1)
0.19
0.30
Fluoride, F (mg/1)
0.33
0.60
Total Organic Carbon, TOC (mg/1)
3
4
As shown, the groundwater quality at the test well is similar to that at the adjacent monitor well.
Based upon a correlation between total dissolved solids and specific conductance for
groundwater in the tank farm area, a total dissolved solids concentration of 500 to 600 mg/1 is
expected for a specific conductance of 800 to 850 µmhos/cm. Accordingly, the reported total
dissolved solids concentration of 1190 mg/1 is suspect.

Texasgulf Inc.
File Number 88-089 2-11
2.5.2 Confined Sand Layer Pumping Test
One pumping test was performed in the confined sand layer on the north side of the tank farm
near monitor well cluster MWTF-3. The layout of the pumping test is depicted in Figure 2-13.
The test was performed by pumping test well SPW for a period of about 1400 minutes at an
average rate of 4.28 gal/rain. As shown in Figure 2-14, the pumping well was drawn down 4.2 feet
over this period, and monitor well MWTF-3B was drawn down 1.32 feet. Observation well SOW
was drawn down 1.3 feet after about 500 minutes. Beyond this time an instrumentation
malfunction resulted in erroneous water level measurements in observation well SOW. During
the test period the wells did not reach steady-state conditions, and the water levels were still
declining at the time the test was terminated.
Analysis of the time-drawdown behavior of the SOW observation well and MWTF-3B monitor well
by both the Theis and Cooper -Jacob methods of analyses yielded the following typical properties
for the confined sand layer and overlying confining layer:
Transmissivity, T
Confining Layer Leakance, k.JB
Confining Layer Coefficient of Permeability, k„
2,170 gal/day/ft
<0.0049 gal/day/ft3
<2x10-6 cm/sec
For a confined sand layer thickness of 4.5 feet at the test location (see log for boring MWTF-3)
the measured transmissivity corresponds to a horizontal coefficient of permeability of 64 feet/day.
The in situ coefficient of permeability previously determined at monitor well MWTF-3B via a slug
test equalled 31 feet/day. Accordingly, the coefficient of permeability determined by the pumping
test is somewhat greater than determined by the monitor well slug test. As discussed above for
the Croatan formation pumping tests, the permeability determined from a pumping test is
generally considered more representative of the formation than the permeability obtained from
a slug test.
Although steady-state conditions were not reached during the pumping test, it was possible to
determine an upper bound confining layer leakance from the time-drawdown behavior at monitor
well MWTF-3C. As tabulated above, a confining layer leakance of less than 0.0049 gal/day/ft3 is
projected for the plastic clay overlying the confined sand layer at the test location, corresponding
to a vertical coefficient of permeability of less than 2x10-6 cm/sec for the approximately 9-foot
thickness of clay at the test location.
Two groundwater samples were obtained from pumping well SPW near the end of the test to
characterize the quality of groundwater withdrawn from the confined sand layer. The results of
the chemical analyses are presented below, and compared with water quality data from monitor
well MWTF-3B.

Texasgulf Inc.
File Number 88-089 2-12
Parameter
Test Well SPW
Monitor
Well
at t = 370
minutes
at t = 1215
minutes
MWTF-3B
Sampling Date
06/04/90
06/05/90
04/17/90
Field pH
5.82
5.88
5.8
Field Temperature, °C
38.9
38.2
30
Field Specific Conductance, µmhos/cm
2850
2790
2525
Laboratory pH @ 23°C
6.0
6.1
6.3
Total Dissolved Solids, TDS (mg/1)
1639
1745
1800
Sulfate, SO4 (mg/1)
621
622
613
Chloride, Cl (mg/1)
130
131
129
Sodium, Na (mg/1)
118
115
x
Total Phosphorus, P (mg/1)
80
105
145
Fluoride, F (mg/I)
0.33
0.30
0.23
Total Organic Carbon, TOC (mg/1)
9
x
12
As shown, the groundwater quality at test well SPW is similar to the quality of groundwater at
monitor well MWTF-3B, displaying elevated phosphorus, sulfate and total dissolved solids
concentrations.
2.6 Water Quality in Tank Farm Monitor Wells
Groundwater samples have been obtained six times to -date on a quarterly basis at each of the nine
monitor wells and a nearby Castle Hayne aquifer water supply well between January 1989 and
April 1990. The results of chemical analyses on the groundwater samples are summarized in
Tables 2-1 through 2-10.
2.6.1 Groundwater Quality in Undifferentiated Surficial Deposits
Groundwater quality in the undifferentiated surficial deposits is monitored in the surficial sand
layer (wells 1A, 2A and 3A) and in the confined sand layer (wells 1B, 2B and 3B).
2.6.1.1 Surficial Sand Layer. At monitor well MWTF-1A (Table 2-1) upgradient of the
phosphoric acid facilities, the phosphorus, fluoride and sulfate concentrations were relatively low
through July 1989. Since that time, total phosphorus and fluoride concentrations have increased
somewhat to 4.5 and 7.6 mg/1, respectively. The sulfate, chloride and total dissolved solids
concentrations, specific conductance and pH have not changed. The measured total dissolved
solids, sulfate and chloride concentrations and pH are in compliance with Title 15 NCAC
Subchapter 2L.0202 Class GA water quality standards of 500, 250 and 250 mg/1 and range of 6.5
to 8.5, respectively, but the fluoride concentration is greater than the Class GA standard of 2.0
mg/l.
At downgradient monitor wells MWTF-2A and MWTF-3A (Tables 2-4 and 2-7) the quality of
groundwater has not changed significantly over the 15-month monitoring period except for an

Texasgulf Inc.
File Number 88-089 2-13
increase in the sulfate concentration at MWTF-3A from 92 to 226 mg/1. Groundwater at these
two wells is characterized by the following average constituent concentrations.
Parameter
Monitor Well
MWTF-2A
MWTF-3A
Field pH
6.4
5.5
Specific Conductance (µmhos/cm)
1530*
1380
Total Phosphorus, P (mg/1)
0.13
0.23
Fluoride, F (mg/1)
0.19
0.15
Chloride, Cl (mg/I)
61
315
Sulfate, SO4 (mg/1)
411*
138
Total Dissolved Solids, TDS (mg/1)
1180*
808
Total Organic Carbon, TOC (mg/1)
15
7.3
Groundwater at monitor well MWTF-3A is in compliance with Class GA water quality standards
for fluoride, chloride and sulfate, but displays a total dissolved solids concentration greater than
500 mg/1 and a pH less than the standard lower bound of 6.5. Groundwater at monitor well
MWTF-2A is in compliance with Class GA water quality standards for fluoride and chloride, but
displays total dissolved solids and sulfate concentrations greater than the standards and a pH less
than the standard lower bound of 6.5.
2.6.1.2 Confined Sand Layer. At monitor well MWTF-1B** upgradient of the phosphoric acid
facilities (Table 2-2), the phosphorus, fluoride and sulfate concentrations are relatively low and
have remained essentially unchanged over the 15-month monitoring period, indicating that impacts
do not exist at this location. The fluoride, chloride and sulfate constituent concentrations are in
compliance with Class GA water quality standards. The measured pH and total dissolved solids
concentrations, however, indicate that the background pH and total dissolved solids concentration
may naturally exceed Class GA water quality standards. Total dissolved solids concentrations
exceeding the standard by 4 to 93 mg/1 have been measured on four of the six sampling events.
The pH has been less than the standard on each sampling event to -date.
At downgradient monitor wells MWTF-2B and MWTF-3B (Tables 2-5 and 2-8) groundwater
impacts are evident by the elevated phosphorus concentrations. Groundwater quality at these two
wells displayed some changes over the 15-month monitoring period, namely: (i) a general increase
in total phosphorus concentrations at both wells; and (ii) an increase in sulfate and total dissolved
solids concentrations at MWTF-3B. Fluoride and chloride concentrations are in compliance with
Class GA water quality standards at both downgradient monitor wells. The sulfate and total
* Disregarding inconsistent high values reported in April 1989.
** As addressed in Section 2.3.3.2, the sand layer tapped by monitor well MWTF-1B potentially
may not be hydraulically connected to the confined sand layer underlying the north side of the
tank farm.

Texasgulf Inc.
File Number 88-089 2-14
dissolved solids concentrations, however, exceed the Class GA standards, and the groundwater pH
is below the standard lower bound of 6.5.
2.6.2 Groundwater Quality in Croatan Formation
The average constituent concentrations measured in the Croatan formation over the 15-month
monitoring period are summarized below:
Parameter
Monitor Wells
MWTF-1C
Field pH
Specific Conductance (µmhos/cm)
Total Phosphorus, P (mg/1)
Fluoride, F (mg/1)
Chloride, CI (mg/1)
Sulfate, SO4 (mg/I)
Total Dissolved Solids TDS (mg/1)
Total Organic Carbon, TOC (mg/1)
6.9
794
0.26
0.48
54
54*
541
4.2
MWTF-2C
6.2
2293
17.6
0.17
77
862
2290
12
MWTF-3C
6.1
2508
24.4
0.11
96
622
1973
8.8
*Disregarding inconsistent high sulfate concentration of 292 mg/I reported in
January 1989.
At monitor well MWTF-1C (Table 2-3), the phosphorus, fluoride and sulfate concentrations are
relatively low indicating that groundwater impacts do not exist in the Croatan formation at this
location. The measured constituent concentrations are in compliance with Class GA water quality
standards with the exception of the total dissolved solids concentration. The total dissolved solids
concentration has typically exceeded the standard by 26 to 96 mg/1 (only one of six samples
displayed a concentration less than the standard) indicating that the background total dissolved
solids concentration may naturally exceed the Class GA water quality standard.
At monitor wells MWTF-2C and MWTF-3C (Tables 2-6 and 2-9) the phosphorus, sulfate, and
total dissolved solids concentrations are elevated. These parameters, however, have remained
essentially unchanged over the 15-month monitoring period. Fluoride and chloride concentrations
are within the Class GA water quality standards, but sulfate and total dissolved solids
concentrations exceed the standards and the pH is less than the standard lower bound of 6.5.
2.6.3 Castle Hayne Aquifer Groundwater Quality
Groundwater quality in the Castle Hayne aquifer at water supply well FERT-1 (Figure 2-1) has
remained unchanged over the 15-month monitoring period (Table 2-10). Groundwater in the
Castle Hayne aquifer at well FERT-1 displays background levels of phosphorus, fluoride and
sulfate. Accordingly, as expected, due to the approximately 100-foot thick Yorktown-Pungo River
aquitard separating the Castle Hayne aquifer from the Croatan aquifer, phosphoric acid
leakage/spills have not impacted the Castle Hayne aquifer.

Table 2-1
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-IA
Sampling Date
Parameter 1/89 4/89 7/89 11/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 590 380 385 430 370 365
Corrected to 25°C 673 441 370 456 451 -
pH 6.8 6.8 6.7 6.6 7.2 6.8
Water Temperature (°C) 18 17 27 22 14 17.5
Water Level, feet (MSL) 8.47 9.44 9.14 9.21 10.2 9.9
Gallons Purged Before Sampling 3.7 3.6 5.5 3.3 4.4 2.8
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color rusty light milky clear clear clear
rusty (light)
• LABORATORY DATA
Lab pH 6.8 6.8 6.9 6.5 7.8 7.6
Total Phosphorus, P (mg/1) 0.464 0.672 0.064 2.56 2.53 4.5
Fluoride, F (mg/1) 0.64 0.60 0.9 11.30 9.59 7.60
Chloride, CI (mg/1) 29 8 10 7 5 8
Sulfate, SO4 (mg/1) 88 92 43 52 149 44
Total Dissolved Solids, TDS (mg/1) 372 336 268 256 276 252
Total Organic Carbon, TOC (mg/I) 7 5 5 4 3 12

Table 2-2
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-1B
Parameter
Sampling Date
1/89 4/89 7/89 11/89 1/90 4/90
• FIELD DATA
Specific Conductance (pathos/cm)
at Field Temperature 900 910 950 925 790 775
Corrected to 25°C 1008 1037 950 944 809
pH 5.6 5.8 5.4 5.2 5.4 5.2
Water Temperature (°C) 19 18 25 24 20 18.5
Water Level, feet (MSL) 8.06 8.66 8.66 8.45 7.25 9.3
Gallons Purged Before Sampling 6.2 6.0 6.0 6.5 7.25 8.5
• PHYSICAL APPEARANCE
Odor none none none eggs none none
Apparent Color clear clear clear clear clear clear
• LABORATORY DATA
Lab pH 5.7 5.8 5.7 5.2 6.4 6.0
Total Phosphorus, P (mg/1) 0.122 0.228 0.234 5.08 0.775 0.45
Fluoride, F (mg/1) 0.18 0.165 0.45 2.17 1.83 0.295
Chloride, Cl (mg/1) 218 218 204 191 166 199
Sulfate, SO4 (mg/1) 12 22 18 15 32 28
Total Dissolved Solids, TDS (mg/1) 593 562 460 504 408 524
Total Organic Carbon, TOC (mg/1) 3 3 3 3 3 4

Table 2-3
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-1C
Parameter
Sampling Date
1/89 4/89 7/89 10/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 800 800 850 790 750 775
Corrected to 25°C 888 896 918 809 833
pH 6.8 7.2 6.9 7.0 6.8 6.8
Water Temperature (°C) 19.5 19 21 20 19.5 19
Water Level, feet (MSL) -3.96 -0.74 -2.19 -0.28 +0.46 -0.84
Gallons Purged Before Sampling 15.0 17.5 16.5 16.0 19.0 20.0
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color clear turbid gray milky gray clear
• LABORATORY DATA
Lab pH
Total Phosphorus, P (mg/t)
Fluoride, F (mg/1)
Chloride, CI (mg/1)
Sulfate, SO4 (mg/1)
5.7 6.8 7.6 7.1 7.5 7.4
0.299 0.131 0.025 0.614 0.208 0.298
0.61 0.26 0.28 0.31 0.785 0.604
56 52 53 54 52 55
292 59 58 57 70 77
Total Dissolved Solids, TDS (mg/I) 554 526 528 596 484 560
Total Organic Carbon, TOC (mg/1) 6 3 4 4 4 4

Table 2-4
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-2A
Parameter
Sampling Date
1/89 4/89 7/89 10/89 1/90 4/90
• HELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 1370 2650 1350 1475 1800 1650
Corrected to 25°C 1603 3074 1364 1534 2142
pH 6.4 6.9 6.0 6.2 6.5 6.1
Water Temperature (°C) 16.5 17 24.5 23 15.5 20
Water Level, feet (MSL) 6.82 6.94 5.25 7.0 7.41 6.35
Gallons Purged Before Sampling 5.5 6.5 5.0 5.0 5.75 4.30
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color clear milky clear clear clear clear
• LABORATORY DATA
Lab pH 6.3 6.9 6.3 6.4 7.0 6.7
Total Phosphorus, P (mg/1) 0.090 0.156 0.204 0.241 0.048 0.038
Fluoride, F (mg/1) 0.15 0.259 0.14 0.15 0.181 0.237
Chloride, CI (mg/1) 71 62 66 64 50 54
Sulfate, SO4 (mg/l) 357 1091 259 282 638 520
Total Dissolved Solids, TDS (mg/I) 1106 2339 840 1130 1528 1300
Total Organic Carbon, TOC (mg/1) 12 12 9 16 9 30

1
Table 2-5
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-2B
Sampling Date
Parameter 1/89 4/89 7/89 10/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 2200 2300 2410 2410 2490 2220
Corrected to 25°C 2486 2622 2579 2627 2789
pH 6.4 6.6 6.2 6.2 6.3 6.0
Water Temperature (°C) 18.5 18 21.5 20.5 19 18.5
Water Level, feet (MSL) 4.95 4.66 4.30 4.99 5.18 3.84
Gallons Purged Before Sampling 8.5 9.5 8.0 8.8 9.0 9.5
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color clear light milky clear clear clear
rusty
• LABORATORY DATA
Lab pH
Total Phosphorus, P (mg/1)
Fluoride, F (mg/1)
Chloride, CI (mg/1)
Sulfate, SO4 (mg/1)
6.3 6.6 6.7 6.3 6.8 6.7
92.0 47.2 57.6 93.2 95.0 131.5
1.96 1.81 1.07 1.41 1.41 1.43
376 321 287 254 222 209
270 444 351 490 528 418
Total Dissolved Solids, TDS (mg/l) 1212 1580 1700 1590 1520 1590
Total Organic Carbon, TOC (mg/1) 12 8 9 10 12 10

Table 2-6
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MW TF-2C
Sampling Date
Parameter 1/89 4/89 7/89 10/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 2300 2300 2350 2200 2300 2310
Corrected to 25°C 2576 2576 2562 2442 2576 -
pH 6.3 6.5 6.0 6.2 6.2 6.0
Water Temperature (°C) 19 19 20.5 19.5 19 20
Water Level, feet (MSL) -1.85 -0.45 -1.06 +0.18 +0.20 -0.40
Gallons Purged Before Sampling 16.0 16.0 16.0 16.5 16.75 19.0
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color clear clear clear clear clear clear
• LABORATORY DATA
Lab pH 6.3 6.5 6.5 6.4 6.7 6.5
Total Phosphorus, P (mg/1) 12.80 16.55 17.35 20.55 19.25 18.9
Fluoride, F (mg/1) 0.17 0.16 0.17 0.15 0.17 0.225
Chloride, Cl (mg/1) 78 75 78 76 75 78
Sulfate, SO4 (mg/1) 882 884 857 811 851 888
Total Dissolved Solids, TDS (mg/1) 2308 2272 2430 2300 2200 2230
Total Organic Carbon, TOC (mg/1) 13 11 12 11 12 12

Table 2-7
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-3A
Sampling Date
Parameter 1/89 4/89 7/89 10/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 1250 1400 1500 1400 1325 1400
Corrected to 25°C 1375 1540 1455 1316 1458
pH 5.7 5.7 5.7 5.5 5.3 5.2
Water Temperature (°C) 20 20 26.5 28 20 21.5
Water Level, feet (MSL) 7.45 7.57 7.15 7.24 7.67 6.38
Gallons Purged Before Sampling 5.2 8.0 6.0 5.0 6.0 6.5
• PHYSICAL APPEARANCE
Odor none none sulfur none none none
Apparent Color clear particles clear clear clear clear
• LABORATORY DATA
Lab pH 5.8 6.1 6.2 5.8 6.1 6.0
Total Phosphorus, P (mg/1) 0.240 0.172 0.257 0.395 0.15 0.146
Fluoride, F (mg/1) 0.145 0.135 0.15 0.14 0.130 0.197
Chloride, Cl (mg/1) 283 322 324 324 321 313
Sulfate, SO4 (mg/1) 92 107 94 132 174 226
Total Dissolved Solids, TDS (mg/l) 786 896 700 800 812 856
Total Organic Carbon, TOC (mg/1) 11 8 6 5 5 9

1
Table 2-8
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-3B
Sampling Date
Parameter 1/89 4/89 7/89 10189 1/90 4/90
• FIELD DATA
Specific Conductance (jimhos/cm)
at Field Temperature 2080 2100 2250 2100 2450 2525
Corrected to 25°C 1914 1911 2003 1785 2205
pH 6.0 6.0 5.9 5.9 5.7 5.8
Water Temperature (°C) 29 29.5 30.5 32.5 30 30
Water Level, feet (MSL) 3.13 3.67 3.37 4.12 3.91 3.24
Gallons Purged Before Sampling 11.0 13.5 10.0 10.5 10.5 12.5
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color clear particles clear clear clear It. yellow
• LABORATORY DATA
Lab pH 6.0 6.2 5.8 6.1 6.5 6.3
Total Phosphorus, P (mg/1) 97.5 100.3 86.8 123.5 143.5 145.3
Fluoride, F (mg/I) 0.18 0.186 0.18 0.15 0.151 0.231
Chloride, CI (mg/1) 91 108 112 111 124 129
Sulfate, SO4 (mg/1) 504 515 517 588 574 613
Total Dissolved Solids, TDS (mg/1) 1146 1533 1365 1480 1776 1800
Total Organic Carbon, TOC (mg/1) 7 8 8 8 8 12

1
Table 2-9
GROUNDWATER QUALITY IN TANK FARM AREA AT MONITOR WELL MWTF-3C
Sampling Date
Parameter 1/89 4/89 7/89 10/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 2510 2500 2580 2510 2500 2450
Corrected to 25°C 2410 2325 2348 2359 2350
pH 6.3 6.2 5.9 6.2 6.0 6.0
Water Temperature (°C) 27 28.5 29.5 28 28 29
Water Level, feet (MSL) -2.61 -0.22 -1.32 +0.13 +0.12 -0.53
Gallons Purged Before Sampling 17.5 18.5 18.0 18.5 20.5 21.0
• PHYSICAL APPEARANCE
Odor none none sulfur none none none
Apparent Color rusty clear milky clear clear clear
• LABORATORY DATA
Lab pH 6.3 6.4 6.3 6.4 6.7 6.6
Total Phosphorus, P (mg/1) 20.20 28.20 25.70 14.10 29.40 28.8
Fluoride, F (mg/1) 0.14 0.119 0.10 0.08 0.086 0.128
Chloride, CI (mg/1) 87 98 98 97 99 98
Sulfate, SO4 (mg/I) 659 671 612 612 587 589
Total Dissolved Solids, TDS (mg/l) 2018 2002 2140 1870 1980 1830
Total Organic Carbon, TOC (mg/1) 11 10 10 9 9 4

i
Table 2-10
GROUNDWATER QUALITY IN CASTLE HAYNE AQUIFER AT UTILITY WELL FERT-1
Sampling Date
Parameter 1/89 4/89 7/89 10/89 1/90 4/90
• FIELD DATA
Specific Conductance (µmhos/cm)
at Field Temperature 1320 1380 1500 1400 1400 1425
Corrected to 25°C 1452 1518 1500 1526 1540
pH 7.0 7.2 7.4 7.0 7.1 6.9
Water Temperature (°C) 20 20 25 20.5 20 20
Water Level, feet (MSL) x x x x x x
Gallons Purged Before Sampling * * * * 15.0 *
• PHYSICAL APPEARANCE
Odor none none none none none none
Apparent Color clear clear clear clear clear clear
• LABORATORY DATA
Lab pH
Total Phosphorus, P (mg/1)
Fluoride, F (mg/1)
Chloride, CI (mg/1)
Sulfate, SO4 (mg/1)
7.1 7.3 7.6 7.3 7.7 7.5
0.030 0.100 0.043 0.160 0.094 0.012
0.66 0.59 0.63 0.61 0.60 0.671
290 290 303 299 297 308
9 10 5 8 6 10
Total Dissolved Solids, TDS (mg/1) 888 796 760 848 950 844
Total Organic Carbon, TOC (mg/1) 5 5 5 5 5 4
*Pump on well was running at time of sampling.

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TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DRANK SY• KJS (CRICKED BY ' ,11\ !DATE 7-118840
FILE NO. APPROVE SY
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SYMBOL
DATE OF
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c Eie/Mas is Seib, NYMMesiMN.
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TANK FARM REMEDIAL ACTION PLAN
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PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
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FILE NO
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EDGE OF ASPHALT , CROATAN FORMATION
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DRAINAGE DITCH
8
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OBSERVATION WELL COW
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CROATAN FORMATION
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SOUTH PUMPING TEST
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LAYOUT OF CROATAN FORMATION PUMPING TESTS
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Cowolbq En*nows ni Soik, MYhegeMoly,
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TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
DRAWN ev
,LE N4
88-089
ROE ICNECKEO •Y
IDAT
7-18-90
Nis FIGURE 2-7

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t (minutes)
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z
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0 1000 2000 3000
TIME SINCE START OF PUMPING, t (minutes)
DRAWDOWN VS. TIME AT TEST WELL CPW
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RADIUS = 35.5'
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OBSERVATION
WELL COW
RADIUS = 10.0'
1000
00
x
2
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TIME SINCE START OF PUMPING, t (minutes)
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0
0
OBSERVATION WELL COW
RADIUS = 10.0'
o 0
0.
000
OBSERVATION WELL MWTF-3C
RADIUS=35.5'
DRAWDOWN VS. LOG TIME AT OBSERVATION WELLS COW AND
MWTF-3C FOR PUMPING RATE OF 2 GAL/MIN AT TEST WELL CPW

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OBSERVATION -
WELL MWTF•IC
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• • • • • •
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TEST WELL MWTF-1 D
•
1`
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I I I I 1 1
2000 3000
TIME SINCE START OF PUMPING, t (minutes)
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OBSERVATION WELL MWTF-1C FOR PUMPING RATE
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DRAWDOWN VS. LOG TIME FOR OBSERVATION WELL MWTF-1 C
FOR PUMPING RATE OF 3.4 GAL/MIN AT TEST WELL MWTF-1 D

8
W
N 88+00 -I-
DRAINAGE DITCH
EDGE OF ASPHALT
PAVEMENT
CONFINED SAND LAYER
/ MONITOR WELL. MWTF3B
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OBSERVATION WELL SOW
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LAYOUT OF CONFINED SAND LAYER
PUMPING TEST
atiorls Ardaman & Associates, Inc.
Committing Engineers in Ss* Hvereneelerf,
Foundations, sal Mnsrisk Tasting
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
OBAWN BY. RBE 1 CHECKED BY. ¶ IDATE. 7-18-90
FILEpHOB� ! APPP VEO Y
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FIGURE 2-13

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OBSERVATION
WELL SOW
00 O RADIUS = 9.7'
O
O 0
0
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0
0
o
MN(3 ca _ AT t=14
1 I I I
I T I I
I I 1 I
0
1000
2000
TIME SINCE START OF PUMPING, t (minutes)
DRAWDOWN VS. TIME AT TEST WELL SPW AND
OBSERVATION WELLS SPW AND MWTF-3B FOR
PUMPING RATE OF 4.3 GAL/MIN
3000

Texasgulf Inc.
File Number 88-089 3-1
Section 3
ENGINEERING PROPERTIES OF IN SITU SOILS AND
SOIL-BENTONITE BACKFLLL MIXES
This section addresses the engineering properties of in situ soils within the undifferentiated
surficial deposits and Croatan formation of interest relative to the design and performance of the
_ remedial action system, and of the soil-bentonite backfill mix that will be used to construct the
cut-off wall.
3.1 Engineering Properties of Undifferentiated Surficial Deposits
The undifferential surficial deposits consist of a layered sequence in ascending order of a lower
confining unit, confined sand layer, upper confining unit, and a surficial layer of generally sandy
soils.
3.1.1 Lower Confining Unit
The soil-bentonite cut-off wall will be keyed a minimum of 3 feet into a relatively impervious
clayey fine sand to sandy clay layer at the base of the undifferentiated surficial deposits. The
properties of this layer of interest relative to the cut-off wall construction are presented below.
3.1.1.1 Classification and Index Properties. The lower confining unit along the cut-off wall is
generally a dark brown to dark gray or greenish -gray clayey fine sand occasionally with some shell
fragments, thin lenses of fine sand or thin lenses of plastic clay. Index properties measured on ten
undisturbed Shelby tube or split -spoon samples recovered from the lower confining unit are
presented in Table 3-1.
As shown, the natural moisture content varies from 28 to 49% with an average of 40±6%, and the
fines content (i.e., soil fraction by dry weight finer than the U.S. Standard No. 200 sieve) varies
from 18 to 47% with an average of 30.4±9.2%. Typical particle size distribution curves from six
samples of the clayey sand, representing a range in fines content from 18 to 45%, are presented
in Figure 3-1. The in situ dry density measured on six undisturbed samples recovered from the
lower confining unit ranged from 76.0 to 82.2 lb/ft3 with an average of 79.3 lb/ft3.
The Atterberg limits determined on seven samples of clayey sand are presented in Table 3-1 and
graphically summarized in Figure 3-2. As shown, the Atterberg limits are characteristic of CL- to
CH -type lean to plastic clays, which considered with the fines contents of 18 to 47% indicate the
soils are classified as SC -type clayey sands in accordance with ASTM D 2487 "Classification of
Soils for Engineering Purposes".
3.1.1.2 Coefficient of Permeability. The results of four constant -head permeability tests
performed on undisturbed samples of clayey sand from the lower confining unit are presented in
Table 3-2. As shown, the vertical coefficient of permeability is relatively low for all four test
specimens, ranging from 6.8x10-8 to 2.2x10-7 cm/sec with an average of 1.4x10-7 cm/sec. The
vertical coefficient of permeability backfigured from one-dimensional consolidation tests over the
load increment near the in situ effective vertical consolidation stress are also presented in

Texasgulf Inc.
File Number 88-089 3-2
Table 3-2 (see Figures 3-3, 3-4 and 3-5). The backfigured vertical coefficients of permeability are
in good agreement with the measured coefficients of permeability, indicating a representative value
of 1.4x101 cm/sec from the three test specimens.
3.1.1.3 Consolidation Characteristics. The results of three one-dimensional incremental
consolidation tests on samples of clayey sand from the lower confining unit obtained from soils
with penetration resistances of 0 to 10 blows/foot are presented in Figures 3-3, 3-4 and 3-5.* As
shown, the soils were characterized by compression ratios (corrected by the Schmertmann (1955)
procedure) of 0.18 to 0.28 and recompression ratios of 0.009 to 0.020 both of which increased, as
expected, with increasing plasticity index. The lower confining unit is slightly overconsolidated,
with overconsolidation ratios ranging from 1.9 to 3.7.
3.1.1.4 Undrained Shear Strength. The lower confining unit is very soft along a portion of the
cut-off wall alignment between borings TF-105 and TF-107 with Standard Penetration Test
resistance values of less than 2 blows/foot. One unconfined compression test performed on a
sample recovered from boring TF-103 in clayey sand with a penetration resistance of about 2
blows/foot yielded an undrained shear strength of 350 lb/ft2. Undrained shear strengths measured
with a hand-held laboratory vane on other undisturbed samples of clayey sand from the lower
confining unit ranged from 200 to 750 lb/ft2 for samples in soils with penetration resistances of 0
to 2 blows/foot. For a representative effective vertical consolidation stress in the lower confining
unit of about 1600 lb/ft2, a minimum undrained shear strength of about 400 lb/ft2 is expected,
which agrees with the measured values.
3.1.2 Confined Sand Layer
The confined sand layer along the north wall of the tank farm where the withdrawal wells will be
installed consists of a gray to brown medium to fine sand to silty fine sand. The natural moisture
content ranges from 17 to 32% with an average of 21%, and the fines content varies from 3 to
16% with an average of 7% from eight determinations. As shown in Figure 3-6, the soils in the
confined sand layer are poorly graded, and based on the fines content of 3 to 16% classify as
poorly graded sand, poorly graded sand with silt (slightly silty sand), and silty sand in accordance
with ASTM D 2487 "Classification of Soils for Engineering Purposes".
3.1.3 Upper Confining Unit
The upper confining unit is comprised of brown to gray clayey fine sands to plastic clays. The
clayey fine sands display natural moisture contents ranging from 29 to 53% with an average of
35%, and fines contents of 22 to 47% with an average of 31% from five determinations. The
natural moisture content of the clays varied from 43 to 80% with an average of 68%, and fines
content varied from 50 to 98% with an average of 79%. The liquid limit and plasticity index of
the clays typically varied from 88 to 102% and 52 to 75%, respectively, characteristic of CH -type
fat (plastic) clays to sandy fat clays when classified in accordance with ASTM D 2487.
3.1.3.1 Consolidation Characteristics. The results of two one-dimensional incremental
consolidation tests on samples of a lean sandy clay and fat (plastic) clay from the upper confining
* Consolidation tests were performed to estimate surface settlements in the tank farm due to
groundwater withdrawals from the confined sand layer.

Texasgulf Inc.
File Number 88-089 3-3
unit are presented in Figures 3-7 and 3-8. As shown, the soils were characterized by compression
ratios of 0.13 for the lean sandy clay to 0.34 for the plastic clay, and corresponding recompression
ratios of 0.012 to 0.031. The samples were slightly overconsolidated, both with overconsolidation
ratios of 2.3.
3.1.3.2 Undrained Shear Strength. The upper confining unit is very soft along portions of the
cut-off wall alignment with Standard Penetration Test resistance values of less than 2 blows/foot,
for which an undrained shear strength of less than 250 Ib/ft2 is expected. One unconfined
compression test performed on an undisturbed sample recovered from boring TF-103 in a clay with
a somewhat higher penetration resistance of 3 blows/foot yielded an undrained shear strength of
510 lb/ft2. This value is in general agreement with the expected undrained shear strength for the
sample based on the in situ effective vertical consolidation stress of 1180 lb/ft2 and
overconsolidation ratio of 2.3 determined on the consolidation test sample (Figure 3-8).
3.1.4 Surficial Soils
The surficial soils are variable, and consist of fine sands to clayey fine sands classifying as SP,
SP-SM, SM, SP-SC and SC -type soils in accordance with ASTM standard D 2487. The natural
moisture content of the surficial soils below the water table varied from 20 to 36% with an
average of 23%. The fines content varied from 8 to 28% with an average from 19 samples of
18%. This average fines content is characteristic of SM-type silty to SC -type clayey fine sands.
3.2 Engineering Properties of Croatan Formation
The Croatan formation generally consists of clayey fine sand to fine sand and shell fragments
occasionally with cemented sand. The proportion of shell fragments in the samples was variable,
but was estimated to be as high as 55% by dry weight. The natural moisture content varied from
17 to 37% with an average of 28%, and the fines content from 29 samples varied from 6 to 39%
with an average of 17%. A summary of the particle size distribution of the Croatan formation
soils from twelve samples is presented in Figure 3-9, and the individual particle size distribution
curves are presented in Figures 3-10 through 3-14. As shown, the formation is typically comprised
of fine gravel to fine sand size shell fragments and clayey to silty fine sands with particle sizes
ranging from 25 mm to less than 0.074 mm (the U.S. Standard No. 200 sieve). The formation,
however, can also contain lenses of slightly silty fine sand with traces of shell fragments.
3.3 Soil-Bentonite Backfill Mixes
Soil-bentonite backfill mixes were prepared from soil samples recovered from borings B-1 and
MWTF-2 to evaluate the bentonite content required to achieve the design backfill coefficient of
permeability of less than 1x104 cm/sec.
3.3.1 Soil Backfill Characteristics
Soils along the alignment and within the depth of penetration of the cut-off wall will vary widely
from fine sands to plastic clays with fines contents varying from 4% to 93%. At each boring
location the following overall average fines contents are expected for the soil backfill after
thoroughly mixing the soils within the depth of penetration of the cut-off wall.

Texasgulf Inc.
File Number 88-089 3-4
Boring
Approximate Penetration
Depth of Cut -Off Wall
(feet)
Expected Backfill Fines
Content
(%)
B-1
27
17
MWTF-2
24
22
B-2
27
23
MWTF-3
31
37
TF-105
29
22
B-3
32
27
TF-106
25
20
As shown, the overall average fines contents vary from 17% at boring B-1 where the soils consist
largely of fine sands to silty fine sands, to 37% at boring MWTF-3 where a 9-foot thick plastic clay
layer with fmes contents of 53 to 93% is encountered within the depth of penetration of the
cut-off wall. The average backfill fines content projected for the six boring locations equals 24%.
Based upon the expected backfill fines contents, borings B-1 and MWTF-2 were selected as
representative of the minimum and average fines content likely to occur in soil available for
backfill, respectively. Backfill samples for testing were prepared by combining the upper eight
split -spoon jar samples in proportion by dry weight of each soil type within the depth to be
penetrated by the cut-off wall at each boring (i.e., about 27 feet at boring B-1 and 24 feet at
boring MWTF-2), and then thoroughly mixing the soils into a homogeneous soil backfill. After
mixing, the soil backfill samples were visually classified and the fines contents determined as
follows:
Boring
Soil Backfill Description
Fines
Content
(%)
B-1
Brown silty medium to fine
sand with trace fine shell
fragments (SM)
15
MWTF-2
Brown clayey fine sand with
trace fine shell fragments
(SC)
25
3.3.2 Characteristics of Bentonite Product
Wyo-Ben Hydrogej bentonite, a sodium montmorillonitic clay manufactured by Wyo-Ben, Inc. for
slurry trench applications, was used in preparing the soil-bentonite backfill mixes. The Wyo-Ben
Hydrogel bentonite had an as -received moisture content of 8.5%, and Atterberg limits consisting
of a plastic limit of 36%, liquid limit of 495% and plasticity index of 459%. These Atterberg
limits, as expected, are characteristic of a highly plastic clay, and as shown on Figure 3-15 are
consistent with the Atterberg limits typically found for bentonites used in slurry trench
applications.

Texasgulf Inc.
File Number 88-089 3-5
3.3.3 Coefficient of Permeability of Soil-Bentonite Backfill Mixes
The coefficient of permeability of each soil backfill with varying quantities of Wyo-Ben Hydrogel
bentonite are summarized in Table 3-3 and in Figure 3-16. As shown, the addition of bentonite
decreases the soil backfill coefficient of permeability by 3 to 4 orders of magnitude from an
estimated initial value (without bentonite) on the order of 1x104 cm/sec to about 4x104 cm/sec
with 5 to 6% bentonite (dry weight basis). To achieve the design soil-bentonite backfill coefficient
of permeability of less than 1x104 cm/sec, a bentonite content of about 3.5 to 4.5% will be
_ required for the soil backfill. The particle size distribution of three of the permeability test
specimens are presented in Figure 3-17.

Texasgulf Inc.
File Number 88-089 3-6
Table 3-1
INDEX PROPERTIES OF LOWER CONFINING UNIT
Boring
Approximate
Depth to Top
of Key -In
Stratum
(feet)
Index Properties
NM
(%)
200
(%)
LL
(%)
PL
(%)
PI
(%)
B-1
24
28
37
32
15
17
MWTF-2
21
35
28,31
x
x
x
B-2
24
43
35
53
14
39
MWTF-3
28
40
19,28
x
x
x
TF-105
26
37,43
22,24
42
20
22
TF-106
22
37
45
45
18
27
TF-102•
24
44
37,38
67
15
52
TF-103•
28
40
18,21,35
51
15
36
TF-104•
22
49
21
x
x
x
PS-2••
25
43
47
53
20
33
Where: NM = natural moisture content; -200 = fines content;
LL = liquid limit; PL = plastic limit and PI = plasticity index.
• Borings TF-102, TF-103 and TF-104 are nearby, but not actually on the
cut-off wall alignment (see Figure 2-1).
**Boring PS-2 is not on the cut-off wall alignment, but is located at the
east end of the drainage ditch at coordinates N8762-E13,700. This
boring was drilled for Badger Design & Constructors, Inc. for the design of
a pumping station as part of the water management system.

Texasgulf Inc.
File Number 88-089 3-7
Table 3-2
PERMEABILITY TEST RESULTS ON LOWER CONFINING UNIT
Boring
Sample
Depth
(feet)
Initial
Conditions
Final
Conditions
a
(i'f)
200
(%)
(��)
wi
(%)
Yd
(pcf)
wf
(%)
Yd
(Per)
• k,, Measured from Permeability Tests
TF-102
US-2
27.0-29.0
54.0
69.3
54.3
69.3
1008
37.5
2.2x10"7
TF-103
US-2
30.0-32.0
44.2
79.5
42.8
78.7
1008
34.8
1.5x10"7
TF-104
US-1
24.5-26.5
37.9
87.0
33.8
90.4
1008
21.1
6.8x10-8
TF-106
US-1
25.0-27.0
36.3
83.8
35.9
84.5
1008
45.3
1.2x10-7
• k,, Backfigured from Consolidation Tests'
TF-102
US-2
27.0-29.0
53.5
68.3
x
68.9t
16121*
38.4
1.1x10-7
TF-103
US-2
30.0-32.0
40.6
72.1
x
73.0t
1612••
21.0
1.7x10-7
TF-105
US-1
27.5-29.5
35.2
84.9
x
85.9t
1612"
22.2
1.5x10-7
Where: wi = initial moisture content; wf = final moisture content; yd = dry density;
o, = isotropic effective consolidation stress; -200 = fines content;
k,, = vertical coefficient of permeability..
* Vertical coefficient of permeability backfigured from relationship k„ = c„m<yR„ where c„ and
m„ are the coefficient of consolidation and coefficient of volume change determined from the
consolidation test for the load increment of interest and yW is the unit weight of water.
* • Vertical coefficient of permeability calculated for load increment of 806 to 1612 psf. The
estimated
to 1780
in situ effective
vertical stress for the test specimens was in the range of 1580
psf.
t Dry density of test specimen at end of 1612 psf load increment.

Texasgulf Inc.
File Number 88-089
Table 3-3
PERMEABILITY TEST RESULTS ON SOIL-BENTONITE
BACKFILL MIXES
Sample
Bentonite
Content
(%)
Initial
Conditions
Final
Conditions
°c
(Pst
-200
(%)
kv
(cm/sec)
wi
(%)
Yd
(pci)
wt.
(%)
Yd
(pcl)
B-1
2
23.1
99.8
17.3
110.3
360
-
7.8x10.7
B-1
4
25.4
97.9
23.1
102.7
0'
16.7
1.5x1(17
B-1
6
24.5
97.3
22.0
104.2
360
17.6
3.9x10-8
MWTF-2
2
27.5
94.4
19.4
110.5
360
-
4.4x10'7
MWTF-2
5
26.4
94.6
23.4
100.9
360
333
2.8x104
Where: wi = initial moisture content; wr = final moisture content; yd = dry density;
v, = isotropic effective consolidation stress; -200 = fines content; and
1t1, = vertical coefficient of permeability.
`Coefficient of permeability determined on sample in rigid wall permeameter without
isotropic effective consolidation stress. All other coefficients of permeability determined
on samples in flexible wall permeameters with indicated isotropic effective consolidation
stress.
3-8

U.S. STANDARD SIEVE SIZE
WI N — i..1 & 2 9 2 2 2 222
) t . , 1
90
1
4
4
4
1
..,
80
44
1
I
4
1
l•
4:11
di
1
la
A
It*
•-
x 70
4
r
i
i
-+
a
1
f +
1
CD
La
so
•
t
.
4
t
0
...
r
0
..4
# o
to
cr 5O
i
4
4
4
1
V
i
cy
4 It
a
.4
W
i7. 40
i
t .4
I
t
4.
$
4.)
4 44
I
1—
lyl 30
1
it
4
1
.4.
1
ti
t
4
* A
0
CC
tal
20
4
1
1
t
1
..,
E
0
Q.
10
I
I- rt
1
I
t
t I*
180 10
1.0
GRAIN
0
SIZE IN MILLIMETERS
I 0.01
0.00
I
GRAVEL
SAND
COARSE j FINE
COARSE 1 MEDIUM i F INE
SILT
CLAY
TEST
HOLE NQ
SAMPLE
NO.
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
TF-102
US-2
27.0'-29.0'
•
DARK GRAY CLAYEY FINE SAND
SC
TF-103
US-2
30.0.-32.0'
0
DARK GRAY CLAYEY FINE SAND (3 TEST SAMPLES)
SC
TF-104
US-1
24.5.-26.5
•
DARK GREENISH -GRAY CLAYEY FINE SAND WITH
SC
CLAY LENSES
TF-106
US-1
25.0.-27.0'
A
DARK GREENISH -GRAY CLAYEY FINE SAND
SC
B-2
S-11
34.0%36.0'
CI
DARK GRAY CLAYEY MEDIUM TO FINE SAND
SC
TF-3
S-10
33.5'-35.0'
•
DARK GRAY CLAYEY FINE SAND
SC
PARTICLE SIZE DISTRIBUTION OF LOWER CONFINING UNIT
ALONG CUT-OFF WALL ALIGNMENT
Now li Ardaman & Associates, Inc.
...• ... eirmsenrig Emnivers ea Saki Hydropelegy.
e
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA. NORTH CAROUNA
CHECKED By ' ,i } DATE 7.1840
DRAVA. ," RBE , c'
G t LE MO
88-089
.00110
4 /
N3%95
FIGURE 3-1

PLASTICITY
70
10
SYMBOL
BORING
DEPTH
(FEET)
SAMPLE
O B-1 24'-26S-8
O B-2 24'-26' S-9
p TF-105 27.5'-29.5' US-1
• TF-106 25'-27' US-1
• TF-102 27'-29' US-2
• TF-103 30'-32' US-2
7 PS-2 23.5'-25' S-8
f
FINES
CONTENT
-200(%)
0
0 10 20 30
40 50 60 70 80
LIQUID LIMIT, LL(%)
ATTERBERG LIMITS OF LOWER CONFINING UNIT
ALONG CUT-OFF WALL ALIGNMENT
111111111r Ardaman & Associates, Inc.
Consulting Engineers in Sods, Hydrogeoiogy,
Foundations, and Materials Testing
TANK FARM REMEDIAL ACTION PLAN
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PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
N3%93
FIGURE 3-2
PRAWN R� RBE 'CHECKED BY T"i !DATE 7. 8_90
E'LE NO IAPv(COVED BY
88-089

Uvo
UVM (SCHMERTMANhg
VERTICAL STRAIN, E„ (%)
0.0
5.0
10.0
15.0
20.0
25.0
30.0
0.01
Z 2x10-2
O
1.5x10-2
0
in U
Z
Uc' 1x102
u_ U
0 0>
0.5x1 d-2 -
W
U
LL
00
U
L
1
1
1
INDla
PROPERTIES
-200=38%
1
LL=67%
1
PL=15%
1
1
Pi=52%
1
1
1
1
1
1
1
1
1
\31
1 1
1
1
0.1
10
100
BORING
SAMPLE
DEPTH
(feet)
NM
(%I
yt
(PO
e °
a„°
(tifl
iv"'
(0)
OCR
CR
CRe
RR
TF-102
US-2
27'-29'
44
110
1.457
0.77
2.8
3.5
0.27
0.28
0.020
Cv
001 01 10 100
EFFECTIVE VERTICAL CONSOLIDATION STRESS, &ye (T.S.F.)
CONSOLIDATION TEST RESULTS FOR
CLAYEY FINE SAND WITH SHELL FRAGMENTS
FROM LOWER CONFINING UNIT
1x1041
1xio-10
Mir * Ardaman & Associates, Inc.
Cnnialtini Envenoms in Sit. HYdrclinnsrl.
..;: Feelldxtw®1, gad MetRd! Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA. NORTH CAROUNA
N39695
FIGURE 3-3
DRAWN 9, RBE �Br IDATE 7_113..90
E..0 ro9 DYED
wO89 l

Uyo
Q (SCHMERTMANN)
VERTICAL STRAIN, E,, (%)
0.0
5.0
10.0
15.0
20.0
25.0
• 2x10-2
0
1.5x10
Z
O H
O E 1x10'2
IZ U 0.5x10-2
0
LL
W
O 0
0
e e� o��
e
\
o
INDEX
PROPERTIES
-200=21%
LL=51%
PL=15%
P1=36%
O
11
1
1
1
1
_
1
1
1
1
0.01
01
10
100
BORING
SAMPLEDEPTH
NM
)
(YPt
e°
OCR
CR
CR0
RR
TF-103
US-2
30'-32'
40
114
1.09
0.83
1.6
1.9
0.19
0.22
0.015
001
txlo-t0
01
1
10
100
EFFECTIVE VERTICAL CONSOLIDATION STRESS, cT (T.S.F.)
CONSOLIDATION TEST RESULTS FOR towArdarnan Associates, Inc.
afgAreCoawloM Eupwwn wE $iil. ►MMMe1Nf�,
CLAYEY FINE SAND WITH SEAMS OF `°tl�"""`""�"'AC1O°"'
PLASTIC CLAY FROM LOWER CONFINING UNIT TE(ASTANK FARM GULF INC.
E ACTION PLAN
PHOSPHATE OPERATIONS
AURORA. NORTH CAROUNA
1439695
OR. r RBE
�8e
4 0p9
CHECKED !v
,
1
FIGURE 3-4

Qv.
Qvrw (SCHMERTMANN)
VERTICAL STRAIN, E„ (%)
0.0
2.5
5.0
7.5
10.0
12.5
15.0
0.01
Z 4x10-2
0
0
0
3x10-2
Z
OU N 2x10.2
0 cv
U 1x10"2
LU
0
U
tL
0
U
o r'
'0 01��
o
e
\
o ‘
INDEX
PROPERTIES
-200=22%
-
_
1
1
0 1
LL=42%
PL=19%
PI=22%
1
1
11
t
01
1
0
1
1
1
0
0
o
0
01
10
100
BORING
SAMPLE
DEPTH
(1�)
NM
(%)
yt
(Pci)(taf)
so
a�
o�,l
( )
OCR
CR
CRc
RR
TF-105
US-1
27.5'-29.5'
37
111
0.963
0.87
3.2
3.7
0.14
0.18
0.009
0.01
kv
01
10
100
EFFECTIVE VERTICAL CONSOUDAT)ON STRESS, a (T.S.F.)
CONSOLIDATION TEST RESULTS FOR
CLAYEY FINE SAND FROM
LOWER CONFINING UNIT
Ix1o8
1x10 10
Row Ardaman & Associates. Inc.
giawAti Committal Esposito to Sells, Mylrogeolo,y,
Farmhouses, sad Algiers* Tram,
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PHOSPHATE OPERATIONS
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ORAWN R. RBE HF[KEDaV
NJ%%
FIGURE 3-5
88-089

U.S.
2
2= Z = a
r, N ' h RI 0
100 J , i J
STANDARD SIEVE SIZE
o o 8
o o 0 a N
2 O 0 O 0 0 O
Z 2 Z Z 2 Z
it I ,
90
a
E
t
I
4
80
•
•
.
E
4
0
1
E r
t-
= 70
4
4
/
1
1
N
4
I $
r
W
b0
.
..
t$
4
♦
4
E 1
m
Cr 50
E
E•
4
1
4
4
r'
I
I I.
W
Z
1-1.40
•
•
0--
•
1 -�
♦
1 s
‘1t-
1
Z
W 30
I
I
N
I. .1
r
E
e J
U
CC
d 20
•
•.
I
i
4
I
4
.E
.,
10
•
•
•
F
: 1
4
0
�
4
'00 i0 i.0 0.
GRAIN SIZE IN MILLIMETERS
0.01
0.001
GRAVEL
SAND
COARSE FINE
COARSE i MEDIUM FINE
SILT
SILT
TEST
HOLE NQ
SAMPLE
NO.
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
B-1
S-7
20.0'-21.0'
0
LIGHT BROWN FINE SAND
SP
B-2
S-8
20.0'-21.0'
•
DARK GRAY SLIGHTLY SILTY MEDIUM TO FINE SAND
SP-SM
TF-106
S-8
20.0'-22.0'
o
GRAY MEDIUM TO FINE SAND
SP
PARTICLE SIZE DISTRIBUTION OF
CONFINED SAND LAYER
ow is Ardaman & Associates, Inc.
Consulting Engineers In Sods, Hydrogaotogy,
Foundations, and Materials Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORT�H�CAROUNA
"A"" RBE ICNECKED KY f' y/1 !DATE 7-18..I90
FILE NO i niMAO AOOBYi
N3%95
FIGURE 3-6

tivm (SCHMERTMANN)
VERTICAL STRAIN, E„ (%)
0.0
5.0
10.0
15.0
20.0
4x102
0
O • 3x10
(n U
Z
O n
U E 2x102—
Li.
O >
U
W 1x10-2
0
LL
W 0
0
0
0.01
0.1
10
100
BORING
SAMPLDEPTH
E}
NM
(yP�
ea
OCR
CR
CR
RR
TF-102
US-1
18'-20'
31
119
0.986
0.54
1.25
2.3
0.10
0.13
0.012
0.01
01
10
100
EFFECTIVE VERTICAL CONSOLIDATION STRESS, U„c (T.S.F.)
= 7 & Associates, Inc.
CONSOLIDATION TEST RESULTS FOR I. Ardaman n. M ., ates,«ac.
Fouwart ns, and Matsu& Team,
LEAN SANDY CLAY WITH SEAMS OF SILTY SAND TANK FARM REMEDIAL ACTION PLAN
FROM UPPER CONFINING LAYER
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
DRAWN ON ABE 1,kuko sr s IowTE 7.18_ 0
88-089
N39693
FIGURE 3-7

0.0
Qv0 -4 Uvwt (SCHMERTMANN)
VERTICAL STRAIN, P„ (%)
5.0
10.0
15.0
20.0
25.0
30.0
35.0 -
40.0 -
1 x10-2
0
7.5x10-3
Z
• to
O -..1„,
5x10
u.
O
U
LU 2.5x10-3
0
u.
W 0
O
0
0.01
0.1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
10
INDEX
PROPERTIES
-200=96%
LL=9696
PL=28%
P1=68%
100
BORING
SAMPLE
DEPTH
(feet)
NM
(%)
yt
(Pcf)
a
a1O
OA
om,
OA
OCR
CR
CRc
RR
TF-103
US-1
20'-22'
61
95.5
2.298
0.59
1.35
2.3
0.33
0.34
0.031
0.01
01
1
10
100
EFFECTIVE VERTICAL CONSOUDATION STRESS, cY (T.S.F.)
CONSOLIDATION TEST RESULTS
FOR PLASTIC CLAY FROM
UPPER CONFINING UNIT
w Ardaman & Associates, Inc.
oneNCSfIWI1mi Ew art rvi SWs, Hydf°paotagy,
Fevivi4trevis, avid Mnin h Tatting
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
oa.., .• RBE ICNECr<EOIV { 1°.rt 7-18-90
Gi8F8n�i089 ✓v
N39695
FIGURE 3-8

PERCENT FINER BY WEIGHT
100
90
80
70
6
5
40
3
20
10
zz
N/ N
z
In
0
U.S. STANDARD SIEVE SIZE 8
O 0 7 N
0
0 i z z z z
0
9
/
1
v1
�
`N
...
4
1
,
C
a
1
,
1
— SLIGHTLY SILTY FINE
TRACE SHELL FRAGMENTS
SAND WITH
1 /
t
r
+
w
r
1
.r
r\
,
(BORING
TF-100,
SAMPLE
S-12)
_
II r
r
1
ri
r
F /`J\V1
41
4 I
44
1 11
1
1
1
1
r
b
-
ii
r
r
RANGE
N
PARTICLE
S ZE
•
�
•
r
_1
j
i,
1 01
it1
•
DISTRIBUTION FROM 11
SAMPLES WITH SHELL
r
e
+
•
1 r
41
FRAGMENTS COMPRISING
ABOUT 30% TO 55% OF
N
4
il0
11/
SAMPLE BY DRY WEIGHT
r
IN
11 I
lr
1.0
GRAIN SIZE IN MILLIMETERS
GRAVEL
SAND
C'OARSE FINE
COARSE 44E01011 =IEEE
0.01
SILT
0.001
CLAY
SUMMARY OF PARTICLE SIZE DISTRIBUTION OF
CROATAN FORMATION SOILS
1111111, 112 Ardaman & Associates, Inc.
K'w Cannibal Engineers in Sods, Hydroiaoiony,
Mer .41 Foundations, and 'Arenas Trains
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
DRAWN et
RBE
CHECKED av 1 ,DATE 7-18-90
EILE NO
88-089
A0 V
N 3%95
FIGURE 3-9

U.S.
z = ♦
as N — en n 2
STANDARD SIEVE SIZE
o o 8
0 N p;.; 8 O C N
2 2 2 2 2 2 2
90
r
«
G
'
BO
o
r
1$
4
..Ft.
M
4
E
F—
4
0
r
W
60
►
f
l
w
1
a
r
CO
Cr 50
r
1
4
h
1
4
4
i 1
1
?
11 40
►
►
1
4
w
1
W
�+:.
e
_
1
0
4 ♦
1
.+
H
Z
W 30
r
4
4
is
1
i
Q
4
4 4
4
U
Er
d 20
.`
Y
a
1
ll
4
a
a-•-
a
1
.li
100
10 1.0
GRAIN
0 0.01 0.001
SIZE IN MILLIMETERS
GRAVEL
SAND
CCAISE FINE
COARSE MEDIUM riNE
SILT
CLAY
TEST
HOLE NQ
SAMPLE
NO.
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
B-2
S-12
38.5'-40.0'
0
GRAY CLAYEY MEDIUM TO FINE SAND WITH SHELL
SC
FRAGMENTS AND CEMENTED SAND
B-3
S-12
38.0'-40.0'
•
GRAY CLAYEY COARSE TO FINE SAND AND SHELL
SC
FRAGMENTS
TF-2
S-11
33.5'35.0'
O
SHELL FRAGMENTS AND GRAY SLIGHTLY CLAYEY FINE
—
SAND WITH CEMENTED SAND (SHELL FRAGMENTS
COMPRISE ABOUT 55% OF SAMPLE BY DRY WEIGHT
AND RANGE FROM ABOUT 1 mm TO 25mm IN SIZE)
PARTICLE SIZE DISTRIBUTION OF
CROATAN FORMATION SOILS
fisiff..-11 Ardaman & Associates, Inc.
Consoling Engineers la Sods, Hydroa1ogy•
'p
' ' Foundations. and Maters is Tasting
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
GRAW. ROE ICNECKED 4Y. I OwIF 7-18-90
FOIE Yi: a AO DIl
88-089 I Z
N39895
FIGURE 3-10

U.S. STANDARD SIEVE SIZE z Z f 0 0 0 0 0 p 8
N .4., N Z
N1 N Z ,1 Ni 2 p Z 0 0 0 0 0
Z Z Z Z Z
00i. •1 1
90
••
+
80
4
•
1
1
S.
•
•
M
t
$
0
4—
I TO
•
4
t»
•
t
fa
-.
4
i
4
ll
60
4-
,
t
i
4
4
C
•
1•
1
1 M
r
co
Q' 50
/
n
$
l
I
4
t
•
t
4 4
t
W
Z
_
CZ 40
la
4
4
4
1
�y
"1
4
R
4
4
4 4
•
4—
z
W 30
•t:•
4
•4
••
t
4
4 4
14
cr
laeL 20e
t
•
,.
1
4
N
P
4
•
$
F M
Q A
0
10
+
e
4
,M
1 111
4
4—
_j k
• El
9
1
3
o-..+-
—
,
4
4
1
r
-
1oo io L '0 0. 0.01
GRAIN SIZE IN MILLIMETERS
0.001
GRAVEL 1 SAND
COARSE �,NE ECOARSE MEDRJH E,NE
SILT
CLAY
TEST
HOLE NO.
SAMPLE
N
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
TF-3
S-11
38.5'-40.0'
0
GRAY CLAYEY COARSE TO FINE SAND AND SHELL
SC
FRAGMENTS
TF-3
S-13
48.5'-50.0'
•
GRAY SIGHTLY SILTY COARSE TO FINE SAND AND
SP-SM
SHELL FRAGMENTS (SHELL FRAGMENTS COMPRISE
ABOUT 38% OF SAMPLE BY DRY WEIGHT, RANGING
FROM ABOUT 1 TO 20mm IN SIZE)
TF-100
S-11
35.0'-36.5'
2,
SHELL FRAGMENTS AND GRAY CLAYEY FINE SAND (SHELL
FRAGMENTS COMPRISE ABOUT 53% OF SAMPLE BY DRY
WEIGHT, RANGING FROM ABOUT 0.2 TO 25mm IN SIZE)
PARTICLE SIZE DISTRIBUTION OF
CROATAN FORMATION SOILS
irarle Ardaman & Associates, Inc.
. . .. .. Cl'Orni n� En*neen Io Seds, HydroWology,
Foundations, and A4lrdt Testin1
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
DRAWN , RB CHECKED BDATE 7-1 a.9Q
E NC
88.089
1 4. By '1
N39695
FIGURE 3-11

U.S. STANDARD SIEVE SIZE
b 4. o 0 0 0 0 a g
oor ,„ N
M pQ N 2 IA 2 Z 2 i 2 2 2 2
00 1 ♦ l J
I. II1 1 1...90
N
4
•
♦
d
lr `
80
•
41
1
1
1-
y
I
I.
1-4
` r
�`
E
1
I
1-
70
M
1
•
4
k
N
Q
4
1 N
•
oz
al•
60
I+
1
.I
I
144
r
1
11
,1
1 /
•
o: 50
I
I
1
M
1.
1
k
1 •
1
1
W
Z
u. 40
1
I
4
44
1
4
1 :.:.,
1
_:..
1
`
1‘
$
4
h
Z
30
'•
I
••
1
I
1 l
11
•
0
CIC
a. 20
1
1
1
1
I
1
4
M
1
1 I
•
!0
1
1
1
rt
Anr
j
z - y
jb
♦
4
f
14
00
10
1.0
GRAIN
0.
SIZE IN MILLIMETERS
0.01
0.001
GRAVEL
SAND
COARSE FINE
COARSE I MEDIUM FINE
SILT
CLAY
TEST
HOLE NQ
SAMPLE
NO.
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
TF-100
S-12
40.0'-41.5'
0
GRAY SLIGHTLY SILTY FINE SAND WITH TRACE SHELL
SP-SM
FRAGMENTS
TF-102
S-15
45.0'-46.5'
•
SHELL FRAGMENTS AND GRAY SUGHTLY CLAYEY FINE
—
SAND WITH CEMENTED SAND (SHELL COMPRISES
ABOUT 54% OF SAMPLE BY DRY WEIGHT, RANGING
FROM 0.2 TO 25mm IN SIZE)
TF-103
S-12
40.0'-41.5'
0
GRAY CLAYEY COARSE TO FINE SAND AND SHELL
SC
FRAGMENTS (SHELL COMPRISES ABOUT 42% OF
f
SAMPLE BY DRY WEIGHT, RANGING FROM ABOUT
0.2 TO 19mm IN SIZE)
PARTICLE SIZE DISTRIBUTION OF
CROATAN FORMATION SOILS
witarlo Ardaman & Associates, Inc.
:'i; Consulting En*nien 1• Sods, Hydrogology,
Foundations. and Materials Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DRAWN 8v KJS [HECKE08v !DATE 7-18-90
fI88./Ip�
W-Voa
R vE08 j .
l
N39695
FIGURE 3-12

U.S.
z i a
. E = Y
N .- of Z
00 _:: I; d
STANDARD SIEVE SIZE
0 0 $
o N r$ 0 p N
p Q
i 2 2 2 2 2 2
1 ( 1
90
1
1
1
1
1
1
0
�•••
80
4
4
1
4
1/
0
CI
'J
'6%
1
),
1
1—
70
$
4
4
1.
.44.
1 11
1
-
(.9
W
3 s0
♦
14
•
4
A
1
1 1 1
I
CO
ft 50
♦I
I
w
I
4
1
it 1
Ill
1
W
2
11 40
14
1
M
1
i
i
4
g
4
I
Y
I-
Z
LAJ
I
•
-
H
♦
4
/
a
f
030
cr
a20
•
1
14
N
4
I.1
1
FI
o
1
Y
I
+
/
I_
\II
0
L
1 I
-`
r
1
100
iL
10 1.0 0.
GRAIN SIZE IN MILLIMETERS
0.01
0.001
GRAVEL
SAND
_OARSE ,,ME
COARSE 1 U(DW 11 FINE
SILT
CLAY
TEST
HOLE NG
SAMPLE
NO.
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
TF-104
S-13
45.0'-46.5'
0
GRAY CLAYEY MEDIUM TO FINE SAND AND SHELL
SC
FRAGMENTS WITH CEMENTED SAND ISHELL
COMPRISES ABOUT 32% OF SAMPLE BY DRY WEIGHT,
RANGING FROM 0.2 TO 10mm IN SIZE)
TF-105
S-13
45.0'-46.5'
•
GRAY SLIGHTLY CLAYEY FINE SAND WITH TRACE
SC
SHELL FRAGMENTS
TF-105
US-3
32.5'-34.5'
GRAY CLAYEY COARSE TO FINE SAND WITH SHELL
SC
FRAGMENTS
PARTICLE SIZE DISTRIBUTION OF
CROATAN FORMATION SOILS
amr.111 Andaman & Associates, Inc.
::`.' Ceinult'n* Enlneen 1R Soib. Hydro�edo�y,
Foundatlom end Aletanh Tenin�
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DRAWN tl, KJs 1 CHECKED e. _13iO*TE 7-18-90
.J
—
v eV
v�8c - 1
N39695
FIGURE 3-13

U.S. STANDARD SIEVE SIZE
z v o 0 0 0 o a g
oo Ni o, ,0 N
N - RI Ai Z T Z Z Z Z Z Z
i00 ' 1 1 J J 1 1 1 l 1.
i
9
BO
1•
I
1 1
•
'..
N
70
I
r
I
1 ,4
I
6
...
g
I
1
1 44
1
C.9
W
60
►•
1
1
**
.4
44
/
4 I
I
CO
Cr 50
s
e
4
4
4
1
j
^11
V
a
1
1 A
I
W
2
CI 40
1•
1
1
I..
1
1
4
Ii
1
g
I 0
4
Z
LiJ 30
►
4
1
e
I
-i
I
1 4
1
V
Q
d20
l
e
14
AI
I
!
I 1
Q
1
13
;ID1
•
1
r1
.4
4
N
i
1 M
•
.
iii
Y
i
1
,
1
100
10 1.0
GRAIN
0.
SIZE IN MILLIMETERS
0.01
I
0.001
GRAVEL
SAND
COARSE .IRE
COARSE 81E0108 FINE
SILT
CLAY
TEST
HOLE NO.
SAMPLE
NO.
DEPTH
SYMBOL
SAMPLE DESCRIPTION
UNIFIED
CLASS.
TF-106
S-11
30.0-31.5'
0
SHELL FRAGMENTS AND GRAY CLAYEY FINE SAND
—
(SHELL COMPRISES ABOUT 50% OF SAMPLE BY DRY
WEIGHT, RANGING IN SIZE FROM 0.1 TO 19mm)
TF-106
S-14
45.0-46.5'
•
SHELL FRAGMENTS AND GRAY SLIGHTLY CLAYEY FINE SAND
—
(SHELL COMPRISES ABOUT 55% OF SAMPLE BY DRY
WEIGHT, RANGING FROM 0.1 TO 19mm IN SIZE)
PARTICLE SIZE DISTRIBUTION OF
CROATAN FORMATION SOILS
SW * Ardaman & Associates, Inc.
!1.�.�,,. Consulting Engineers In Seib. Hydrogeology,
.... foundations. mil Materiels Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
ORAWN or KJS !CHECK EDeT DATE 7-1&gp
+-i/T1
Cil 88-089
APR E ev `-
{ ,"_`
N3%95
FIGURE 3-14

PLASTICITY INDEX, PI(%)
800
700
600
500
400
300
200
100
0 —
0
' 1
TYPICAL RANGE FOR
SLURRY TRENCH BENTONITES
100 200 300 400 500 600 700
UQUID LIMIT, LL(%)
ATTERBERG LIMITS OF WYO-BEN
HYDROGEL BENTONITE
800
Ardaman & Associates, Inc.
Cossetting Eagleson it Sock, HyMMslotiy.
Forr/rtiens, mid MotwiMt Testing
TANK FARM REMEDIAL ACTION PLAN
TDCASGULF INC,
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
N3%95
FIGURE 3-15
DRAWN
BY
E LLpE�NO���
WW8O
KJS
ICNECREO BY
I4
1 DAT
7-18-90

10
COEFFICIENT OF PERMEABILITY, cm/sec
105
10$
10'
SYMBOL
SAMPLE
-200 (%)
B-1 15
MWTF-2 25
RANGE IN kh FOR SURFICIAL SOILS
FROM IN -SITU PERMEABILITY TESTS
FOR FINES CONTENTS OF 13 TO 22%
A...--- INITIAL MOISTURE
W, =23.1 CONTENT, %
Yd =99.8 INITIAL DRY DENSITY, pcf
W1 =27.5
Yd =94.4
Wi =25.4
Yd =97.9
Wt ar24.5
Yd =97.3
W; =26.4
Yd=94.6
0 1 2 3 4 5 6 7
BENTONITE CONTENT, %
BENTONITE CONTENT VS. COEFFICIENT OF PERMEABILITY
OF SOIL-BENTONITE BACKFILL MIXES
Niar'U Andaman & Associates, Inc.
` t Commits*, Ewomen in Sods. Hydrogeology,
f onndatient. and Materraa% Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA. NORTH CAROLINA
N3%9
FIGURE 3-16
PAWN 9,
,,LE �(
��N
8&)0QQ9
S
CHECKED SY
A/rN04E0 :5

PERCENT FINER BY WEIGHT
100
90
80
70
60
50
40
30
20
10
i z
FO N
1
z
z
.- ern
1 1
o
rn 2
U.S. STANDARD SIEVE SIZE
o
0 0 o
a
Z 2 2 z 2 2
1 1 1 I
w
4
0
1--
1 t �
n
M
E.
ae�
4
h
a-
1*
4
b`
`
100
10
1.0 0.
GRAIN SIZE IN MILLIMETERS
0.01
0.001
GRAVEL
SAND
COARSE FINE
COARSE I MEDIUM
FINE
SILT
CLAY
SYMBOL
-
SAMPLE
DESCRIPTION
MWTF-2
BROWN CLAYEY FINE SAND WITH TRACE
FINE SHELL FRAGMENTS (SC) WITH 5%
WYO-BEN HYDROGEL
• O
B-1
BROWN SILTY MEDIUM TO FINE SAND WITH
TRACE FINE SHELL FRAGMENTS (SM) WITH
4% AND 6% WYO-BEN HYDROGEL
PARTICLE SIZE DISTRIBUTION OF
SOIL-BENTONITE BACKFILL MIXES
Ardaman & Associates, Inc.
Consulting En*neen in Soils, Mydrogeology,
Foundations, and Matetals Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA. NORTH CAROUNA
DRAWN SV KJS 1CMECKEOev 1,1 JOATE 7-18-90
FILE NO
88-089
N39695
FIGURE 3-17

Texasgulf Inc.
File Number 88-089 4-1
Section 4
DESIGN CONSIDERATIONS FOR REMEDIAL ACTION SYSTEM
4.1 Elements of Remedial Action System
The tank farm remedial action system consists of the following five elements:
• Continue the on -going program of installation of new containment facilities to contain
leaks/spills around the piperack, and phosphoric and superphosphoric acid storage tanks.
• Install an approximately 750-foot long soil-bentonite cut-off wall along the north side of
the tank farm to contain contaminants in the surficial deposits and protect surface waters
in the adjacent barge slip.
• Install a system of withdrawal wells along the inside of the cut-off wall tapping the
confined sand layer to reduce the levels of contaminants in the confined sand layer and
overlying deposits.
• Install a system of fresh water injection wells on the south side of the tank farm and a
system of withdrawal wells on the north side of the tank farm tapping the Croatan
formation to reduce the levels of contaminants in this formation.*
• Institute a revised groundwater monitoring program in the tank farm area to measure
the effectiveness of the above actions.
The layout of the remedial action system is depicted in Figure 4-1.
4.2 Installation of New Containment Facilities
Installation of new containment facilities to minimize and contain leaks/spills from the main east -
to -west piperack (see Figure 4-1) have been completed. This system includes a concrete
containment pad with a lined drainage ditch and sump to collect leaks/spills from the pipelines,
and therefore to a large degree removes the east -to -west piperack as a source of groundwater
contamination.
* The conceptual layout of the remedial action system, as presented in our letter of March 6,
1990 titled "Response to Deficiencies Noted by the DEM Concerning the Tank Farm
Supplemental Remedial Action Plan and Proposed Revised Remedial Action Plan", originally
included a system of injection wells on both the north and south sides of the tank farm and
withdrawal wells in the center of the tank farm. This conceptual layout was modified during
final design to a system with one line of injection wells on the south side of the tank farm and
one line of withdrawal wells on the north side of the tank farm. The modification was made
to simplify the system, and eliminate the need to install wells in the congested center portion
of the tank farm near the east -to -west piperack. The two lines of wells achieve the objective
of the remedial action plan to reduce the levels of contaminants in the Croatan formation.

Texasgulf Inc.
File Number 88-089 4-2
The long-term program to minimize and contain leaks/spills around the phosphoric and
superphosphoric acid storage tanks is also underway. The relocation and reconstruction of Tanks
016 and 044 (see Figure 4-1) have been completed. The rebuilt tanks are constructed on new
foundations with a concrete spill containment pad and lined drainage ditch and sump. Installation
of new containment facilities around the remaining phosphoric and superphosphoric acid storage
tanks will be implemented as outlined in Section 4.2.1 of the original Remedial Action Plan dated
October 31, 1989.
4.3 Installation of Cut -Off Wall
As discussed in Section 2.4, the direction of groundwater flow in the surficial sand layer and
confined sand layer is generally northward. At downgradient monitor well clusters MWTF-2 and
MWTF-3, elevated levels of some constituents have been detected in the confined sand layer
(Section 2.6.1.2), while groundwater quality in the surficial sand layer remains largely unaffected
(Section 2.6.1.1). To contain the existing contaminants in the confined sand layer, a 750-foot long
vertical soil-bentonite backfilled cut-off wall constructed using the slurry trench method will be
installed on the north side of the tank farm (Figure 4-1). The cut-off wall will be excavated
through the surficial and confined sand layers and keyed 3 feet into the top of the relatively
impervious lower confining unit in the surficial deposits, resulting in a cut-off wall ranging from
25 to 32 feet deep (Drawing 5).* As discussed in Section 2.3.3.1, this confining unit is typically
comprised of gray to greenish -gray clayey fine sand to sandy clay often with shell fragments. The
cut-off wall will have a top elevation of 8.0 feet (MSL), a thickness of 2.5 feet, and a backfill
coefficient of permeability equal to or less than 1x10-7 cm/sec, or an equivalent ratio of
permeability to thickness. As addressed in Section 3.3, soils excavated from the slurry trench will
be used as backfill for the cut-off wall with sufficient bentonite added to provide a backfill
coefficient of permeability of less than 1x10-7 cm/sec.
The end points of the cut-off wall were selected such that the cut-off wall extends sufficiently in
an east -west direction to intercept contaminants within the surficial sand and confined sand layers.
The potential extent of contaminants was estimated from the direction of groundwater flow
obtained from the water table and potentiometric surface maps of the surficial sand and confined
sand layers presented in Figures 2-4 and 2-5 of the Supplemental Remedial Action Plan. Using
these maps, flow lines** were drawn for these two layers along the west side of the tank farm
from phosphoric acid tank 006 and along the east side from the east end of the pipe rack.
Previous leakage from these two locations should represent the western- and eastern -most
potential sources of leaks/spills, respectively, and accordingly flow lines from these sources should
delineate the likely western and eastern extent of groundwater contamination.
As outlined below in Section 4.4, a series of seven withdrawal wells on 100-foot centers tapping
the confined sand layer will be installed on the inside (south side) of the cut-off wall to reduce
the levels of contaminants in the confined sand layer and overlying soils. The withdrawal wells
will lower the piezometric water level in the confined sand layer on the inside of the cut-off wall,
* Drawings 1 through 11 are contained in Attachment I.
**
Flow lines are drawn perpendicular to the water table or piezometric water elevation lines
shown on these figures.

Texasgulf Inc.
File Number 88-089 4-3
creating a "low point" in the confined sand layer piezometric water level, and thereby preventing
the flow of contaminants around the ends of the cut-off wall.
4.4 Installation of Confined Sand Layer Withdrawal Well System
A series of seven withdrawal wells on 100-foot centers tapping the confined sand layer will be
installed on the inside (south side) of the cut-off wall to reduce the level of contaminants in the
confined sand layer. The locations of the withdrawal wells, designated SWW-1 through SWW-7,
are depicted on Figure 4-1. The wells will be operated such that a maximum piezometric water
level of about 2 feet (MSL) is achieved in the confined sand layer between the wells, creating a
"low point" in the confined sand piezometric water level to prevent flow around the ends of the
slurry wall. An elevation of 2 feet (MSL) was selected because this level is about 1-foot lower
than the lowest natural piezometric water level measured to -date at monitor wells MWTF-2B and
MWTF-3B (Section 2.4). Because of downward seepage from the surficial sand layer, groundwater
withdrawal from the confined sand layer will also result in the reduction of the level of
contaminants in the surficial soils as they migrate downward into the confined sand layer.
4.4.1 Design Features of Withdrawal Well System
As shown on Drawing 6, the withdrawal wells will be constructed of 4-inch diameter PVC pipe
with a 4-foot long slotted well screen in a 12-inch diameter borehole sealed into the confined sand
layer. Pneumatic pulse pumps will be installed in each well connected to a common 2-inch
diameter HDPE discharge pipe. A ball valve will be installed at the top of each well to allow
isolating each pump/well for service, and a pet cock valve will be installed to allow sampling of
groundwater from each well. The two discharge pipes from the wells (one servicing wells SWW-1
through SWW-3 and one servicing wells SWW-4 through SWW-7) will be routed to the control
building (Figure 4-1), connected together, and then connected to a totalizing meter (Drawing 7).
Groundwater from the withdrawal wells will be pumped to the existing pond water return system
in the SPA plant. Four pulse senders will be used to control the pumping rates from the wells:
(i) one servicing well SWW-1; (ii) one servicing well SWW-7; (iii) one servicing wells SWW-2 and
SWW-3; and (iv) one servicing wells SWW-4, SWW-5 and SWW-6.
4.4.2 Modeling of Performance of Withdrawal Well System
Based upon the results of the field exploration (Section 2), the generalized hydrogeologic cross
section and formation properties depicted in Figure 4-2 were used to model the stratigraphy of
the tank farm area. The three dimensional finite -difference groundwater flow model MODFLOW
by McDonald & Harbaugh (1984) was used with this generalized stratigraphy to predict the effect
of the withdrawal wells on water levels and the flow into each well.
The projected potentiometric surface map of the confined sand layer based upon maintaining a
maximum piezometric water level between wells of about 2 feet (MSL) is presented in Figure 4-3.
As shown, the withdrawal wells create a "low -point" in the potentiometric surface of the confined
sand layer resulting in groundwater from beyond both the east and west ends of the cut-off wall
flowing radially towards the wells. Accordingly, groundwater in the confined sand layer below the
tank farm area cannot flow around the ends of the cut-off wall. As shown in Figure 4-4, the
projected flow into the withdrawal wells ranges from 2.7 gal/min for the two end wells (SWW-1
and SWW-7) to 1.2 gal/min at the center well (SWW-4), resulting in a total projected flow of 12.8

Texasgulf Inc.
File Number 88-089 4-4
gal/min. The piezometric water levels in the wells will vary from about 1-foot (MSL) in the two
end wells to 1.2 feet (MSL) in the center well (Figure 4-4).
4.5 Installation of Croatan Formation Injection/Withdrawal Well System
A series of seven fresh water injection wells on 100-foot centers tapping the Croatan formation
on the south side of the tank farm, and a series of seven withdrawal wells on 100-foot centers
tapping the Croatan formation on the north side of the tank farm will be installed as part of the
remedial action system to remove contaminants from the Croatan formation. The locations of the
injection wells, designed CIW-1 through CIW-7, and the withdrawal wells, designated CWW-1
through CWW-7, are presented on Figure 4-1.
4.5.1 Design Features of Injection Well System
As shown on Drawing 8, the injection wells will be constructed of 4-inch diameter PVC pipe with
a 15-foot long slotted well screen in a 12-inch diameter borehole sealed into the Croatan
formation. The injection wells will be connected to a common 4-inch diameter PVC header pipe
at Elevation 5.0 feet (MSL). The header pipe will be connected to a water level control tank.
The water level within the tank will be adjustable within the range of 5 to 15 feet (MSL) via an
adjustable drop pipe. Once the drop pipe is set at a selected water level, the flow of water into
the tank to maintain the selected water level will be controlled by a float valve. A totalizing meter
will be provided for the water level control tank to monitor the quantity of fresh water injected
into the Croatan formation. Clean -outs are provided at three locations on the header pipe
(Figure 4-1), and access is provided to each injection well by a riser pipe to ground surface
(Drawing 8).
4.5.2 Design Features of Withdrawal Well System
As shown on Drawing 6, the withdrawal wells will be constructed of 4-inch diameter PVC pipe
with a 15-foot long slotted well screen in a 12-inch diameter borehole sealed into the Croatan
formation. Pneumatic pulse pumps will be installed in each well connected to a common 2-inch
diameter HDPE discharge pipe. A ball valve will be installed at the top of each well to allow
isolating each pump/well for service, and a pet cock valve will be installed to allow sampling of
groundwater from each well. The two discharge pipes from the wells (one servicing wells CWW-1
through CWW-3 and one servicing wells CWW-4 through CWW-7) will be routed to the control
building (Figure 4-1), connected together, and then connected to a totalizing meter (Drawing 7).
Groundwater from the withdrawal wells will be pumped to the existing pond water return system
in the SPA plant. Four pulse senders will be used to control the pumping rates from the wells:
(i) one servicing well CWW-1; (ii) one servicing well CWW-7; (iii) one servicing wells CWW-2 and
CWW-3; and (iv) one servicing wells CWW-4, CWW-5 and CWW-6.
4.5.3 Modeling of Performance of Injection/Withdrawal Well Systems
The projected potentiometric surface map of the Croatan formation for the operating condition
of maintaining a piezometric water level of 10 feet (MSL) in the injection wells and about -2 feet
(MSL) in the withdrawal wells is presented in Figure 4-5. As shown, the injection wells will create
a "mound" in the Croatan formation along the line of wells with flow occurring both northward
and southward away from the wells. The withdrawal wells will create low points in the

Texasgulf Inc.
File Number 88-089 4-5
potentiometric surface with flow into the withdrawal wells coming largely from the injection well
induced flow, and a small component from the formation to the north of the withdrawal wells.
As shown by the potentiometric surface map, flow from the injection wells will also occur radially
around both the east and west ends of the tank farm. Accordingly, groundwater within the
Croatan formation somewhat beyond the east and west ends of the lines of wells will also be
recovered by the withdrawal wells.
As shown in Figure 4-6, the projected flow into the injection wells ranges from 3.9 gal/min for the
two end wells (CIW-1 and CIW-7) to 1.7 gal/min for the center well (CIW-4). The total projected
flow into the injection well system is 19.3 gal/min. The projected flow from the withdrawal wells
to maintain a piezometric water level in the withdrawal wells of about -2 feet (MSL) varies from
1 gal/min for the two end wells (CWW-1 and CWW-7) to 0.7 gal/min for the center well
(CWW-4). The projected total flow into the withdrawal well system is about 6 gal/min.
4.6 Surface Settlements Induced from Groundwater Withdrawals
The surface settlement expected at various locations in the tank farm was estimated based upon
the projected changes in piezometric water levels in the confined sand layer and Croatan
formation due to the injection and withdrawal well systems. The surface settlements were
estimated for the following locations: (i) at the line of withdrawal wells on the north side of the
tank farm; (ii) between and below the sulfur tanks (i.e., Tanks 003, 005 and 050); (iii) between
and below the phosphoric acid tanks (i.e., Tanks 006, 007, 008, 009, 017, 019 and 021); and (iv)
at the south end of the tank farm below the fertilizer blend tanks. The estimated settlements for
each of these locations are presented below:
Location
Surface Settlement
(inches)
• At Withdrawal Wells
• Sulfur Tanks
Between Tanks
At Center of Tanks
• Phosphoric Acid Tanks
Between Tanks
At Center of Tanks
• Fertilizer Blend Tanks
Between Tanks
At Center of Tanks
0.2
0.2
0.5
0.15
0.2
0.1
0.1
As shown, the estimated surface settlements from projected piezometric water level changes are
relatively small, ranging from 0.1 to 0.5 inches. At the sulfur tanks, where surface settlement will
be the largest, a differential settlement across the tanks in the north -south direction of about 0.25
inches is expected (i.e., the north side of the tanks will settle 0.25 inches more than the south side

Texasgulf Inc.
File Number 88-089 4-6
of the tanks). This differential settlement will result in an angular distortion of 0.0002 feet/foot,
which is very small.
4.7 Performance Monitoring of Remedial Action System
Monitoring of injected and withdrawn water volumes, formation water levels, and groundwater
quality will be undertaken as generally requested by the DEM in their letter of December 8, 1989
concerning the tank farm Supplemental Remedial Action Plan.
4.7.1 Water Volumes
The volume of water withdrawn from the seven confined sand layer withdrawal wells, the volume
of water withdrawn from the seven Croatan formation withdrawal wells, and the volume of fresh
water injected into the seven Croatan formation injection wells will be determined monthly via
three totalizing meters incorporated into the system (see Drawings 7 and 8). The cumulative total
and monthly total volumes of groundwater withdrawn from the wells in the confined sand layer
and Croatan formation, and cumulative total and monthly total volumes of fresh water injected
into the Croatan formation will be provided quarterly to the DEM within 30 days after the end
of each quarter.
4.7.2 Water Quality Monitoring
After installation of the remedial action system, water quality monitoring will be undertaken
quarterly at: (i) the MWTF-1 well cluster; (ii) the FERT-1 utility well; (iii) the seven confined
sand layer withdrawal wells; (iv) the seven Croatan formation withdrawal wells; and (v) at the
water level control tank used to supply fresh water to the Croatan formation injection wells.*
Water quality monitoring will include determination of the field pH, water temperature and
specific conductance, laboratory pH, total dissolved solids, total organic carbon, chloride, sulfate,
total phosphorus, and fluoride as presently undertaken in conjunction with the quarterly
groundwater monitoring program. The results of the water quality monitoring will be reported
to the DEM within 30 days after the end of each quarter.
4.7.3 Water Level Monitoring
Water levels will be measured monthly in each of the existing nine monitor wells, two of the
existing test wells, and 13 proposed piezometers (three in the Croatan formation designated
CPZ-1, CPZ-2 and CPZ-3, and ten in the confined sand layer designated SPZ-1 through SPZ-10).
As shown in Figure 4-7: (i) three monitor wells (1C, 2C and 3C), one test well (CPW) and three
piezometers will tap the Croatan formation; (ii) three monitor wells (1B, 2B and 3B), one test well
(SPW), and ten piezometers will tap the confined sand layer; and (iii) three monitor wells (1A,
2A and 3A) will tap the surficial sand layer. The results of the water level monitoring will be
submitted quarterly to the DEM within 30 days after the end of each quarter. In conjunction with
water level monitoring, the water level in the barge slip and drainage ditch at the time of the
* Quarterly sampling of the MWTF-2C and MWTF-3C monitor wells as originally presented in
our letter of March 6, 1990 is not needed with the Croatan formation withdrawal wells
relocated to the north side of the tank farm. The groundwater quality in the Croatan
formation will be determined at each withdrawal well.

Texasgulf Inc.
File Number 88-089 4-7
well/piezometer readings will also be determined. Water level monitoring will continue on a
monthly basis for the first 12 months of operation of the remedial action system. If consistent and
expected water level behavior is observed, water level monitoring will be changed to a quarterly
basis thereafter.

z-b 31:1f19IA
Z
0
20
0
-10
-20
-30
-40
-50
-60
STRATIQRAPHIC UNIT
SURFICIAL SOILS
UPPER CONFINING UNIT
CONFINED SAND LAYER
LOWER CONFINING UNIT
TYPICAL COEFFICIENT
THICKNESS OF PERMEABILITY SOIL DESCRIPTION
FINE SAND TO
12' CLAYEY FINE SAND
6' kv=0.0038 ft/day
CLAYEY FINE SAND
TO PLASTIC CLAY
4'
khft/day
10' kv=0.0012 ft/day
MEDIUM TO FINE SAND
TO SILTY FINE SAND
CLAYEY FINE SAND
TO SANDY CLAY
CROATAN FORMATION 20'
kh=4.5 ft/day
CLAYEY TO SILTY
FINE SAND WITH
SHELL FRAGMENTS
YORKTOWN FORMATION
100' kv 0.0016 ft/day
GENERALIZED HYDROGEOLOGIC CROSS SECTION AND
FORMATION PROPERTIES FOR TANK FARM AREA
CALCAREOUS CLAYEY
FINE SAND TO
SANDY CLAY

4
0
C WELL
1 2 3 4 5 6 7
WELL NUMBER
4
3 2-
2
1
0
FLOW FROM WELL, a
WATER LEVELS AND FLOW RATES FOR
CONFINED SAND LAYER WITHDRAWAL WELLS
W il Ardaman & Associates, Inc.
'• Consulting Engineers in Soil Mechanics,
Foundation, and Materials Tasting
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROLINA
DRAWNBT KJS ICHECKEDBV: 1DATE7.18.90
FILE8 NO. AVPR Y'
8-069
N 36488
FIGURE 4-4

WATER LEVEL IN WELL, h (FEET, MSL)
16
14
12
10
8
6
4
2
0
-2
-4
h INJECTION
WELLS
♦
0
0—
..i
♦
•
0
0
0
0 INJECTION
WELLS
0
0 WITHDRAWAL
WELLS
o
�
4—
h WITHDRAWAL
WELLS
1
2
3 4 5
WELL NUMBER
6
7
5
4
3
2
0
WATER LEVELS AND FLOW RATES FOR
CROATAN FORMATION INJECTION/WITHDRAWAL
WELL SYSTEM
FLOW, Q (GAL/MIN)
I1Ardaman & Associates, Inc.
Conseil p Engineers in Seik. Hyhogeology,
Founretiens, 7e1 Materiels Testing
TANK FARM REMEDIAL ACTION PLAN
TEXASGULF INC.
PHOSPHATE OPERATIONS
AURORA, NORTH CAROUNA
DRAWN KV KJS 'CHECKED 6, P/1 "DATE 7-18-90
FILE NO.
APP OVE •V L.
'f�f
88- 89 1 `•
N3%95
FIGURE 4-6

Texasgulf Inc.
File Number 88-089 5-1
Section 5
GENERAL CUT-OFF WALL AND WITIIDRAWAI.ANJECTION WELL
TECHNICAL SPECIFICATIONS
The following technical specifications address the construction methodologies, construction
materials, and quality control testing requirements of the soil-bentonite cut-off wall and portions
of the injection/withdrawal well systems. The specifications may be revised during preparation of
the Bid Documents to include additional information or to reflect changes made in some features
of the design. Texasgulf Inc. will also provide the general terms and conditions portion of the
specification as part of the Bid Documents.
5.1 Intent
The intent of this specification is for the Contractor to install a groundwater remedial action
system comprised of a soil-bentonite cut-off wall, and a system of fresh water injection and
groundwater withdrawal wells in the tank farm area at Texasgulf Phosphate Operations in Aurora,
North Carolina. The cut-off wall will consist of 750 linear feet of a soil-bentonite backfill wall a
minimum of 2.5-foot thick extending to depths of about 26 to 31 feet (about 21,300 ft2) and having
a coefficient of permeability of equal to or less than 1x10-7 cm/sec, or an equivalent permeability
to thickness ratio. The withdrawal/injection well system will consist of: (i) seven 4-inch diameter
PVC withdrawal wells tapping the confined sand layer generally 22 to 28 feet deep; (ii) seven
4-inch diameter PVC withdrawal wells tapping the Croatan formation generally 53 feet deep; (iv)
seven 4-inch diameter PVC injection wells tapping the Croatan formation generally 50 feet deep;
and (v) the associated connecting header and discharge pipes, injection well water level control
tank, withdrawal well pneumatic pumps and pulse senders, air compressor, coalescing filter, air
dryer and associated controls, and control building.
5.2 List of Drawings
The eleven drawings listed below illustrating the general layout and typical details of the soil-
bentonite cut-off wall and withdrawal/injection well systems are included in Attachment I. The
drawings may be revised during preparation of Bid Documents to include additional information
or changes in some features of the design, and during construction as required by the Contractor
for installation of the cut-off wall and injection/withdrawal well systems.
Drawing
Revision
Description
1
P1
Tank Farm Aerial Photograph and Boring, Monitor Well and Test Well 1 Mation Plan
2
P1
Layout of Tank Farm Remedial Action System
3
P1
Site Plan for Soil-Bentonite Cut -Off Wall and Confined Sand and Croatan Formation
Withdrawal Well Systems
4
P1
Site Plan for Soil-Bentonite Cut -Off Wall and Confined Sand and Croatan Formation
Withdrawal Well Systems
5
P1
Profile Along Soil-Bentonite Cut -Off Wall and Typical Sections and Details
6
P1
Typical Details for Confined Sand and Croatan Formation Withdrawal Well Systems

Texasgulf Inc.
File Number 88-089
5-2
Drawing
Revision
Description
7
P1
Typical Cross Section and Details for Confined Sand and Croatan Formation Withdrawal
Well System
8
P1
Typical Details for Croatan Formation Injection Well System
9
P1
Soil Borings Along Soil-Bentonite Cut -Off Wall and Confined Sand and Croatan Formation
Withdrawal Well System Alignment
10
P1
Soil Borings Along Soil-Bentonite Cut -Off Wall and Confined Sand and Croatan Formation
Withdrawal Well System Alignment
11
P1
Soil Borings Along Croatan Formation Injection Well System Alignment
5.3 Contractor's Understanding
It is understood and agreed that the Contractor has, by careful examination and inspection, fully
satisfied himself as to the: nature and location of the work; conformation and character of ground;
site accessibility and nature of adjacent tank farm facilities; groundwater conditions; character and
quality of materials; kind of equipment and facilities needed for the performance of this work; and
general and local conditions which can affect the work covered here -under.
5.4 Work by Contractor
The work consists of furnishing all tools, labor, materials, plant, equipment, supervisory personnel
and Contractor's facilities to construct: (i) 750 linear feet of soil-bentonite backfill cut-off wall
having a minimum thickness of 2.5 feet and a coefficient of permeability equal to or less than to
1x10-7 cm/sec, or equivalent coefficient of permeability to thickness ratio; and (ii) 14 groundwater
withdrawal wells and 7 fresh water injection wells with all associated connecting header and
discharge pipes, injection well water level control tank, withdrawal well pneumatic pumps and
pulse senders, air compressor, coalescing filter and air dryer, and control building.
5.4.1 Layout of Work
The Owner will establish reference points for horizontal and vertical control near the construction
area. From these reference points, the Contractor will provide all horizontal and vertical control
necessary to complete the work to the location, lines and grades shown on the Drawings. The
exact locations of the injection and withdrawal wells, injection well water level control tank and
control building has not been specified, but will be in general accordance with the locations shown
on Drawing 2 field adjusted as approved by the Owner.
5.4.2 Soil-Bentonite Cut -Off Wall
5.4.2.1 Cut -Off Wall Geometric Requirements. The width of the soil-bentonite cut-off wall shall
be equal to or greater than 2.5 feet, or the equivalent thickness provided the required ratio of
coefficient of permeability to thickness is maintained (i.e., (10-7 cm/sec)/2.5').
5.4.2.2 Depth of Cut -Off Wall. The cut-off wall shall extend a minimum of 3 feet into the clayey
sands of the lower confining unit in the surficial deposits. The expected depth of the cut-off wall
along the 750-foot long alignment is shown on the cut-off wall profile on Drawing 5. The

Texasgulf Inc.
File Number 88-089 5-3
elevation of the base of the trench shall be determined by the Inspector representing the Owner
to confirm the 3-foot minimum depth of penetration into the approved clayey stratum. Material
excavated from the base of the trench shall be examined by the Inspector to confirm penetration
into the lower confining unit.
5.4.2.3 Cut -Off Wall Materials
(a) Bentonite. The bentonite shall consist of a premium grade high -swelling natural sodium
montmorillonite based product. The material shall have been formulated to function in
the presence of water soluble inorganic contaminants without loss of its filtrate control
properties. The Contractor shall submit a 10 pound sample of the bentonite proposed
for use for evaluation by the Owner, and shall indicate the manufacturer, trade name, and
properties of the proposed bentonite (mineralogic information and Atterberg limits
(ASTM D 423 and D 424)) for approval by the Owner prior to construction. The
Contractor shall not change bentonite during the work without the approval of the Owner.
(b) Water. Clean, fresh water shall be used to produce the bentonite slurry. The Owner will
make available a water source in the tank farm area. The Contractor shall be responsible
for securing water from the source designated by the Owner.
(c) Bentonite Slurry. The bentonite slurry used for supporting the sides of the trench and for
mixing with backfill material shall consist of a stable colloidal suspension of bentonite in
clean, fresh water. The bentonite slurry viscosity, prior to mixing with the backfill, shall
be no less than 40 seconds -Marsh as determined by a Marsh Funnel in accordance with
API RP 13B "Standard Procedure for Field Testing Drilling Fluids" (Section 2). The
density of the bentonite slurry shall not be less than 64 lb/ft3 as determined by API RP
13B (Section 1). The bentonite slurry everywhere in the trench must be maintained fluid
enough to pass through a Marsh Funnel and its total unit weight must be at least 15 lb/ft3
lighter than the soil-bentonite backfill mixture. From Station 3+00 to Station 7+50,
where soft clays are present, the bentonite slurry shall be maintained at a total unit weight
greater than 88 lb/ft3.
(d) Soil Backfill. Soil used as backfill shall consist of soil excavated from the slurry trench
provided it has no deleterious debris (i.e., trash, wood, organic material, etc.), has no
particles larger than 2 inches in diameter, is thoroughly homogenized prior to mixing with
bentonite slurry, and is approved for use as backfill by the Owner. Borrow soils, if needed
for use as backfill, shall be approved by the Owner. Locations of areas to stockpile
borrow soils at the construction site, if needed, also shall be approved by the Owner.
(e) Soil-Bentonite Backfill Mixture. Sufficient bentonite slurry and dry bentonite shall be
added and mixed uniformly and homogeneously with the soil backfill such that the soil-
bentonite backfill mixture has the following properties:
• a minimum bentonite content of 3.5 percent by dry weight of soil, where the bentonite
content is defined as the ratio of the dry weight of bentonite product to the dry weight
of soil;

Texasgulf Inc.
File Number 88-089 5-4
• a minimum of 18 percent material (bentonite and soil) by dry weight finer than the
U.S. Standard No. 200 sieve determined in accordance with ASTM D 421 and D 422;
• a coefficient of permeability equal to or less than 1x10 7 cm/sec at the in -situ density
determined in accordance with Section 5.7.1(e);
• a saturated paste placement consistency and water content corresponding to a slump
cone value of 4 to 6 inches determined in accordance with ASTM C 143;
• a placement saturated unit weight at least 15 lb/ft3 greater than the bentonite slurry
determined in accordance with API RP 13B.
For determining compliance with the permeability specification, a soil-bentonite backfill mixture
coefficient of permeability up to 2x10-7 cm/sec will be allowed, provided the average coefficient
of permeability of all test samples is equal to or less than 1x10-7 cm/sec.
The soil-bentonite backfill mixture must not shrink, consolidate or otherwise settle more than
2 inches beneath the desired final top of soil-bentonite backfill elevation of 8.0 feet (MSL)
prior to placing backfill above the top of the cut-off wall. The Contractor shall schedule the
work to allow the soil-bentonite backfill to settle and consolidate as much as possible prior to
placement of compacted granular backfill above the cut-off wall. If settlements in excess of
these specifications occur, the Contractor shall refill the trench with approved soil-bentonite
backfill mixture to Elevation 8.0 feet (MSL).
5.4.2.4 Disposal of Unsuitable Soils Excavated from Slurry Trench. Soils unsuitable for use as soil
backfill excavated from the slurry trench shall be disposed of on Texasgulf Inc. property at a
location selected by the Owner.
5.4.2.5 Excavation of Slurry Trench. The slurry trench shall be excavated by the slurry method,
i.e., under bentonite mud. The toe of the slope of the trench excavation shall precede the toe
slope of the soil-bentonite backfill mixture by a minimum of 50 feet and a maximum of 150 feet
to permit proper cleaning of the trench bottom, inspection of the material at the base of the
trench, and measurement of the depth of the trench.
The Contractor shall maintain the stability of the excavated trench at all times, with particular
attention given to trench stability where soft clays are penetrated between Station 3+00 and
Station 7+50. The elevation of the surface of the bentonite slurry and total unit weight of the
bentonite slurry shall be maintained as high as required to prevent cave-in, with the elevation of
the surface of the bentonite slurry maintained at least 2 feet above the surrounding water table
during construction. The excavated trench above the bentonite slurry level shall not be allowed
to cave into the bentonite slurry -filled trench. The Contractor shall provide all personnel,
equipment and material, as needed, to maintain the bentonite slurry level at all times during the
trench construction, after hours, weekends and holidays included.
After excavation of the trench is complete, the bottom of the excavation shall be cleaned of
sediments, as needed, prior to the placement of soil-bentonite backfill mixture to meet the
coefficient of permeability and the requirements of uniform homogeneous backfill.

Texasgulf Inc.
File Number 88-089 5-5
5.4.2.6 Soil-Bentonite Backfill Mixture Placement. Care shall be exercised during backfilling to
ensure that the soil-bentonite backfill mixture flows and displaces the bentonite slurry in the
trench, and to ensure that a uniform and homogeneous soil-bentonite backfill cut-off wall is
constructed.
Initially, the backfill mixture shall be placed in the trench by dropping it at the beginning of the
excavation from one location only until the material forms its angle of repose and emerges above
the bentonite slurry surface. The Contractor shall then backfill from the location of the initial
backfill to the opposite end of the trench. Backfilling operations shall proceed in such a manner
that the slope of the initial soil-bentonite backfill is maintained, which shall be no steeper than
5 horizontal to 1 vertical (5H:1V) nor flatter than 10H:1V. The soil-bentonite backfill material
shall be placed such that it slides down the slope of the previously placed backfill, and in such a
manner that pockets of bentonite slurry are not trapped within the backfill. Free dropping of
backfill through the bentonite slurry shall not be permitted after the initial backfill operation is
concluded. The soil-bentonite backfill may be placed by the use of a bulldozer or other Owner
approved equipment, and in such a manner that the backfill below the bentonite slurry surface will
be pushed along the trench.
5.4.2.7 Containment of Bentonite Slurry. During construction of the slurry trench, the Contractor
shall provide earth berms on both sides of the work area to prevent the release of bentonite slurry
or soil-bentonite backfill into the drainage ditch on the south side of the road or into the barge
slip. Particular care shall be taken to prevent the release of any materials into the barge slip.
5.4.2.8 Daily and Final Clean -Up. The Contractor shall clean-up the work site and install all
barricades as needed at the end of each work day to maintain the site in a clean and safe
condition as required by Texasgulf Inc. safety regulations.
Upon completion of the work, the Contractor shall remove and dispose of all trash, debris,
bentonite slurry, unused soil, etc., resulting from operations and excavations during construction
of the cut-off wall. Remaining unused soil and bentonite slurry shall be removed and disposed of
in areas designated by the Owner. The surfaces of the asphalt road disturbed by the cut-off wall
installation shall be replaced as outlined in Section 5.4.5. Soil surfaces disturbed by the cut-off
wall installation shall be cleaned of bentonite slurry and/or soil-bentonite backfill and refilled
and/or regraded to their existing condition as directed by the Owner. All slurry ponds shall be
pumped dry and backfilled. All trash and debris shall be removed from the premises by the
Contractor.
5.4.2.9 Temporary Relocation of Existing Facilities and Work Around Existing Facilities.
Telephone cables are located in the south shoulder of the asphalt road and may cross the road
along the cut-off wall alignment. The Contractor shall arrange to have the locations of the
telephone cables flagged. The Contractor shall execute his work without disturbing the cables or
shall arrange to have the cables temporarily relocated as approved by the Owner.
The cut-off wall will pass beneath two piperacks at about Station 3+50 and Station 6+80. The
Contractor shall not disturb or damage the piperacks, and is responsible for the timely repair or
replacement of any portions of the piperacks damaged by the Contractor's operations and/or
personnel during construction.

Texasgulf Inc.
File Number 88-089 5-6
The cut-off wall will traverse: (i) five existing 15- to 24-inch diameter HDPE pipe culverts below
the asphalt road at about Stations 0+43, 4+47, 5+20, 6+07, and 6+93; (ii) two 12-inch diameter
PVC pipe firelines at about Station 5+53 and Station 7+15; and (iii) a concrete fire trench at
about Station 5+83. The Contractor shall install the cut-off without disturbing these existing
facilities, and is responsible for the timely repair and replacement of any pipelines damaged by his
operations and/or personnel during construction.
5.4.3 Withdrawal and Injection Wells
5.4.3.1 Well Drilling Procedures. The withdrawal and injection wells shall be installed in 12-inch
minimum diameter boreholes drilled with hollow stem auger or rotary washed with Vari Flo
drilling fluid or other Owner -approved biodegradable drilling fluid. After installation, the wells
shall be developed by pumping until clear water is obtained from each well. Groundwater pumped
from the wells during development shall be discharged to a location approved by the Owner. A
permeability test shall also be performed on each well after development in general accoardance
with NAVFAC DM 7.1 (1982) Chapter 2, Section 9.4. and as directed by the Owner to allow
calculation of the coefficient of permeability of the zone tapped by the well screen.
5.4.3.2 Well Casings. All well casings and associated fittings shall be Schedule 40 polyvinyl
chloride (PVC) pipe satisfying the material, workmanship, dimension, pressure rating and marking
requirements of ASTM standards D 1785 and D 2466. Pipe and fittings shall be manufactured
from a PVC compound meeting the requirements of cell classification 12454-B as outlined in
ASTM Standard D 1784, and shall be white in color. Joints shall be socket -type, glued with
solvent cement satisfying the requirements of ASTM standard D 2564 and made using standard
practices as outlined in ASTM practice D 2855.
5.4.3.3 Well Screens and Centralizers. Well screens shall be Schedule 40 PVC pipe satisfying the
requirements of Section 5.4.3.2 with 0.050-inch wide slots and a minimum inlet area of 10 square
inches per foot of well screen. Centralizers on the well screens shall be stainless steel and capable
of adjusting to the 12-inch diameter borehole to center the well screen in the borehole.
5.4.3.4 Silica Gravel Filter. Gravel used around the well screens shall contain at least 98% silica,
be free of any deleterious materials, classify as an SP-type poorly graded coarse sand to GP -type
poorly graded fine gravel with coarse to fine sand in accordance with ASTM standard D 2487, and
exhibit the following gradation requirements determined by ASTM standard D 421 and 422:
U.S. Standard
Sieve Size
Percent Passing
(Dry Weight Basis)
3/4-inch
3/8-inch
No. 4
No. 10
No. 20
No. 40
100
80-100
50-100
20-50
0-15
0
5.4.3.5 Bentonite Seal and Grout. The well screen shall be sealed with a minimum 2-foot thick
tamped bentonite seal made with 1/2 inch diameter bentonite pellets. A 1-foot thick layer of silica

Texasgulf Inc.
File Number 88-089 5-7
sand (20/30 size) shall be placed between the bentonite seal and silica gravel collection zone. Neat
cement grout shall be tremmie placed from the bentonite seal to ground surface. The neat cement
grout shall consist of a mixture of 6 gallons of clean water per 94 pound bag of Type II Portland
cement (ASTM C 150) with 4 to 4.5 pounds (dry weight basis) of bentonite drilling mud.
5.4.3.6 Injection Well Clean -Outs and Riser Pipes. Three clean -outs shall be constructed on the
injection well header pipe at the locations shown on Drawing 2 and in accordance with the detail
shown on Drawing 8. A riser pipe shall also extend to ground surface at each injection well in
accordance with the detail shown on Drawing 8. Concrete pads around the clean -outs and riser
pipes shall be constructed to the dimensions shown in the details on Drawing 8. The concrete
shall consist of Type II Portland cement (ASTM C 150) and shall develop a 28-day compressive
strength of not less than 4,0001b/in2 (ASTM C 31 and C 39). A Brooks Products, Inc. 8.75 inch
diameter concrete traffic box with cast iron cover, or Owner -approved equivalent, shall be
provided at each clean -out and riser pipe.
5.4.3.7 Withdrawal Well Discharge Pipes, Air Line Conduits and Injection Well Header Pipe.
Polyethylene pipe and fittings used for the discharge pipes from the withdrawal wells shall be
DRISCOPIPE 1000 series 2-inch diameter SDR 17 high density polyethylene pipe, or an Owner -
approved equivalent, meeting the material, workmanship, dimension, pressure test, and marking
requirements of ASTM standard F 714. The pipe and fittings shall be manufactured of high
density polyethylene having a cell classification of PE 345434C in accordance with ASTM Standard
D 3350. The pipe sections shall be joined by flanged connections or by butt fusion in accordance
with the manufacturer's recommendations.
The withdrawal well air line conduit, piping from the well to the discharge pipe, and injection well
header pipe and associated fittings shall be Schedule 40 PVC pipe satisfying the requirements of
ASTM standards D 1785 and D 2466. Joints shall be socket -type, glued with solvent cement
satisfying the requirements of ASTM standard D 2564 and made using standard practices as
outlined in ASTM practice D 2855. Threaded PVC fittings in the service box shall be in
accordance with ASTM standard D 2464.
5.4.3.8 Withdrawal Well Service Box. The Contractor shall provide shop drawings to the Owner
for approval illustrating and specifying the components of the service box and associated piping
and fittings at each withdrawal well. The piping at each service box shall include as a minimum
the features shown on the details on Drawing 6.
5.4.3.9 Pumps, Pulse Senders and Associated Fittings. The pneumatic pumps, pulse senders,
exhaust valves, nylon and polyethylene lines and associated fittings, and well caps shall be
manufactured by QED Environmental Systems, Inc. or an Owner -approved equivalent and shall
be installed in accordance with the manufacturer's recommendations. QED Model LP1001 PVC
pulse pumps with a maximum capacity of 2.7 gal/min shall be installed in the Croatan formation
withdrawal wells, and QED Model LP 4600 PVC pulse pumps with a maximum capacity of 7.2
gal/min shall be installed in the confined sand layer dewatering wells. All pumps shall have inlet
screens.
5.4.3.10 Air Compressor, Coalescing Filter, Air Dryer and Associated Controls. The Contractor
shall provide shop drawings to the Owner for approval illustrating and specifying the proposed air
compressor, coalescing filter, air dryer and associated controls to provide 35 to 42 SCFM at 100

Texasgulf Inc.
File Number 88-089 5-8
PSIG (i.e., 2.5 to 3.0 SCFM at 100 PSIG at each well) of clean dry air as specified by the pump
manufacturer for the proposed installation. The equipment shall be designed for a service life of
20 years.
5.4.3.11 Injection Well Water Level Control Tank. The Contractor shall provide shop drawings
to the Owner for approval illustrating and specifying the components of an injection well water
level control tank capable of supplying a nominal flow rate of 20 gal/min at water surface
elevations of 5 to 15 feet (MSL). The tank shall include as a minimum the features shown on
Drawing 8, and shall be designed for a service life of 20 years.
5.4.3.12 Control Building. The air compressor, pulse senders and totalizing meters for the
withdrawal wells shall be housed in a control building (see Drawings 2 and 7). The Contractor
shall provide shop drawings of his proposed construction of the control building to the Owner for
approval. These shop drawings shall also include a piping plan and details for installing a pipeline
from the control building to the pond water return system in the SPA plant.
5.4.4 Earthwork
Earthwork shall consist of:
• Placing compacted granular backfill above the top of the soil-bentonite backfill in the
cut-off wall from Elevation 8.0 feet (MSL) to the base of existing asphalt or gravel road
surfaces (see Drawing 5).
• Placing compacted granular backfill around each pipe crossing through the cut-off wall (see
Drawing 5).
•
Excavating and backfilling of a
11
• Excavating and backfilling of all trenches for installation of the injection well header pipe,
riser pipe and clean -outs.
5.4.4.1 Trench Excavation and Pipe Bedding. Excavation of all trenches and installation of pipes
shall be undertaken in general accordance with ASTM standard D 2321 using Class II bedding
materials. The Class II bedding material shall consist of sand tailings obtained from on -site borrow
areas, shall extend 6 inches above the crown, 4 inches below the invert of the pipe, and across the
full width of the trench, and shall be compacted to a density equal to or greater than 95% of the
standard Proctor maximum dry density (ASTM D 698).
5.4.4.2 Allowable Pipe Trench Backfill Materials. Fill material used to backfill the trenches above
the bedding shall consist of Owner -approved slightly silty, silty, slightly clayey or clayey sands free
of deleterious materials (organics, wood, trash, debris, etc.), originally obtained from the excavation
of the trenches, and classifying as SP-SM, SM, SP-SC, or SC type soils in accordance with ASTM
standard D 2487. The backfill should be placed in 12-inch loose lifts and compacted to a minimum
of 95% of the standard Proctor maximum dry density (ASTM D 698). After backfilling, the
surface of the trench shall be regraded to the existing condition as approved by the Owner.

Texasgulf Inc.
File Number 88-089 5-9
5.4.4.3 Backfill Above Cut -Off Wall and Around Pipe Crossings. Fill material above the cut-off
wall soil-bentonite backfill shall consist of slightly silty, silty, slightly clayey or clayey sands free of
deleterious material (organics, wood, trash, debris, etc.), originally obtained from the slurry trench
excavation or from a borrow source, and classifying as SP-SM, SM, SP-SC or SC type soils in
accordance with ASTM standard D 2487. Prior to placing backfill in the trench, the side walls
shall be excavated to a slope of 1.0 vertical to 0.6 horizontal (see Drawing 5). The backfill shall
be placed in level loose lifts not exceeding 12 inches in thickness and compacted to a minimum
of 95% of the standard Proctor maximum dry density (ASTM D 698). The Contractor shall
schedule the backfilling to allow the soil-bentonite backfill to settle and consolidate as much as
possible prior to placement of compacted granular backfill above the cut-off wall. Care shall be
taken around the pipe crossings during compaction to prevent displacement or damage of the
pipes.
5.4.5 Replacement of Asphalt Pavement
Where asphalt pavement is removed or damaged by the Contractor's cut-off wall or well
installation operations, the pavement shall be replaced in accordance with the following:
• a 2-inch thick bituminous concrete surface course, Type I-2, at an average rate of 105
pounds per square yard in each of two layers.
• a 1.5-inch thick bituminous concrete binder course, Type H, at an average rate of 165
pounds per square yard.
• a 6-inch thick compacted aggregate base course.
All materials, equipment, tools, labor, and incidentals necessary to complete the work shall be in
accordance with the North Carolina Department of Transportation STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES, including the latest "Standard Special
Provisions", and "Roadway Standard Drawings" dated July 1, 1978, and the latest revision thereof.
5.5 General Provisions
5.5.1 General
To be provided as part of the Bid Documents by Texasgulf Inc.
5.5.2 Drawings and Specifications
To be provided as part of the Bid Documents by Texasgulf Inc.
5.5.3 Right to Change Location and Drawings
To be provided as part of the Bid Documents by Texasgulf Inc.
5.5.4 As -Built Drawings
To be provided as part of the Bid Documents by Texasgulf Inc.

Texasgulf Inc.
File Number 88-089 5-10
5.5.5 Safety Regulations
To be provided as part of the Bid Documents by Texasgulf Inc.
5.5.6 Environmental Compliance
To be provided as part of the Bid Documents by Texasgulf Inc.
5.5.7 Protection of Existing Facilities
The Contractor is responsible, at no additional cost to the Owner, for timely repair or replacement
of structures, equipment, pipelines, powerlines, monitor wells, or any Texasgulf Inc. facilities
damaged by the Contractor's operations and/or personnel during construction. In particular, the
Contractor shall exercise care when working near the following existing facilities:
• The five 15- to 24-inch diameter HDPE pipe culverts, two 12-inch diameter PVC pipe
firelines and concrete fire trench traversing the cut-off wall alignment.
• The underground telephone cables along the south side of the asphalt road where the
withdrawal wells will be installed.
• The piperacks traversing the cut-off wall alignment at about Station 3 +50 and Station
6+80.
• The fireline along the south side of the asphalt road near withdrawal wells SSW-6, CWW-6,
SWW-7 and CWW-7.
• The underground telephone cable along the north side of the tank farm office near
injection well CIW-1.
• The three piperacks along the injection well header pipe alignment.
• The five drainage pipes traversing the injection well header pipe.
5.6 Engineering Data
Soil samples from test holes drilled along the cut-off wall and well system alignments and at other
Locations in the tank farm are available for inspection at the office of ARDAMAN &
ASSOCIATES, INC., 8008 South Orange Avenue, Orlando, Florida. Bidders are urged to
examine these samples. Geologic profiles interpreted from the test holes are included on
Drawings 9, 10 and 11, and the boring logs are provided in Appendix A. The geologic profiles
are provided for informational purposes only, and the actual soil conditions may vary between soil
borings.
The groundwater at some locations and at some depths along the cut-off wall alignment and within
the depth of penetration of the wells has been impacted by spills/leaks of phosphoric acid from
the tank farm. The quality of the groundwater as measured in monitor wells at three locations
in the tank farm is shown on Drawings 9 and 11. The elevation of the groundwater level in the
various formations to be penetrated by the cut-off wall and wells is shown for each monitor well

Texasgulf Inc.
File Number 88-089 5-11
on Drawings 9 and 11. Fluctuations in the water table and piezometric levels in deeper confined
layers should be anticipated throughout the year.
The soils have been classified in accordance with ASTM Standard D 2487 "Classification of Soils
for Engineering Purposes". The transitions between soil types was often more gradual than
implied by the boring logs. The Contractor must form his own opinion of the character of the
work and of the materials to be excavated, and must satisfy himself, through examination of
available samples, or with his own investigations, explorations, tests or studies, of the conditions
affecting the work to be done. The Contractor must assume all responsibility for deductions and
conclusions as to the nature or condition of earth, and other materials to be excavated, the
difficulties of making and maintaining the required slurry trench excavation and well boreholes,
and of doing other work affected by the geology of the site.
5.7 Quality Control Testing and Inspection
5.7.1 Cut -Off Wall
The Owner or Owner's Representative (Inspector) will undertake observations and perform quality
control testing to confirm compliance of the soil-bentonite backfill cut-off wall construction with
these specifications. The Contractor shall also perform some quality control tests specifically
referred to below. Quality control testing performed by the Owner will include: monitoring the
depth of penetration of the cut-off wall; performing laboratory permeability tests to confirm
compliance with the soil-bentonite backfill permeability criteria; and grain size analyses to confirm
compliance with the soil-bentonite backfill gradation requirements.
(a) Uniformity and Depth. The Inspector shall continuously monitor construction to confirm
that the cut-off wall is uniformly and homogeneously constructed of approved soil-
bentonite backfill, and that the depth of penetration of the cut-off wall is a minimum of
3 feet into an approved clayey stratum. Material from the trench bottom will be examined
to document the nature of the material at the base of the trench. The depth of the slurry
trench shall be measured by the Contractor, in the presence of the Inspector, a minimum
of once every 20-foot of slurry wall trench.
(b) Bentonite Slurry Viscosity and Weight. The Contractor, in the presence of the Inspector,
shall measure the bentonite slurry viscosity and weight prior to mixing with soil backfill.
The bentonite slurry viscosity and weight shall be determined each time the batch plant
begins operation and a minimum of once every 2 hours during the installation of the soil-
bentonite backfill mixture. The bentonite slurry viscosity shall be determined with a
Marsh Funnel and the bentonite slurry weight with a mud balance in accordance with API
RP 13B.
(c) Soil-Bentonite Backfill Slump and Weight. The slump and weight of the soil-bentonite
backfill shall be determined by the Contractor, in the presence of the Inspector, after
mixing with the bentonite slurry at the initiation of each day's backfill placement, and a
minimum of once every 2 hours during placement of the soil-bentonite backfill. The
backfill slump shall be determined in accordance with procedures given in ASTM C 143
"Slump of Portland Cement Concrete", and the weight shall be determined with a mud
balance in accordance with API RP 13B.

Texasgulf Inc.
File Number 88-089 5-12
(d) Soil-Bentonite Backfill Grain Size Distribution. Grain size distribution analyses will be
performed by the Inspector on the soil-bentonite backfill. A minimum of one sample of
backfill per day or one sample for each 50 feet of installed cut-off wall shall be obtained
for grain size testing in accordance with the procedures in ASTM standards D 421 and
D 422.
(e) Soil-Bentonite Backfill Coefficient of Permeability. Laboratory permeability tests will be
performed by the Inspector on the soil-bentonite backfill. A minimum of one sample per
day or one sample for each 100 feet of installed cut-off wall shall be obtained for
laboratory permeability testing. The tests shall be constant head type permeability tests
performed under backpressure on specimens molded at the placement moisture content
to the in situ dry density. For specimens tested in rigid -wall permeameters, the imposed
hydraulic gradient shall be less than 12 to minimize consolidation of the sample during
testing. For specimens tested in flexible -wall permeameters, the average effective isotropic
consolidation stress shall not be greater than 3 lb/in2 and the imposed hydraulic gradient
shall be less than 12.
The average coefficient of permeability of the soil-bentonite backfill mixture shall be less
than or equal to 1 x 10 cm/sec. The average coefficient of permeability shall be
determined based on the results from a minimum of eight permeability tests for the
750-foot long cut-off wall. For determining compliance with this specification, a soil-
bentonite backfill coefficient of permeability up to 2x10-7 cm/sec will be allowed provided
the average of all test samples is less than 1x10"7 cm/sec.
5.7.2 Earthwork
The Owner or Owner's Representative (Inspector) will undertake observations and perform quality
control testing to confirm compliance of the earthwork construction with these specifications.
Quality control testing shall include monitoring the excavation and backfilling of the trenches
around and between wells, monitoring the backfilling above the soil-bentonite cutoff wall, and
performing in situ density tests to confirm compliance with compaction requirements.
(a) Fill and Pipe Bedding Characteristics. The Inspector shall monitor fill placement to
confirm that allowable fill and pipe bedding materials are used in the pipe trenches and
that allowable fill materials are used to backfill above the soil-bentonite cut-off wall.
Standard Proctor compaction tests (ASTM D 698) will be performed on the borrow soils.
One -point standard Proctor compaction tests may be performed to complement the
standard Proctor compaction tests in establishing the applicable maximum dry density for
different fill materials.
(b) In situ Density Tests. The Inspector shall perform in situ density tests after compaction
and compare the results to the standard Proctor compaction tests for the given borrow soil
before allowing the placement of another layer. Testing will be performed by either the
drive cylinder method (ASTM D 2937) or nuclear method (ASTM D 2922). Penetration
test probes will also be performed as needed to verify the uniformity of compaction. Field
in situ density tests shall be performed a minimum of once per lift for each 150 feet of
trench length.

Texasgulf Inc.
File Number 88-089 5-13
5.7.3 Injection/Withdrawal Well System Installation. The Owner or Owner's Representative
(Inspector) will undertake observations and perform quality control tests to confirm compliance
of the injection/withdrawal well system installations with these specifications and the approved
shop drawings. Quality control testing will include: performing grain size analyses on the silica
gravel filter to verify compliance with gradation requirements; monitoring the installation of the
wells, well development and permeability tests; inspection of the well screens for proper slot size;
inspection of all pipes and fittings for proper size, location and installations; inspection of the
pump installations; and inspection of the installation and construction of the control building, air
compressor and associated equipment and controls, and injection well water level control tank.
5.8 Construction Schedule
To be provided as part of the Bid Documents by Texasgulf Inc.
5.9 Method of Measurement and Payment
To be provided as part of the Bid Documents by Texasgulf Inc.
5.10 Final Inspection, Testing, and Acceptance
To be provided as part of the Bid Documents by Texasgulf Inc.
5.11 Supplemental General Conditions
To be provided as part of the Bid Documents by Texasgulf Inc.

Appendix A
SOIL BORING LOGS

BORING
&
ASSOCIATES,
LOG
INC.
BORING NO: B-1
SSHEEET iDOF 1 40.Oft.
LARDAMAN
PROJECT Preliminary Contamination Assessment in Tank Farm Area FILE NO 88-089
CLIENT Texasgulf Inc. ELEVATION 11.03'(MSL)
BORING LOCATION N.M.Corner of Tank Farr Latitude:35°22'52' Longitude:75°46'35' BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 6-11-88 COMPLETED 6-11-88 DRILLER/RIG Dan Groover / CME-45
MATER TABLE: ist depth 7•0' DATE 6-11-88 TIME 12:00 P.M.
MATER TABLE 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: o.Bioomberg
%
—'1
43
W
Depth (ft1
Standard Pen. Test
ASTN D-1586
Lab 08t8
Sails Description and Remarks
Depth (ft) 1
0+
J
A
C-
GO
oA. xx 0
m
Sample
Number
NM
(X)
-200
(x)
LL
(x)
PI
(X)
Dry
Den (pcf)
6.03
-
22-22-53
31-25
1
Brown medium to fine sand with trace shell fragments
(SP)
-
•
22-27-
37-40
64
2
Brown slightly silty medium to fine sand with shell
- fragments (SP-SM)
-
5
25-31-
32-32
63
3
1.03
Brown medium to fine sand with shell fragments (SP)
-
z1-24-
Mil;
51
4
14
16
_Q_
_ Grayish -brown silty medium to fine sand with shell
fragments (SM)
10
17-21-
22-23
43
5
- Gray slightly silty medium to fine sand with shell
_ fragments (SP-SM)
-
-
-3.97
-
_
15
10 7-4-5
11
6
-A Gray clayey fine sand with cemented sand (SC)
C
-8.97
Gray silty fine sand with shell fragments (SM)
_
_
a.I
J
a.
_
20
1l-13-
20-22
33
7
21
4
Grayish -brown slightly silty fine sand (SP-SM)
13.97
25
Light brown fine sand (SP)
2-2-3-3
5
8
28
37
32
17
- Brownish -gray clayey fine sand with shell
- fragments (SC)
- Slight drilling fluid circulation loss at 30.0 feet
-
___,.
:
:1;21
~43,
18.97
30
3-3 3-4
6
9
23.97
—
35
—
Gray clayey medium to fine sand with abundant shell
fragments and cemented sand (SC)
-
Boring terminated at 40.0 feet
— /'''!Y
-
0
4;
5-5-6-8
11
10
27
17
88.97
-
40
839
12
11
22
17

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: 8-2
TOTAL DEPTH: 40.0ft.
SHEET i OF i
PROJECT Preliminary Contamination Assessment in Tank Fars Area FILE NO 88-0B9
CLIENT Texasqulf Inc. ELEVATION 10.90'(MSL)
BORING LOCATION Road North of Tank Fars; Latitude:35°22'51'; Longitude 76°46'30' BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 6-11-8B COMPLETED 6-11-88 DRILLER/RIG 0an Groover / CME-45
MATER TABLE: ist depth 5.75' DATE 6-11-B8 TINE 4:00 P.M.
MATER TABLE 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: 0.Bloomberg
w
Depth ift)
Standard Pen. Test
ASTN 0-1586m
Lab Date
Soils Description and Remarks
Depth (ft)
J
,�
CO2
Sample
Number
NM
(z)
-200
(%)
LL
(z)
PI
(%)
Dry
,Den Ipcfl
5.9
-
5
5-7-
19-21
26
1
` Brown fine sand with shell fragments(SP)
-
_
Q
-
-
-
- Gray slightly silty fine sand with shell
- fragments (SP-SM)
18-22-
26-27
48
2
-
-
Gray silty fine sand with trace shell fragments (SM)
-
20-17-
17-t4
34
3
12
16
.&9
-
-
10
6-6-7-7
13
4
21
26
5-6-5-6
11
5
20
25
4.1
15
J
2 2-1-2
3
6
53
23
9.1
201
-
25
Dark gray clay (CH)
/ /
3 14 15
17
7
63
93
98
72
e
i7
12
14.1
- Dark gray slightly silty medium to fine sand (SP-SM)
-
!
/
2-2-2-2
4
9
43
35
53
39
-
- Dark gray clayey fine sand (SC)
-
-/
-
-19.1
30
4-3-3-3
6
10
41
17
4. 2 1
35
3-3-1-2
4
11
33
13
29 i
40
Gray clayey medium to fine sand with abundant shell
fragments and cemented sand (SC)
-
.,°
6-7-3
10
12
27
24

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: B-3
TOTAL DEPTH: 40.0ft.
SHEET i OF 1
PROJECT Preliminary Contamination Assessment in Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 11.77'(MSL)
BORING LOCATION N.E.Corner of Tank Farm; Latitude:35°22'51'; Longitude:76°46'27" BORING TYPE Standard Penetration Test
COMITY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 6-11-88 COMPLETED 6-11-88 DRILLER/RIG 0an Groover / CME-45
WATER TABLE: 1st depth 6.5' DATE 6-11-88 TIME 6:30 P.M.
WATER TABLE: 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: D.Bloomberg
Depth (ft)
Standard Pen. Test
ASTM 0-15B6
Lab Data
Soils Description and Remarks
Depth (tt)
0
J
M
`e`
(0
co a
0
0
Sample
Number
NM
(%)
-200
(%)
LL
(%)
PI
(%)
Dry
Den (pc f l
6.77
-
5
8-12-
22-28fragments
34
1
- Light and dark brown fine sand with shell-
(SP)
_
17-21-
z2-21
43
2
-
Brown slightly silty fine sand with trace shell
- fragments (SP-SM)
-
-
—
14-16-
20-17
36
3
1.77
14 10 6-5
16
4
15
13
Brownish -gray silty medium to fine sand (SM)
-
Q
-
_
—.
_
-
10
3-5-6-7
11
5
A_
-
- Grayish -brown slightly silty medium to fine sand
with shell fragments (SP-SM)
-
-3.23
15
10652
11
7
26
22
-8.22
_ Grayish -brown silty fine sand (SM)
_
20
3 2 2 1
4
8
43
75
91
52
- - Dark gray silty clay (CH)
r
"
13.23
25
1-1-2-9
3
9
10
- Gray silty medium to fine sand (SM)
18.23
30
NOH
11
- Dark gray clayey fine sand (SC)
- Slow loss of drilling fluid circulation when rods fell
_ from 31.0 to 38.0 feet
:--32(
_
23.23
35
liCIR
28.23
_
-
40
2-2-2-3
4
12
37
17
.://`
, -' ' 4 27/:. /4,:c .,
_ Gray clayey coarse to fine sand with abundant shell
fragments (SC)
-

AROAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-1
TOTAL DEPTH: 60.0ft.
SHEET 1 OF 2
PROJECT Remedial Action Plan - Tank Farm Area FILE NO 88-089
CLIENT Texasgulf Inc. ELEVATION 10.5'4SL)
BORING LOCATION Tank Farm; N 82+95 : E 131+20 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE 45 ft / 6' dia. hollow stem auger
DATE STARTED 10-25-88 COMPLETED 10-25-88 DRILLER/RIG D.Shanaway / CME-55
MATER TABLE 1st depth -- DATE -- TIME --
MATER TABLE 2nd depth - DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: H.Ellingsworth
2
ICI
-,
W
Depth (ftl
Standard Pen. Test
ASTN 0-1586
Lab Bata
Soils Description and Remarks
Depth (ft)
Graphic Log
co c
COiu
Sample
Number
NM
(z)
-200
(%)
LL
(%)
PI
(z)
›...`a'
o V
O
5.5
-
5
3-6-6
12
1
Light brown fine sand (SP)
17 ii 11
22
2
22
13
Light gray fine sand with small balls of
-
clayey fine sand (SP)
-
_
-
B-6-3
9
5-4-6
10
3
. 5
10
1 Dark brown clayey fine sand with roots (SC)
-
-�
4
24
59
Gray and yellowish -brown sandy clay (CL)
- Dark brown plastic clay (CH)
_
—.
-
_
-
" "
2-4-10
14
5
6
23
20
- Brown silty fine sand (SM)
-4.5
-
'
15
_
- Brown clayey fine sand with seams of fine
- sand (SC)
_
/7.
2-1-5
6
7
31
47
-9.5
20
Dark gray clayey sand with seams of fine sand (SC)
-
5-4-2
5
8
29
30
-14.5
25
Greenish -gray clay with shell fragments (CHI
-
-
-
L
-
-
r
-
/0
//
2-3-3
6
9
55
69
-19.5
30
3-3-4
7
10
34
25
-
Greenish -gray clayey fine sand with shell fragments (SC)
24.5
-
35
-
Greenish -gray slightly clayey fine sand and shell
fragments (SC and shell)
_
$:///,
.
•v2
4-5-5
10
11
28
12
--29.5
-
40
- Greenish -gray silty fine sand with traces of clayey
sand and she 11 (SM)
3-4-3
7
12
25
16

AROAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-1
TOTAL
SHEET 22 OF 2 60.Oft.
PROJECT Remedial Action Plan - Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 10.5'(MSL)
BORING LOCATION Tank Farm; N 82+95 ; E 131+20 BORING TYPE Standard Penetration Test
o
q,
W
c
a
o
standard Pen. Test
ASTM 0-1586
Lab Data
Soils Description and Remarks
Depth (ft)
Graphic Log
.. _
o .D
ma
co d
i ig
�_
NM
(t)
-200
(s)
LL
(t)
PI
(%)
a o
LI —
=
0
34.5
45 -
_ Greenish -gray silty fine sand with traces
of clayey sand and shell (SMI
_
.
c a
Total loss of drilling fluid circulation at 42 feet
-
- Gray slightly silty medium to fine sand with some shell6
_ fragments and thin layers of cemented sand (SM)
-
-l.G.
-I-
-
__
-
17-34-35
69
13
9
7
-39.5
50
- Greenish -gray clayey fine sand (SCI
///
4-3-3
7
14
-44.5
55
_ Greenish -gray clayey fine sand with thin layers
- of sandy clay (SC)
3-4-4
8
15
-49.5
=
60
- Greenish -gray clayey fine sand (SC)
3-4-4
8
16
22
43
-54.5
65
Boring terminated at 60.0 feet
_
-59.5
70
-64.5
75
-69.5
80

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-2
TOTAL DEPTH 60.0ft.
SHEET 1 OF 2
PROJECT Remedial Action Plan - Tank Fars Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 10.9'(MSL)
BORING LOCATION Tank Farm; N 87+83 ; E 128+80 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 10-20-88 COMPLETED 10-20-88 DRILLER/RIG 0.Shanaway / CME-55
MATER TABLE ist depth -- DATE -- TIME --
MATER TABLE 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: H.Ellingsworth
m
W
Depth (ft)
Standard Pen. Test
ASTM 0--1586
Lab Data
Soils Description and Remarks
L
a
ii
a,
c
J
c
q
0
m�
y
Sample
Number
NM
(%)
-200
(XI
LL
(X1
PI
(%(
Dry
Den (pcf)
5.9
-
4-12-18
30
1
8
-
Grayish -brown slightly silty fine sand with trace
- shell fragments (SP-SM)
-
-
-
-
-
-/.
-
25-21-22
43
2
5
19-29-14
43
3
_ Gray slightly silty fine sand with traces of shell and
wood (SP-SM)
36
13 13 21
34
4
.89
Gray and yellowish -brown clayey fine sand (SC)
_
-
i0
s
4 14 19
33
6
22
21
- Gray silty fine sand (SM)
-4.1
-
15
- Gray to dark brown clayey fine sand with thin
- lenses of gray fine sand (SC)
-
3-2-5
7
36
35
9 1
-
20
- Gray slightly silty fine sand (SP SM)
2-11-20
31
8
20
6
-14.1
J
-
-,
-
25
Dark gray clayey fine sand with thin lenses of gray fine
- sand and traces of shell fragments (SC)
-
-
-
-
_
-
_
_
i-i-1
2
9
35
31
-19.1
_
30
J�
4
- Gray clayey fine sand with shell and cemented sand (SC)
(shell fragments comprise about 34 % of sample by dry
_
- weight, ranging in size from about i to 10 mm)
28
4-2-2
4
10
-24.1
_
_
-
35
-
_ Shell fragments and gray slightly clayey fine sand with
cemented fine sand (Shell fragments and SP-SC)
-
(shell fragments comprise about 55 % of sample by dry
_ weight, ranging in size from about 1 to 25 mm)
12
5-4-4
8
11
-29.1
-
40
A
_ Gray slightly clayey fine sand with shell fragments (SC)
1276
15
12
24
24

BORING
ARDAMAN & ASSOCIATES.
LOG
INC .
BORING NO: TF-2
TOTAL DEPTft 60.Oft.
SHEET 2 OF 2
PROJECT
CLIENT
BORING
Remedial
Texasgulf
Action Plan - Tank Farm Area FILE NO 88-089
Inc. ELEVATION 10.9'(MSL)
LOCATION
Tank Farm; N 87+63 ; E 128+80 BORING TYPE Standard Penetration Test
N.
21
W
a
Standard Pen. Test
ASTM D-1586
Lab Data
Soils Description and Remarks
Depth (ft)
Graphic Log
o�
m `.
r
Sample
Number
NM
(z)
200
(z)
LL
(%)
PI
(%)
ra
o_
0)
0
-34.1
-
_
-
45
-
_ Gray slightly clayey fine sand with shell fragments (SC)
-
-
-
_ Gray clayey fine sand with shell fragments and thin,-
layers of greenish -gray clay (SC)
�¢{
0
4-6-11
17
13
17
-39.1
-
50
-
- Greenish -gray to gray slightly clayey fine sand
- with shell fragments (SP-SC)
-
/ .
Q%
5-7-8
15
14
9
-44.1
_
-
55
-
`
_
—_�
-
Greenish -gray clayey fine sand with trace shell-
fragments (SC)
3-3-6
9
15
-49. t
_
-
60
_,
_
_ Greenish -gray clayey fine sand (SC)
-
566
12
16
47
-54.1
-
65
Boring terminated at 60.0 feet
-59.1
70
-64.1
75
-69.1
80

BORING
ARDAMAN &
ASSOCIATES,
LOG
INC .
BORING NO: TF-3
TOTAL DEPTH: 60.0ft.
SHEET 1 OF 2
PROJECT Remedial Action Plan - Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 12.0'(MSL)
BORING LOCATION Tank Fars; N 87+65 ; E 131+50 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 10-20-88 COMPLETED 10-20-88 DRILLER/RIG D.Shanaway / CME-55
MATER TABLE: 1st depth -- DATE -- TIME --
MATER TABLE: 2nd depth _- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector H.Ellingsworth
2
43
W
-
Standard Pen. Test
ASTN 0-1586
Lab Data
Soils Description and Remarks
Depth (ft) l
Ja
c
J
A
c�
_ =
m
z
Sample
Number
NM
(%)
-200
(t)
LL
(%)
PI
(%)
r o
o_..
w
0
7
5
4-16-8
24
1
15
Brown fine sand (SP)
-
Tri
Light brown to yellowish -brown silty fine sand (SM)
13-18-22
40
2_
- Yellowish -brown slightly clayey fine sand (SC)
t8 24 i6
40/7-.
_ Gray clayey fine sand (SC)
/
11-15-19
34
3
29
2
-
10
Gray clayey fine sand with traces of gray fine
- sand lenses (SC)
6-5-4
9
4
-j
15
Brown silty fine sand (SM)
-
j
5
26
22
2-1-1-1
2
6
53
_ Dark brawn sandy clay (CH)
-
f
-8
20
- Dark gray clay (CH)
-
-
-
_
-
4
MOH
7
64
93
88
54
13
-
25
Gray medium to fine sand (SP)
i
6-5-5
10
8
20
3
-18
-
30
_
-
Dark gray clayey fine sand (SC)
.7/
/
3-3-3
6
9
28
23
3 5
3-3-2
5
10
40
19
-28
40
Gray clayey coarse to fine sand and shell fragments (SC)
-
i
2-9-7
16
11
23

ARDAMAN
BORING
C ASSOCIATES,
LOG
INC .
BORING NO: TF-3
TOTALT 2EOFF so.oft.
PROJECT Remedial Action Plan - Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 12.0'(MSL)
BORING LOCATION Tank Farm; N 87+65 ; E 131+50 BORING TYPE Standard Penetration Test
Elevation
_
c
CI.
8
stsndsrd Pen. Test
0-1586
Lab Oats
Soils Description and Remarks
Depth (ft)
en
0
-J
10
`�i
~
-. (D
CO
z
Sample
Number
NN
(%)
-200
(%)
LL
(%)
PI
(%)
Dry
Den (pcf)
-33
-
45
clayey coarse to fine sand and shell fragments (SC)
L
-
-
_Mi.
_
-
-
"5/Gray
_
- Shell fragments and gray silty fine sand (shell and SM)
5-7-7
14
12
34
16
38
-
50
C
- Gray slightly silty coarse to fine sand and shell fragments
- with thin layers of cemented sand (SP-SM and shell)
_
- (shell fragments comprise about 38 % of sample by dry
weight, ranging in size from about 1 to 20 nm)
g
7-11-19
30
13
-43
-
55
Greenish -gray clayey fine sand with trace shell
- fragments (SC)
17
3-3-3
6
14
-48
-
60
?
-
_ Light greenish gray sandy clay (CL)
-
50
4-5-6
11
15
-53
65
Baring terminated at 60.0 feet
-
-
_
-58
70
-63
75
-68
80

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC.
BORING NO: TF-100
TOTAL
SHEET 1 OF 2 6i.5ft.
_
PROJECT Remedial Action System - Tank Farm Area FILE NO 88-089
CLIENT Texasguif Inc. ELEVATION 12.7'(MSL
BORING LOCATION Tank Farm; N B3+32.36 ; E 133+84.81 BORI% TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE 451 3' dim. steel
DATE STARTED 5 11 90 CD1PLE1t0 5 12 90 DRILLER/RI6 S.McCluskey / CME - 55
MATER TABLE: ist depth 1.5' DATE 5-11-90 TIME 16:15
MATER TABLE 2nd depth -- DATE -- THE --
RENAq(S Borehole grouted with cement-bentonite grout. Field Inspector: H.Ellingsworth
C
6
d
w
_
•r
a
Standard Pen. iest
ASTN 0-1596
LHO Bata
Soils Description and Remarks
_
L
1
0,
J
t
la
m`�
Y
z
Sample
Number
NM
(%)
-200
(z)
LL
(x)
PI
(x)
Dry
Den (pc f l
7.7
6-8-8-10
16
1
Brown fine sand (SP)
Q
_
-
-
-
-
_
_
_
_
-
_
-
_ -
._2,,,2X
-
- Gray fine sand with thin layers (1"-2") of gray clayey
- fine sand with traces of shell fragments (SP)
-
-
7 11
18-19
29
2
5
15-18-
23-16
41
3
2.7
10
- Brown silty fine sand (SM►
-
-2.3
-
-
_
15
8-9-6-4
15
4
36
28
.
- Gray to brown slightly silty fine sand with some thin
_ clayey sand layers (SP-SM)
-7.3
20
3-15-16
31
5
21
5
Gray slightly silty medium to fine sand (SP-SM)
11 14 5 5
19
6
22
6
-12.3
-
_
25
7-1-2-3
3
7
•
..
-
_ Dark gray sandy clay with trace shell fragments (CH)
/
_
Greenish -gray clay with trace shell fragments (CH)
- 9 Y Y 9
17.3
-
-
30
2-3-4-4
7
8
84
87
112
82
3-4-4-6
8
9
0
)2
6i
6/Y
-
Shell fragments and gray clayey fine sand (shell and SC)
--
- (shell fragments comprise about 53 % of sample by dry
weight, ranging in size from about 0.2 to 25 mm)
_
- Complete loss of drilling fluid circulation at 39.5 feet
-22.3
-
_
35
3-4-6-6
10
10
-27.3
-
40
4-7-9
16
11
31
14
.o ^ a
Gray slightly silty fine sand with trace shell fragments

BORING
ARDAMAN g ASSOCIATES,
LOG
INC.
BORING NO: TF-100
TOTAL DEPTit 61.5ft.
SHEET 2 OF 2
PROJECT
CLIENT
BORING
Texasgulf
Remedial Action System - Tank Farr Area FILE NO 88-089
Inc. ELEVATION 12.7.(MSL)
LOCATION
Tank Farm; N 83+32.36 ; E 133+84.81 BORING TYPE Standard Penetration Test
a
m
cm
Depth (ft) 1
Standard Pen. Test
ASTN 0-1586
L80 Data
Soils Description and Remarks
Depth (ft)
Graphic Loge
_ =
m
=
Z
Sample
Number
NM
(x)
-200
(z)
LL
(%)
PI
(z)
Dry
Den (pcfl
-32.3
45
5-13-14
27
12
19
6
_
Gray slightly silty fine sand with trace shell
- fragments (SP-SMI
-
.�
' .c7..t
o •
4 .-
- Gray slightly silty fine sand with trace shell fragments
._ and some thin layers of clayey sand (SP-SM)
-
.
52
13
-37.3
_
_
50
10-20-39
59
13
17
9
-
-
-
-
- Gray clayey fine sand with trace shell fragments (SC)
_
-
-42.3
_
_
55
6-5-5
10
14
28
20
_
-47.3
-
60
3-4-5
9
15
-�//
Greenish -gray clayey fine sand (SC)
_
-52.3
_
3-3-4
7
16
_
_
65
_ Boring terminated at 61.5 feet
_
_
-57.3
70
-62.3
75
-67.3
80

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-101
TOTAL DEPTH: 61.5ft.
SHEET 1 OF 2
PROJECT Remedial Action System - Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 11.5'(MSL)
BORING LOCATION Tank Farr N 83+04.10 ; E 127+75.89 80R1N6 TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE 457 3. dia. steel
DATE STARTED 5-12-90 COMPLETED 5-13-90 DRILLER/RI6 S.McCluskey / CME - 55
MATEH TABLE: lot depth 2.2' DATE 5-12-90 TIME --
MATER TABLE 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with ce.ent-bentonite grout. Field Inspector: H.Ellingsworth
1
Elevation
Depth (ft)
standard Pen. Test
ASTI 0-158fi
Lab haste
Soils Description and Remarks
I Depth (ftl
0,
0
J
o
co
co c
zo.�
'43(x)
m
=
Sample
Number
NM
-200
(%)
LL
(Z)
PI
(X)
Dry
Den (pcfI
6.5
-
5
- Post hole dig to 3.0 feet to check for telphone line
- and then rotary washed to 5.0 feet
-
_Q
_ Brown slightly silty fine sand with trace shell
fragments (SP-SM)
`
-
-
_
-
1.5
-
5-5-4-3
9
1
.
- Brown slightly silty fine sand with trace shell
- fragments and thin layers of clayey fine sand (SP-SM)
-
10
4-2-3-4
5
2
-3.5
_
_
_
15
6-12-13
25
3
-
_ Gray slightly clayey to clayey sand with roots (SC)
7:
_
Dark brown clay with layers of fine sand (CH)
8 .5
_
20
5-2-1-2
3
4-5
///////,
_ Dark brown clay (CH)
-
-
-
-
-
0-0-1-1
1
6
82
102
75
-13.5
-
_-
25
0-0-t-2
1
7
,
-
Greenish -gray claywith shell fragments (CH)
g Y g
1-1-2-3
3
6 9
-18.5
30
2-3-3
6
10
80
95
119
87
2-2-3-4
5
11
_
_ Gray clayey sand and shell fragments (SC and shell)
-
_
_ Complete loss of drilling fluid circulation at 39'
_
_
-
-
r:'6v
-23.5
_
_
35
3-2-4
6
12
-28.5
-
40
11-6-3-4
9
13
34
35
o
Gray fine sand and shell fragments (SP and shell)

BORING
ARDAMAN 6 ASSOCIATES,
LOG
INC .
BORING NO: TF-101
TOTAL 2 OTF 2 61.5ft.
PROJECT
CLIENT
BORING
Texasgulf
Remedial Action System - Tank Fare Area FILE NO 88-089
Inc. ELEVATION 11.5'(MSL)
LOCATION
Tank Farm N 83+04.10 ; E 127+75.89 BORING TYPE Standard Penetration Test
_
m
k1
.
ya
O
stanear1Pen. Test
ASTM 0-1586
Lao Data
Soils Description and Remarks
Depth (ft) I
Graphic Log
—
o
c0
?
Z
a"
a E
Vi Z
NM
(t)
-200
(X)
LL
(XI
PI
(X)
n
L C
N
O
-33.5
_
45
Gray fine sand and shell fragments (SP and shell)
1.:
Gray slightly clayey sand and shell fragments with thin
- layers of cemented sand and shell fragments (SC and shell)
-
-
-
-38.5
-
-
50
6-8-10
18
14
24
8
-
_ Greenish -gray clayey fine sand with trace shell
_ fragments (SC)
_
-43.5
-
55
5-5-5
10
15
_
-48.5
-
60
3-4-6
10
16
^�
- Greenish-gray-
clayey fine sand (SC)
-
-53.5
3-3-4
7
17
-
65
_ Boring terminated at 61.5 feet
_
-58.5
70
-63.5
75
-68.5
80
-

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-102
SHEOEEET 1 OF 2 61.5ft.
PROJECT Remedial Action System - Tank Fars Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 11.3'(NSL)
BORING LOCATION Tank Fars; N 85+05.87 ; E 127+80.11 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 5-11-90 COMPLEit0 5-11-90 DRILLER/RIG S.McCluskey / CIE - 55
WATER TABLE 1st depth 2.0' DATE 5-11-90 TIME --
WATER TABLE: 2nd depth -- DATE -- TIME --
REARICS Borehole grouted with cement-bentonite grout. Field Inspector: H.El1ingsworth
4..m
Depth (ft)
Standard Pen. test
ASTN 0-1586m
Lab Bata
Soils Description and Remarks
Depth (ft)
Sample
Number
NM
MI
-200
(z)
LL
(x)
PI
MIp
Dry
Den Oct)
6.3
-
5
5" of asphalt over 2" of "reject" material over 17" of
gray to brown fine sand and shell
_
9
-
~
-
_
-
So 11 is
27
1
Gray slightly silty fine sand (SP-SM)
-
17-11-14
25
2
14-14-3
17
3
_ Gray slightly silty fine sand with trace shell
fragments (SP-SM)
-
1.3
-
_
10
4-7-10
17
4
_ Dark brown clay (CH)
A
- Light gray to light brown silty fine sand (SM)
-3.7
15
14 16 13
29
5
24
is
- Dark brown clay (CH)
/��
//
-8.7
_
-
20Su
1-6-6
14
6
Brown silty fine sand (SM)
-
-
-
-
5-2-1
3
7-8
US-1
31
75,61
36
20
90.5
- Dark brown clay (CL) with seams of silty sand
(PP) -250 psf
f�%%/L
�/'
-13.7
-
25
1-2-6-16
8
9
-
Gray medium to fine sand (SP)
-
Dark brown to clayey fine sand (SC)
-
-
—i
X
-18.7
-
-
30
3-4-4-2
8
10
US-2
44
38.37
67
52
76.5
gray
-
2-1-1-2
2
11
Laboratory Permeability Test; ke o-7 cm/sec-
Su (TV) -740 to 860 psf
-23.7
-
35
NOH
12
Dark brown to gray clayey fine sand to sandy clay
and shell fragments (SC and shell)
-•
-
-
_
-28.7
-
-
40
1-1-2-2
3
13
- Shell fragments and gray slightly clayey fine sand with
cemented sand (shell and SP-SC)
i;i

BORING
ARDAMAN & ASSOCIATES,
LOG
INC .
BORING NO: TF-102
TOTAL DEPTH: 61_5ft.
SHEET 2 OF 2
PROJECT
CLIENT
BORING
Texasqulf
Remedial Action System - Tank Farr Area FILE NO 8B-089
Inc. ELEVATION 11.3'(MSL)
LOCATION
Tank Farr; N 85+05.87 ; E 127+80.11 BORING TypE Standard Penetration Test
Elevation
3
c
g
Standard Pen. Test
ASTM 0-1596
Lab Data
Soils Description and Remarks
.-3
L
S
Graphic log I
N�
.- LD
N Value
Sample
Number
NM
(%)
-200
(%)
LL
(z)
PI
(z)
Dry
Den (pcf)
-33.7
-
45
B-6-B
14
14
- Shell fragments and gray slightly clayey fine sand with
cemented sand (Shell and SP-SC)
- (shell fragments comprise about 54 % of sample by dry
_ weight, ranging in size from about 0.2 to 25 mm)
-
/.
-38.7
-
50
B 10 10
20
15
32
7
-
_
- Gray clayey fine sand with cemented sand and
_ shell fragments (SC and shell)
-43.7
-
-
55
12 7 l0
17
16
-
-
Gray clayey fine sand (SC)
-
-48.7
60
3-4-7
11
17
-
Grayish -green sandy clay (CLI
_
-53.7
_
4-4-6
10
iB
_
65
_ Boring terminated at 6i.5 feet
-
~
-58.7
70
-63.7
75
-68.7
B0

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-103
TOTAL 1 DF 2 6i.5ft.
PROJECT Remedial Action System - Tank Farm Area FILE NO 88-089
CLIENT Texasgulf Inc. ELEVATION 11.3'(MSL)
BORING LOCATION Tank Farm: N 86+06.58 : E 130+66.30 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 5-08-90 COMPLETED 5-08-90 DRILLER/RIG S.McCluskey / CME - 55
MATER TABLE ist depth 2-0' DATE 5-08-90 TIME --
MATER TABLE: 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: H.Ellingsworth
m
4,
Depth (ft)
standard Pen. Test
ASTN 0-1586
Lab Data
Soils Description and Remarks
Depth (ft) I
c
"
o
C-
CD
a "
CO
A
LO 2
NM
(zl
-200
(z)
LL
(z)
PI
(z)
Dr y
Oen (pcf)
6.3
-
5
7-11-
11-11
22
t 2
Reject material
-
.
_ Gray to brown slightly silty fine sand with trace she11(SP-SIty
10-11-
12-12
23
3
- Gray medium to fine sand (SP)
5 5 5 4
10
4
-
Gray slightly silty fine sand (SP-SM)
1.3
10
Dark brown clay (CH)
_
____,/
_
-`
-
_
_ Gray clayey fine sand with thin layers of gray fine
_ sand (SC)
_
/%.
-3.7
_
-
15
5-7-8
15
5
=
20
6-9-7
16
6
2B
22
r gr
Dark g ay clay (CH)
ay
-
-
-
-
!A
-13.7
-
_
25
US 1
80
96,95
96
68
53.2
-
Unconfined Compression Test: Su (UC)-510 psf-
Su (TV)-500 to 600
4-1-2
3
7-8
psf
1 Su(PP)-500 to 600 psf
- Gray silty medium to fine sand (SM)
4-1-1-1
2
9
32
16
-18.7
30
Gray clayey fine sand with seams of gray plastic clay (SC)
-23.7
-
35
US-2
40
35,21
18
51
36
82.0
-
Laboratory Perneability Test: 1.5x104 cm/sec
1-1-1
2
10
Unconfined Compression Test: Su (UC) -350 psf
= Gray clayey coarse to fine sand and and shell
_ fragmennts (SC ans shell)
-
-
-
J
-28.7
40
1-4-3
7
11

BORING
ARDAMAN & ASSOCIATES,
LOG
INC .
BORING NO: TF-103
PT
TAT 2EOF 2 61.5ft.
PROJECT
CLIENT
BORING
Texasqulf
Remedial Action System - Tank Faro Area FILE NO 88-089
Inc. ELEVATION 11.3'(MSL)
LOCATION
Tank Faro; N 85+06.58 ; E 130+66.30 BORING TypE Standard Penetration Test
Q
w
I
Depth (ftl
Standard Pen.lest 0-1586
Lab Bata
Soils Description and Remarks
—
„
o
o,
o
J
co
m
_
Sample
Number
NM
(XI
-200
(X)
LL
(XI
PI
(X)
Dry
Den (pcf1
-33.7
=
45
10-8-9
17
12
36
18
- Gray clayey coarse to fine sand and shell
- fragments (SC and shell)
_
- (shell fragments comprise about 42 X of sample by dry
_ weight, ranging in size from about 0.2 to 19 mn) -
-
I-
J
../i.,
Y
-38.7
-
50
4-5 7
12
13
-
-
- Gray clayey fine sand with shell fragments and
- cemented sand and shell fragments (SC and shell)
-43.7
_
55
6-6-9
15
la
19
18
-
-
Gray clayey fine sand (SC)
-
-48.7
_
60
3-3-6
9
15
-
Gray sandy clay (CL)
_
...A
-53.7
4-5-6
11
16
_
_
65
- Boring terminated at 61.5 feet
-
-
-
-58.7
70
_
-63.7
75
-68.7
80
-

ARDAMAN
BORING
&
ASSOCIATES,
LOG
INC .
BORING NO: TF-104
TOTAL DEPTFt 61.5ft.
SHEET 1 OF
—
PROJECT Remedial Action System - Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 11.2'(MSL)
BORING LOCATION Tank Farm; N 88+05.68 ; E 127+76.52 BORING TYPE Standard Penetration Test
COMITY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 5-14-90 COMI 1u u) 5-14-90 DRILLER/RIG S.McCluskey / DIE - 55
MATER TABLE 1st depth 2.3' DATE 5-14-90 TIME --
WATER TABLE: 2nd depth -- DATE -- TIME --
RENARI(S Borehole grouted with cement-bentonite grout. Field Inspector: H.Ellingsworth
al
"�i
4Y
Cl
G
Standard Pen. rest
ASTM 0-1586
Lab Data
So119 Description and Remarks
=
gyyp
O
Graphic Log I
_ =
OlD
OD
>.
=
Sample
Number
NM
(%)
-200
(�)
LL``
(%)
PI
(1•)
.-.
y,o
CS`
d
0
6.2
-
-
5
Cut through 2' of asphalt pavement and then rotary
rotary washed to 5.0 feet
-
15-15-
13-12
28
1
Gray slightly clayey fine sand with trace shell
fragments (SP-SC)
10
Gray to brown silty fine sand with trace shell
fragments (A1.2
11
11
I.4
5-6-10-12
16
2
-3.8
-
4-8-8-6
16
3
-
15
Wood (logs)
10-12-10
22
4
Gray to brown silty fine sand (SM)
-8.8
-
9-12-13
25
5
25
18
Soft layer (clay ?)
Ad
10-13-12
25
6
Gray medium to fine sand (SP)
20
-13.8
-
25
9-9-9
18
7
Dark greenish -gray clayey fine sand (SC)
Laboratory Permeability Test' irv.tecto4 cm/sec
Su (TV) -200 to 500 psf
MOH
8
54
30
US-1
41
21
76,:.
-18.8
-
Shell fragments and gray clayey fine sand (shell and SC)
`-
i
01"A!!
`
ie
•'
2-2-3
5
9
30
-23.8
35
2-2-4
6
10
30
39
-28.8
r
40
4-7-9
16
11

ARDAMAN
BORING
& ASSOCIATES,
LOG
INC .
BORING NO: TF-104
TOTAL DEPTft 51.5ft.
SHEET 2 OF 2
PROJECT
CLIENT
BORING
Remedial Action System - Tank Farm Area FILE NO 88-089
Texasqulf Inc. ELEVATION 11.2'(MSL)
LOCATION
Tank Farm; N 88+05.68 ; E 127+76.52 BORING TYPE Standard Penetration Test
a
w
Depth (ft) I
simian Pen. rest
ASTM 0-1586
Lab Data
Soils Description and Remarks
Depth (ft)
Graphic Lop
a
L.
m
Sample
Number
NM
(x)
-200
(xl
LL
(x)
PI
(E
Dry
Den (pcfl
-33.8
_
45
8-15-4
19
12
- Gray clayey medium to fine sand and shell fragments with
cemented sand layers (SC and shell)
-
(shell fragments comprise about 32 % of sample by dry
weight, ranging in size from about 0.2 to 10 mil)�/
H.
J
/
-38.8
-
_
50
4-4-13
17
13
32
13
18
_,f�
-43.8
_
55
40 9 it
20
!4
_J
Gray clayey fine sand and shell fragments with
_ YY 9
cemented sand (SC and shell)
-
i1/1
/"
-48.8
-
60
4-3-5
8
15
- Greenish -gray clayey sand with trace shell fragments (SC)
Greenish -gray sandy clay (CL)
-
-
_
-53.8
-
4-4-4
8
16
-
65
- Boring terminated at 61.5 feet
-
_
-58.8
70
^
-63.8
75
-68.8
80

ARDAMAN
BORING
& ASSOCIATES,
LOG
INC .
BORING NO: TF-105
TOTAL DEPTH: 61.5ft.
SHEET I OF 2
PROJECT Remedial Action System - Tank Farm Area FILE NO 88-089
CLIENT Texasqulf Inc. ELEVATION 11.6'(MSL)
BORING LOCATION Tank Farm; N 87+66.23 ; E 133+03.55 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 5-14-90 COMPLETED 5-15-90 DRILLER/RIG S.McCluskey / CME - 55
MATER TABLE 1st depth -- DATE -- TIME --
MATER TABLE 2nd depth -- DATE -- TIME --
REMAAKS Borehole grouted with cement-bentonite grout. Field InspectorH.Ellingsworth
W
Standard Pen. Test
ASTN 6-1586
Lab Data
Soils Description and Remarks
Depth (ft) l
0
q
c�3
m.
z
Sample
Number
NM
(%)
-200
3)
LL
3)
PI
(%)
Dry
Den (pcfl
6.6
5
Gray fine sand with shell (SP)
-
-
-
-
_
-
Brown silty fine sand with trace shell fragments (SM)
-
-
1.6
-
5-5-4-4
9
1
22
19
10
-3.4
-
5-5-5-4
10
2
20
12
151
-8.39
20
3-6-8
14
3
25
14
_ Gray to brown silty fine sand (SM)
-
Dark gray sandy clay with organics (CH)
_
_
ij
-13.4
-
25
MOM
4
49
Gray to brown medium to fine sand (SPI
-18.4
-
30
5-5-2
7
5-6
21
5
-
Greenish -gray clayey fine sand (SC)
- Su (TVI -760 psf
-_
_
_
-
MOH
US-1
37
22
42
22
61.1
-23.4
35
woH
8
US-2
43
36
77.7
Greenish -gray clayey fine sand with soft shell
- fragments (SC)
Su (TV) -340 psf
wOH
9
US-3
32
34
87.6
,/.
a,
� G
-
- Gray clayey coarse to fine sand with shell fragments (SC)
-
-28.4
-
40
1/24'
10
36
27
2-5-6
11
11
Gray slightly clayey fine sand with shell fragments (SC)
-
/,�(

BORING
AROAMAN & ASSOCIATES,
LOG
INC .
BORING NO: TF-105
TOTAL DEPTH 61.5ft.
SHEET 2 OF 2
PROJECT
CLIENT
BORING
Texasqulf
Remedial Action System - Tank Farm Area FILE NO 8B-089
Inc. ELEVATION 11.6'(MSL)
LOCATION
Tank Farm; N 87+66.23 ; E 133+03.55 BORING TYPE Standard Penetration Test
•�
.
4,
y
c.
Standard Pen. Test
ASTN 0-1586
Lab Data
Soils Description and Remarks
Depth (ft) I
Graphic Lop
01
Z ..r
52..
a,
7-4
Sample
Number
NM
(%1
-200
(%)
II
(X)
PI
(%)
Dr y
Den (pcf)
-33.4
-
-
45
8-7-5
12
12
_
Gray slightly clayey fine sand with shell fragments (SC)
Gray slightly clayey fine sand with trace shell
= fragments (SC)
-
-38.4
_
50
10-14-14
28
13
29
13
-
-
_
- Gray slightly clayey fine sand with shell fragments
and thin cemented layers (SC)
-
;27
l ;
-43.4
_
-
55
8-11-17
28
14
-
- Greenish -gray clayey fine sand with trace shell
fragments (SC)
j
-48.4
60
2-3-3
6
15
_ Greenish -gray sandy clay (CL)
-
-53.4
_
3-3-5
8
16
_
65
_ Boring terminated at 61.5 feet
-
-58.4
70
-63.4
75
-
-68.4
B0

BORING
&
ASSOCIATES,
LOG
INC .
BARING NO: TF-106
TOTAROAMAN
SET 1 OF 2 61.5ft.
PRO..ECT Remedial Action System - Tank Farm Area FILE NO 88-0B9
CLIENT Texasqulf Inc. ELEVATION 10.1'(MSL)
BORING LOCATION Tank Farm; N 87+65.64 ; E 135+11.29 BORING TYPE Standard Penetration Test
COUNTY Beaufort STATE North Carolina CASING TYPE None
DATE STARTED 5-15-90 COMPLtfhD 5-15-90 DRILLER/RIG S.McCluskey / CME - 55
MATER TABLE: ist depth 4.0' DATE 5-15-90 TIME --
MATER TABLE 2nd depth -- DATE -- TIME --
REMARKS Borehole grouted with cement-bentonite grout. Field Inspector: H.Ellingsworth
C
O ^
m
w
v
Standard -PTest 586
Lab Data
Soils Description and Remarks
Depth (ft) 1
CO
o
J
2
A
-.
: ti
NM
(%)
-200
(%)
LL
(z)
PI
(z)
Dry
Den (pcf)
5.1
-
5
Brown fine sand with shell fragments (SP)
r
-
- Brown slightly silty fine sand with trace shell
- fragments (SP-SM)
1
10
3-3-4
7
1
21
23
Brown slightly clayey fine sand (SC)
-
-
<
- Gray silty clay with trace shell fragments (CH)
1-2-6-7
8
2-3
22
17
_ Dark gray silty fine sand (SM)
4.9
-
-
15
4-5-7-8
12
4
25
19
Gray medium to fine sand (SP)
4-3-2-2
5
5-6
- Brown silty clay with organics (CH)
�,f%�,�
%%�{///
-9.89
-
_
20
5-3-3-4
6
7
Brown silty fine sand with thin layers of silty clay (SM)
_
-
_
-
-/
-
_
-
_ Gray medium to fine sand (SP)
-14.9
-
-
25
12-11
8-10
19
8
18
3
3-2-2-2
4
9
_
- Dark greenish -gray clayey fine sand with lenses of
gray clay (SC)
-19.9
30
uS-1
37
45
45
27
82.2
- Laboratory Permeability Test k=i.acio4 cm/sec
Su (TV) =B00 to 1060
1-2-4
6
10
psf
_
Shell fragments and gray clayey fine sand (shell and SCI
_
_ (shell fragments comprise about 50 X of sample by dry
weight, ranging in size from about 0.1 to i9 inn)
J
-24.9
35
5-6-4
10
11
29
20
-29 9
1-1
2
69
25
-
SOH
12
_ Dark gray clayey fine sand with trace shell
fragments (SC)
40
_ Gray slightly clayey fine sand and shell fragments
(SC and shell)
_

BORING
AROAMAN g ASSOCIATES,
LOG
INC .
BORING NO: TF-106
SOTA
HEEET 2 OF 2 61.5ft.
PROJECT
CLIENT
BORING
Texasqulf
Remedial Action System - Tank Farm Area FILE N0. 88 089
Inc. ELEVATION 10.1'(MSL)
IOYATION
Tank Farr, N 87+65.64 ; E 135+11.29 BORING TYPE Standard Penetration Test
a
44
I
Depth (ft)
Standard Pen. Test
ASTM 0-1586
Lab Data
Soils Description and Remarks
Depth (ftl 1
Graphic Lop
. C
o
co
—
>
c
m m
VI 2
NH
(X)
-200
(X)
LL
(%)
PI
(z)
Dry
Den (pcf)
-34.9
_
45
6-8-8
16
13
Gray slightly clayey fine sand and shell fragments
- (SC and shell)
-
�/
- Shell fragments and gray clayey fine sand with thin
(1" to 2") cemented sand layers (shell and SC)
(shell fragments comprise about 55 % of sample by dry
weight, ranging in size from about 0.1 to 19 mm)
-
T.
i
-39.9
-
_
50
10-11-11
22
14
20
12
^
-44.9
_
55
5-3-3
6
15
_
_ Greenish -gray clayey fine sand with trace shell
fragments (SC)
/
-49.9
-
60
4-4-8
12
15
-
_
_ Greenish -gray sandy clay (CL)
-54.9
2-3-6
9
17
65
_ Boring terminated at 61.5 feet
~
-
-
-59.9
70
-
-64.9
75
-
-69.9
B0

BORING
ARDAMAN & ASSOCIATES,
LOG
INC.
BORING NO: TF-107
TOTAL 1 of 42.Oft.
PROJECT
CLIENT
BORING
COUNTY
DATE
MATER
MATER
RE)4mm
Texasqulf
Remedial Action System - Tank Farm Area FILE NO 88-089
Inc. ELEVATION i0.8'(MSL)
LOCATION
Beaufort
Tank Farm; N 87+65.65 ; E 134+05.95 BORING TYPE Standard Penetration Test
STATE
COVETED
DATE
DATE
North Carolina CASING TYPE None
STARTED
TABLE:
TABLE
5-30-90
--
5-30-90 DRILLER/RIG S.McCluskey / CME - 55
1st depth
2nd depth
Borehole grouted
--
TIME -:
--
-.- TIME --
with cement-bentonite
grout. Field Inspector: H.Ellingsworth
2
ft
1 Depth (ftl
Standard Pen. Lest
£STM 0-1586
LaG Date
Soils Description and Remarks
Depth (ft) I
om
"
A
o
d
0
) `
- .4
NM
(z)
-200
(z)
LL
(z)
PI
(z)
Dry
Den (pcfl
5.8
- Rotary washed to 15.0 feet
-
-
.
.8
10
-4.2
15
-9.2
11 12 9 3
21
1
Gray to brown fine sand (SP)
_
20
_ Gray slightly sandy clay (CH)
-
ii�
//'i�
-14.2
-
OM /
M 18'-
3
2
1
25
- Gray fine sand [SP)
2-3-5-6
8
3
-19.2
2-1-1-1
2
4
Gray sandy clay (CH)
S ht tcirculation
_ lig lasso drilling fluid at 29 5
_
_
30
NOH/12'
z z
2
g
-242
-
1-1-2-2
3
6
-
- Gray clayey fine sand and shell (SC and shell)
-
-
/¢./^
-
_
35
:z:::::
-29.2
�/
40

BORING
AROAMAN & ASSOCIATES,
LOG
INC .
BORING NO: TF-107
TOTAL DEPTtt 42.0ft.
SHEET 2 OF 2
PROJECT
CLIENT
BORING
Tex
Remedial Action System - Tank Farm Area
FILE NO 88-089
asqulf Inc.
ELEVATION 10.8'(MSL)
LOCATION
Tank Fare; N 87+65.65 ; E 134+05.95
BORING TYPE Standard Penetration Test
so
W
m-
y
cS
Standard Pan. Test
ASTN D-1586_
Lab Gate
Soils Description and Remarks
--*
CaO
0
J
p
= =
coro
Sample
Number
NM
(X)
-200
(X)
LL
(X)
PI
(%)
o
o
0
-34.2
-
8-6-6-7
12
9
- Gray clayey fine sand and shell (SC and shell)
-
'/;'
45
Boring terminated at 42.0 feet
-
-
-39.2
50
-
-44.2
55
-
-49.2
60
-54.2
65
70
-
-59.2
-64.2
75
-69.2
BO

ARDAMAN
BORING
& ASSOCIATES,
LOG
INC .
BORING NO: TF-10B
t
SET 11 OF 2 42.Oft.
PROJECT
CLIENT
BORING
COUNTY
DATE
MATER
MATER
REMARKS
Remedial
Texasgulf
Action System - Tank Fars Area FILE ND BB-089
Inc. ELEVATION 11.4'(MSL)
LOCATION
Beaufort
Tank Farm; N 87+66.20 E 132+50.00 BORING TYPE Standard Penetration Test
STATE
COMPLETED
DATE
DATE
North Carolina CASING TYPE None
STARTED
TABLE
TABLE:
Borehole
5-29-go
--
5-29-90 DRILLER/RIG S.McCluskey / CME - 55
ist depth
2nd depth
grouted
--
TIME --
--
-- TIME --
with cement-bentonite
grout. Field Inspector: H.Ellingsworth
W
Depth (ft) I
Standar0 Pen. Test
ASTN 0-15060
Lab Data
S0119 Description and Remarks
Depth (ft)
J
L
cob
m
N Value
Sample
Number
(NM
-((200
LL
PrI
Dry
Den (pcfl
6.4
5
Rotary washed to 15.0 feet
1.4
10
-3.6
15
-8.6
-
9-9-6-3
15
1
Gray fine sand (SP)
20
- Dark gray clay (CH)
-
j
-13.6
-
woH/12'
1 1
2
77
-
-
25
9-16-
124
28
3
- Gray medium to fine sand (SP)
18.6
-
2-2-2-3
4
4
- Gray clayey fine sand with trace shell fragments (SC)
30
Gray clayey fine sand with shell fragments (SC)
-
3-3-3-4
6
5
-23.6
-
3-3-5-6
8
6
-
35
Gray clayey fine sand and shell fragments (SC and shell)
=
-
,
-28.6
14 1
10 10o
20
7
=
-
-
40

BORING
& ASSOCIATES,
LOG
INC .
BORING NO: TF-10B
SOTHEET 2EOF 2 42.0ft.
ALARDAMAN
PROJECT
CLIENT
BORING
Texasgulf
Remedial Action System - Tank Farm Area FILE NO 88-089
Inc. ELEVATION 11.4'(MSL)
LOCATION
Tank Farm,_ N 87+66.20 ; E 132+50.00 BORING TYPE Standard Penetration Test
_. 4.4
V
N.
47
k1
L
y
ydy
O
Standard Pen. Test
ASTM o-15a
Lab Data
Soils Description and Remarks
L
0 Graphic Log I
_
tn G
= . i
O— up
m
m
}
_
Sample
Number
NM
(X)
-200
(%)
LL
(X)
PI
(X)
Dry
Den (pcfl
-33.6
-
10-i1-
11-11
22
a
Gray clayey fine sand and shell fragments (SC and shell)
-OCi;
45
Boring terminated at 42.0 feet
-
-
-
-38.6
50
-
-43.6
55
-
-48.6
60
-53.6
65
-58.6
70
-63.6
75
68.6
B0

BORING
ARDAMAN & ASSOCIATES,
LOG
INC .
BORING NO: TF-109
TOTAL DEPTH: 47.0ft.
SHEET 1 OF 2
PROJECT
CLIENT
BORING
COUNTY
DATE
MATER
MATER
REMARKS
Remedial
Texasgulf
Action System - Tank Farm Area FILE NO 88-089
Inc. ELEVATION 12.2'(MSL)
LOCATION
Beaufort
Tank Farm; N 85+37.02 ; E 133+88.03 BORING TYPE Standard Penetration Test
STATE
COMPLETED
DATE
DATE
North Carolina CASING TYPE None
STARTED
TABLE:
TABLE:
5-30-90
--
5-30-90 DRILLER/RIG S.McCluskey / CME - 55
1st depth
2nd depth
Borehole grouted
--
TIME --
-- __
-- TIME --
with cement-bentonite
grout. Field Inspector: H.Ellingsworth
a
ox
a',8
-
.
ca.3
Standard Pen. Test
ASTM o-i58fi
Lab Data
Soils Description and Remarks
Depth (ft) 1
m
o
J
L
4
m`o
Z
Sample
Number
NM
(t)
-200
(%)
LL
(z)
PI
(%)
Dry
Den (pcfl
7.2
5
Rotary washed to 5.0 feet
2.2
-
4-3-3-4
6
1
_
Gray to brown sandy clay (CH)
_
i�
10
-
- Brown slightly clayey fine sand (SC)
_
-2.8
-
3-2-5-10
7
2
-
r
_
_
15
-
Dark gray to gray slightly sandy clay (CH)
_
��
-7.8
t t t 5
2
3
-•
_
_
20
5-5-2-2
7
4
-12.8
-
6-5-4-6
9
5
-
Gray slightly clayey medium to fine sand (SP-SC)
-
-
-
_
25
3-2-1-1
3
6
_ Gray clayey fine sand with trace shell fragments (SC)
-
-
-17.8
-
NOH
7
-
-
J
30
t-t-2-3
3
8
-
Gray clayey fine sand and shell fragments (SC and shell)
E
_
_
,/�
,-/9
/5?
-22.8
-
3-3-4-5
7
9
-
-
-
35
-27.8
-
7-7-5-9
12
10
_
-
40

BORING
AROAMAN & ASSOCIATES,
LOG
INC .
BORING NO: TF-109
TOTAL
SHEET 22OOFF 2 47.Ott.
PROJECT
CLIENT
BORING
Texasgulf
Remedial Action System - Tank Farm Area FILE NO 88-089
Inc. ELEVATION 12.2'(MSL)
LOCATION
Tank Fara; N 85+37.02 ; E 133+68.03 BORING TYPE Standard Penetration Test
Elevation
Depth (ft) I
Standard Pen. Test
ASTN 0-1586
Lab Data
Sails Description and Remarks
Depth (ft)
Graphic Lop
Inc
o ID
m
—
Sample
Number
NM
(%)
-200
(%)
LL
(%)
PI
(%)
Dry
Den (pcf)
-32.8
-
8-6-6-7
12
11
-
-
_ Gray clayey fine sand and shell fragments (SC and shell)
_
-
-
-
-
r
Y
/
_
45
-37.8
-
15 56
12-14
28
12
^
50
Boring terminated at 47.0 feet
-
-42.8
55
-47.8
60
-52.8
65
-
-57.8
70
-62.8
75
-67.8
B0

ARDAMAN
BORING
& ASSOCIATES,
LOG
INC .
BORING NO: TF-110
TOTAL DEPTH: 27.0ft.
SHEET 1 OF 1
PROJECT
CLIENT
BORING
COUNTY
DATE
WATER
WATER
REMAAKS
Remedial Action System - Tank Farm Area FILE NO 88-089
Texasqulf Inc. ELEVATION 11.6'(MSL)
LOCATION
Beaufort
Tank Farr; N 83+43.38 ; E 129+82.54 BORING TYPE Standard Penetration Test
STATE
COIPLtfEU
DATE
DATE
North Carolina CASING TYPE None
STARTED
TABLE:
TABLE
Borehole
6-14-90
--
6-14-90 ORILLER/RIG D.Shanaway / CME - 55
ist depth
2nd depth
grouted
--
TIME --
--
-- TIME --
with cement-bentonite
grout. Field Inspector: H.Ellingsworth
c
c
43
(13
W
Depth (ft) I
Standard ion. Tut
ASTM 0-1586
Lab Oats
Sails Description and marks
Depth (ft) 1
Graphic Log
_.0
o —co
s
Z
Sample
Number
NM
(z)
-200
(z)
LL
(z)
PI
(z1
Dry
Den (pcfl
6.6
5
` Rotary washed to 15.0 feet
~
1.6
10
-3.4
15
8.39
-
1-2-i-i
3
1
-
--
Dark brown clay (CH)
_
-
4
/%/
20
1-1-1-i
2
2
13.4
-
1-1-1-1
2
3
-
-
_
_
- Dark brown clay with thin lenses of gray fine sand
and with trace of shell fragments (CH)
�,////
-
25
2-2-2-2
4
4
//
Greenish -gray clay with trace shell fragments (CH)
-
-18.4
-
2-3-3-4
6
5
-
-
30
Boring terminated at 27.0 feet
-23.4
35
-28.4
40

Appendix B
TEST WELL CONSTRUCTION RECORDS

FOR OFFICE USE ONLY
GROUT:
Wall Thickness
Depth Diameter or Weight/Ft. Material
Depth Material Method
From 0.0 To 19.17 Ft. Neat Cement Tremmie
From To Ft.
z. SCREEN:
Depth Diameter Slot Size Material
From 22.47 To 27.47 R. 2 in. 0.02 in. PVC
From To Ft. in. in.
From To Ft in. in.
.3. GRAVEL PACK:
OWNER
ADDRESS
NORTH CAROLNA DEPARMENT OF NATLRAL RE110UgCt 8 AIM COMMUNITY DEVELOPMENT
MOWN OF EINIRONMBITAL MANAGEMENT - GROUM3W T6i SECTION
P.o. BOX 27687 - RALEIGH.N.C. 27611. PHONE Cal SO 733-6083
WELL_ CONSTRUCTION RECORD
NELL NO SOW
DRILLING CONTRACTOR Ardaman & Associates, Inc.
DRILLER REGISTRATION NUMBER 1019
Quad_ No. Serial No.
Lat Long. Pc
Minor Basin
Basin Code
Header Ent GW-1 Ent
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WG-0194
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 Description
P.O. Box 48 SEE ATTACHED BORING LOG
(Street or Route No.)
Aurora, North Carolina 27806
City or Town State Zip Code
3. DATE DRILLED 05-25-90 USE OF WELL Test Well
TOTAL DEPTH 30.0' CUTTINGS COLLECTED ❑ Yes II No
DOES WELL REPLACE EXISTING WELL? ❑ Yes II No
o. STATIC WATER LEVEL: 8.83 FT. 0 above TOP OF CASING,
■ below
TOP OF CASING IS 2.83 FT. ABOVE LAND SURFACE.
r. YIELD (gpm): X METHOD OF TEST X
WATER ZONES (depth): X
9. CHLORINATION: Type None Amount
. CASING:
If additional space is needed use back of form.
LOCATION SKETCH
From 0.0 To 22.47 Ft 2" Sch 40 PVC (Show direction and distance from at least two State Roads,
From 27.47 To 29.47 Ft 2" Sch 40 PVC* or other map reference points)
From To Ft. SEE ATTACHED MONITOR WELL LOCATION PLAN
*2'-long sump below screen section
Depth Size Material
From 21.47 To 30.0 Ft. 4/20 Silica Sand
From To Ft.
,REMARKS: Sand from 19.17' to 19.47' and bentonite seal from 19.47' to 21.47'; 1 stainless steel
centralizer on well screen.
DO HEREBY CERTIFY THAT THIS WELL WAS CONS UCTED IN ACE WITH 15 NCAC 2C. WELL CONSTRUCTION
STANDARDS, AND THAT A COPY OF THIS RECORD . - • r�i TO TI WELL OWNER.
7/16/90
DATE
GW-1 Revised 11/84 Submit original to Division of Environmental Management and copy to well owner.

FOR OFFICE USE ONLY
NORTH CAROLP A DEFART1113fT OF NATUFIAL RESOURCES AND cOIWITY DEvaOPINENr
DIVISION OF ENVIRONINENTAL MANAGEMENT - r3ROIJCWATER !SECTION
P.O. BOX 276e7 - RALEit3101C. 27e11, PHONE WO 73 -5083
WELL CONSTRUCTION RECORD
FELL NO SPW
_RILLING CONTRACTOR Ardaman & Associates, Inc.
')BILLER REGISTRATION NUMBER 1019
Quad. No. Serial No.
Lat. Long. Pc
Minor Basil
Basin Code
Header Ent. GW-1 Ent
STATE WELL CONSTRUCTION
PERMIT NUMBER. 06-0071-WG-0194
1. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Aurora, North Carolina Cosh: Beaufort
(Road. Community, or Subdivision and Lot No.)
OWNER Texasgulf Inc.
Depth DRILLING LOG
From To Formation Description
ADDRESS P.O. Box 48 SEE ATTACHED BORING LOG
(Street or Route No.)
Aurora, North Carolina 27806
City or Town State Zip Code
DATE DRILLED 05-24-90 USE OF WELL Test Well
TOTAL DEPTH 30.01 CUTTINGS COLLECTED 0 Yes II No
DOES WELL REPLACE EXISTING WELL? ❑ Yes . No
3. STATIC WATER LEVEL: 8.75 FT. 0 above TOP OF CASING,
TOP OF CASING IS 3.17 II below
FT. ABOVE LAND SURFACE.
. YIELD (gpm): X METHOD OF TEST X
WATER ZONES (depth). X
3. CHLORINATION: Type None
CASING:
Amount
Wall Thickness
Depth Diameter or Weight/Ft. Matenai
From 0.0 To 22.83 Ft 2" Sch 40 PVC (Show direction and distance from at least two State Roads,
From 27.83 To 29.83 Ft 2" Sch 40 PVC* or other map reference points)
From To Ft. SEE ATTACHED MONITOR WELL LOCATION PLAN
GROUT:
If additional space is needed use back of form.
Depth Material Method
From 0.0 To 19.63 Ft. Neat Cement Tremmie
From To Ft.
▪ SCREEN:
Depth Diameter Slot Size Material
From 22.83 To 27.83 Ft. 2 iR 0.02 in. PVC
From To Ft. in. in.
From To Ft in in_
• GRAVEL PACK:
Depth Size Material
From 22.0 To 30.0 Ft. 4/20 Silica Sand
From To Ft.
REMARKS. Sand from 19.63' to 19.93' and bentonite
centralizer on well screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS C9 TRUCTED IN 1CCOR ANCE WITH 15 NCAC 2C, WELL CONSTRUCTION
STANDARDS, AM) THAT A COPY OF THIS REC BEEN PRO ► :IN TO WELL OWNER
41, 7/16/90
LOCATION SKETCH
*2'-long sump below screen section
seal from 19.93' to 22'; 1 stainless steel
SIGNATURE OF CONTRACTOR OR AGENT DATE
GW-1 Reviaai 1 IIPa Submit onainal to Division of Environmental Manaoement and coov to well owner.

FOR OFFICE USE ONLY
NORTH CAROL1 A OEPARTIAENT OF NATURAL RESOURCES AND COMa*ITY DEVB_OPRBiT
DIVISION OF ENVIRONMENTAL MANAGEMENT - GROUNDWATER SECTION
P.O. BOX 27687 - RALEIGKIL.C. 27611. PHONE (g19) 733-4083
WELL CONSTRUCTION RECORD
VELL NO COW
DRILLING CONTRACTOR Ardaman & Associates, Inc.
'DRILLER REGISTRATION NUMBER 1019
Quad. No. Serial No.
Lat. Long. Pc
Minor Basin
Basin Code
Header Ent GW-1 Ent
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WG-0194
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 or Route No.)
Aurora, North Carolina 27806
City or Town State Zip Code
DATE DRILLED 05-24-90 USE OF WELL Test Well
TOTAL DEPTH
55.0' CUTTINGS COLLECTED ❑ Yes
DOES WELL REPLACE EXISTING WELL? ❑ Yes No
STATIC WATER LEVEL:
TOP OF CASING IS
. YIELD (gpm): X METHOD OF TEST X
WATER ZONES (depth): X
■ No
13.04 FT. O above TOP OF CASING.
3.25 ■ below
FT. ABOVE LAND SURFACE.
3. CHLORINATION: Type None
CASING:
From
From 52.55
From
GROUT:
Depth
0.0 To 37.55
To 54.55
To
Amount
Wail Thickness
Diameter or Weight/Ft. Material
Ft. 2" Sch 40 PVC
Ft 2" Sch 40 PVC*
Ft.
Depth Material
From 0.0 To 34.25 Ft. Neat Cement
From To Ft.
SCREEN:
Method
Tremmie
Depth Diameter Slot Size Material
From 37.55 To 52.55 Ft. 2 in. 0.02 in, PVC
From To Ft. in in.
From To Ft in. in.
_. GRAVEL PACK:
Depth
From 36.5 To 55.0
Size Material
Ft. 4/20 Silica Sand
County: Beaufort
Depth DRILLING LOG
From To Formation Description
SEE ATTACHED BORING LOG
If additional space is needed use back of form.
From To Ft.
REMARKS. Sand from 34.25' to 34.5' and bentonite seal
centralizer on well screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS CO UCTED IN A
STANDARDS, AND THAT A COPY OF THIS RE PRO
LOCATION SKETCH
(Show direction and distance from at least two State Roads,
or other map reference points)
SEE ATTACHED MONITOR WELL LOCATION PLAN
*2'-long sump below screen section
from 34.5' to 36.5'; 1 stainless steel
CORD NCE WITH 15 NCAC 2C. WELL CONSTRUCTION
TO 'li WELL OWNER.
GW-1 Revised 11/84
7/16/90
SIGNATURE OF CONTRACTOR OR Aca DATE
Submit original to Division of Environmental Management and copy to well owner_

FOR OFFICE USE ONLY
GROUT:
Depth Material Method
From 0.0 To 34.24 Ft. Neat Cement Tremmie
From To Ft.
_. SCREEN:
Depth Diameter Slot Size Material
From 36.95 To 51.95 Ft. 2 in. 0.02 in. PVC
From To Ft. in. in.
From To Ft in in.
GRAVEL PACK:
Depth
Size
From 36.5 To 55.0 Ft. 4/20
From To Ft.
REMARKS.
Material
Silica Sand
LOCATION SKETCH
NORTH CAROLR4A DEPARTMENT OF NATURAL RESOURCES AND COl.WITY DEVELOPMENT
DIVISION OF ENVIR01Nl6IML MANAGEMENT - GROUNDWATER SECTION
P.O. BOX 27687 - RALB(iFLN.C. 27611, PHONE (91e) 733-5083
WELL CONSTRUCTION RECORD
FELL NO CPW
KILLING CONTRACTOR Ardaman & Associates, Inc.
^RILLER REGISTRATION NUMBER 1019
Quad. No. Serial No.
Lat. Long. Pc
Minor Basin
Basin Code
Header Ent. GW-1 Ent.
STATE WELL CONSTRUCTION
PERMIT NUMBER: 06-0071-WG-0194
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.)
OWNER
ADDRESS
Texasgulf Inc.
From To Formation Description
P.O. Box 48 SEE ATTACHED BORING LOG
(Street or RouteNo.))
Aurora, North Carolina 27806
City or Town State Zip Code
DATE DRILLED 05-24-90 USE OF WELL Test Wel 1
TOTAL DEPTH 55.01 CUTTINGS COLLECTED ❑ Yes 111 No
DOES WELL REPLACE EXISTING WELL? ❑ Yes III No
STATIC WATER LEVEL: 13.21 FT. O above TOP OF CASING.
3.46 ■ below
TOP OF CASING IS FT.BOVE ALAND SURFACE.
. YIELD (gpm): X METHOD OF TEST X
'NATER ZONES (depth): X
CHLORINATION: Type None
CASING:
Amount
Wall Thickness If additional space is needed use back of form.
Depth Diameter or Weight/Ft. Material
From 0.0 To 36.95 Ft 2" Sch 40 PVC (Show direction and distance from at least two State Roads,
From 51.95 To 53.95 Ft 2" Sch 40 PVC* or other map reference points)
From To Ft. SEE ATTACHED MONITOR WELL LOCATION PLAN
*2'-long sump below screen section
Sand from 34.24' to 35.54' and bentonite seal from 35.54' to 36.5'; 1 stainless steel
centralizer on well screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS CO
STANDARDS, AND THAT A COPY OF THIS REC
3W-1 Revised 11/84
NCE WITH 15 NCAC 2C. WELL CONSTRUCTION
WELL OWNER.
7/16/90
SIGNATURE OF CONTRACTOR OR AGENT DATE
Submit anginal to Division of Environmental Management and copy to well owner.

FOR OFFICE USE ONLY
NORTH CAROLINA DttPARTIa=J4T OF NATURAL FIE8OURCE3 AND COOWaTY cEvaOPMENT
DIVISION OF ENvIRON tf NTAL MANAGESIENT - GROUNDWATER SECTION
P.O. BOX 27687 - RAL.Eirs•i.N.C. 27811, PHONE [phone]e3
WELL CONSTRUCTION RECORD
NELL NO MWTF-1D
DRILLING CONTRACTOR Ardaman & Associates, Inc.
DRILLER REGISTRATION NUMBER 1019
Quad. No. Serial No.
Lat Long. Pc
Minor Basin
Basks Code
Header Ent GW-1 Ent
STATE WELL CONS RU T N-WG-0199
PERMIT NUMBER:
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.)
. OWNER Texasgulf Inc.
ADDRESS
From To Formation Descnption
P.O. Box 48 SEE ATTACHED BORING LOG
(Street or Route No.)
Aurora, North Carolina 27806
City or Town State Zip Code
DATE DRILLED 06-12-90 USE OF WELL Test Well
TOTAL DEPTH 49.0' CUTTINGS COLLECTED ❑ Yes 111 No
DOES WELL REPLACE EXISTING WELL? ❑ Yes II No
6. STATIC WATER LEVEL- 14.2± FT. 0 above TOP OF CASING,
TOP OF CASING IS 2.67 ■ below
FT. ABOVE LAND SURFACE.
YIELD (gpm): X METHOD OF TEST X
- WATER ZONES (depth): Water Loss Zone at 37.5'
9. CHLORINATION: Type None Amount
. CASING:
Wall Thickness
Depth Diameter or Weight/Ft. Material
From 0.0 To 32.0 Ft 2" Sch 40 PVC
From 47.0 To 49.0 Ft 2" Sch 40 PVC*
From To Ft
. GROUT:
Depth Material Method
From 0.0 To 28.33 Ft. Neat Cement Tremmie
From To Ft.
,c. SCREEN:
Depth Diameter Slot Size Material
From 32.0 To 47.0 Ft. 2 in. 0.010 in. PVC
From To Ft. in in.
From To Ft in n.
GRAVEL PACK:
If 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 MONITOR WELL LOCATION PLAN
*2'-long sump below screen section
Depth Size Material
From 30.33 To 49.0 Ft. 4/20 Silica Sand
From To Ft.
REMARKS Bentonite seal from 28.33' to 30.33', 1 stainless steel centralizer on well screen.
I DO HEREBY CERTIFY THAT THIS WELL WAS C
STANDARDS, AND THAT A COPY OF THIS RE
RUCTED IN CORD NCE WITH 15 NCAC 2C, WELL CONSTRUCTION
BEEN PRO .►l�s TO TE WELL OWNER.
CAMOKL
SIGNATURE OF CONTRACTOR OR /iGENT
7/16/90.
DATE
GW-1 Revised 11/84
Submit original to Division of Environmental Management and copy to well owner.